DRAINAGE REPORT FOR ROCKY S CONVENIENCE STORE

Transcription

1 HYDRA ENGINEERING AND CONSTRUCTION, LLC C.A. #28124 DRAINAGE REPORT FOR ROCKY S CONVENIENCE STORE Wakulla County, Florida August 8, 2016 PREPARED FOR: The North West Florida Water Management District Hydra Job Number Jasper Thomas Road, Crawfordville, Florida // office // fax

2 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page 2 Certification This report was prepared by me (or under my direct supervision) in accordance with the Wakulla County and Northwest Florida Water Management District and was designed to comply with the provisions thereof. Registered Professional Engineer State of Florida No Leslie A. Hope, P.E. Hydra Engineering, LLC 36 Jasper Thomas Road Crawfordville, Florida Certificate of Authorization Number 28124

3 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page 3 TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION LAND USAGE / COVER FLOODPLAIN INFORMATION SOILS HYDROLOGY / HYDRAULIC ANALYSIS EXISTING FACILITIES PROPOSED DRAINAGE IMPROVEMENTS CONSTRUCTION SEQUENCE BEST MANAGEMENT PRACTICES (BMPs) MATERIAL HANDLING AND SPILL PREVENTION REFERENCES LIST OF FIGURES FIGURE 1 VICINITY MAP FIGURE 2 NRCS SOIL SURVEY FIGURE 3 EXISTING DRAINAGE MAP FIGURE 4 PROPOSED DRAINAGE BASIN MAP FIGURE 5 FIRM MAP APPENDIX A: APPENDIX B: HYDROLOGY / HYDRAULIC CALCULATIONS GEOTECHNICAL INVESTIGATIONS

4 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page INTRODUCTION The proposed Rocky s Convenience store is located in Wakulla County, Florida and is on approximately 5.10-acres of land. The proposed Rocky s development is located south of Friendship Church Road and the Eden Springs Nursing home, east of Crawfordville Highway and north of US 98 and Wakulla High School. See attached Vicinity Map. The proposed project consists of constructing a 12,750 SF convenience store, associated fueling stations, 6,800 SF of future retail, and associated paved parking. 2.0 LAND USAGE / COVER The existing land use is vacant residential. The on-site natural land cover is primarily Herbaceous (Dry Prairie) Code 310, per the Florida Land Use Cover & Classification System, Level 3. The following is a table of the various project areas: Area of Parcel 222,156 sq.ft. Disturbed Area (Project Area) 222,156 sq.ft. Proposed Impervious Area 136,379 sq.ft. Ratio of Impervious Area to Disturbed Area % Weighted C Value PRDA-1 Weighted C Value PRDA Water Quality Retention Required for (SWMF 1) 8,831 CF Water Quality Retention Required for (SWMF 2) 3,177 CF 3.0 FLOODPLAIN INFORMATION The proposed development is contained within the FEMA FIRM map, 12129C 0360E, Wakulla County, Florida, (Effective Date September 26, 2014). The entire site is contained within Zone C areas of minimal flooding. FEMA has not determined the 10-year flooding limits for this area.

5 WAKULLA HIGH SCHOOL US 319 SITE US 98 VICINITY MAP

6 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page SOILS The soils type within the onsite and offsite drainage basin consists of: Alpin fine sands Map Unit 4 Otela Alpin fine sands Map Unit 47 Hydrologic Group: A Hydrologic Group: A The basin soil type is predominantly representative of Soils Group A in accordance with the National Resources Conservation Service (NRCS) soils classifications. These soils have a high infiltration rate when thoroughly wet. See Appendix A Soils Survey and Appendix B Geotechnical Report provided by Alpha Geotechnical and Testing Services, Inc. This site is located within a Sensitive Karst Area, per the NWFWMD. A geotechnical investigation was performed by Alpha Geotechnical and Testing Services, Inc. dated June 8, The borings did not encounter limestone bedrock or groundwater within 20 feet below the surface in the vicinity of the proposed retention facility. Per the geotechnical report, the seasonal high water table is anticipated at 8.8 feet below the existing grade for SWMF 1 and 9.5 feet below existing grade for SWMF 2. Per the geotechnical investigation, the saturated vertical infiltration rate in the area of the proposed SWMF 1 is 23.5 in/hr and 13.7 in/hr for SWMF 2. The saturated horizontal conductivity was recommended to be 1.5 time the saturated vertical conductivity.

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14 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page HYDROLOGY / HYDRAULIC ANALYSIS A hydrologic analysis was performed on the study area to define the peak runoff flows and volumes for the 25-year, 24-hour design storm frequency. The peak flow information obtained from the analysis was used to evaluate existing drainage facilities and to design the proposed drainage improvements. The program ICPR3 w/percpak was used to determine runoff quantities for each basin. The basin parameters required for hydrologic input include: Area, Curve Number Slope Time of Concentration, Runoff coefficient for each land cover / usage, Precipitation. Appendix A provides the parameters used in the existing and proposed conditions in the ICPR3 model. The 25-year, 24-hour maximum rainfall amount for this site is 9.0 inches, per the FDEP Modified Technical Paper No. 40, Rainfall Frequency Atlas of the United States. 5.1 EXISTING FACILITIES Hydra Engineering and Construction, LLC performed a site visit in June 8, 2016 to determine the existing drainage patterns. The site drains to an existing offsite natural low in the north of the site. Offsite runoff from the FDOT R/W is captured in exiting ditches along US 98 and US 319. The existing drainage pattern is generally from south to north toward the existing offsite low area. The existing topography was prepared by Edwin Brown & Associates, Inc. on November 5, The topography was extended 100 feet off the project boundary. The contours are referenced to NAVD The curve number (CN) is based on the calculations from Michael Baker and Associates for existing conditions basins 3 and 4b provided in the Drainage Design Documentation for FPID # These values are 49.4 and 46.4 and were applied to The Rocky s convenience store existing conditions basins EXDA-1 and EXDA-2 accordingly.

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16 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page PROPOSED DRAINAGE IMPROVEMENTS The proposed drainage patterns for the site will consist of sheet flow from the south and to the north and east across the site. The runoff from the proposed Rocky s convenience store will be directed toward storm drain inlets and associated closed pipe system. Discharge from the system will be into SWMF-1 and SWMF-2 respectively. These two retention facilities and connected by an equalizer pipe allowing them to function as one system. See calculations provided in Appendix A. Due to the proposed construction having greater than 50 percent impervious over the project area, Northwest Florida Water Management District requires the post-development peak discharge rate must not exceed the pre-development peak discharge rate for the 25-year, 24- hour design storm event. A water quality pond is proposed to attenuate the developed peak flows to existing peak flows and to treat 1 inch of runoff over the contributing area. The routing calculations were performed using ICPR3 w/percpack. The retention facilities have a bottom elevation of 30 with the top of the pond at 34 for SWMF-1 and 35 for SWMF-2. The water quality/treatment elevation is for SWMF-1 and for SWMF-2. In order to have a positive outfall the water quality weir elevation is set at for SWMF-1 and for SWMF-2. Based on the ICPR routing analysis, the 25 year 24-hour water surface elevation is at for SWMF-1 and for SWMF-2. The proposed online water quality dry retention volume requires 8,831 CF for SWMF-1 and 3,177 CF for SWMF-2 to treat the runoff from one inch of rainfall from the contributing area. Due to being in a Karst Sensitive area, the entire detention facility shall be sodded. The weighted runoff coefficient for the developed basin PRDA-1 is 0.62 and the runoff coefficient for the developed basin PRDA-2 is The developed composite curve numbers based on imperviousness and landscaped areas for PRDA-1 and PRDA-2 are and respectively. The outfall structure for SWMF-1 will be a slot for a 12 x12 rectangular weir with a grease skimmer placed at the east end of the retention facility. The outfall structure for SWMF-2 will be a slot for a 5 x12 rectangular weir with a grease skimmer placed at the east end of the retention facility. The weirs have been sized to reduce the developed peak flow to the historic peak flows. The overflow from the retention facilities will discharge through the proposed weirs to safely convey stormwater in excess of the 25-year storm away from the site. The receiving water for the site are the proposed FDOT drainage ditches located along the west side of the proposed Crawfordville Highway realignment. They are located from STA (L) to STA (L) and from STA (L) to (L) along the proposed realignment. Since the entire site is outside of a designated 100-year floodplain, flood protection measures are not necessary.

17 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page 11 Construction of the site also requires a driveway connection to the future US 319 realignment. The proposed driveway connection requires modifications to two FDOT curb inlets. The modifications change the structures from Type 1 and Type 2 curb inlets to Type V gutter inlets. Calculations demonstrating the proposed structure modifications meet or exceed the capture capacity of the original design are included in Appendix A.

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19 US 319 SITE US ' 1000' SCALE 1"=500'

20 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page CONSTRUCTION SEQUENCE Implementation of this Stormwater Management Plan should be in place prior to commencing construction. The estimated start date for the grading operations is December Once the structural site management controls are in place, clearing and grubbing will commence within the disturbance limits. The installation of storm drainage facilities, will start after the clearing and grubbing, followed by installation of utilities, fine grading, paving, installation of landscaping and final stabilization of the site (seeding disturbed pervious areas), in that order. The silt fence shall be installed around the limits of construction and per the Erosion Control Plan prior to starting any construction activities. The storm drain outlet protection shall be installed and maintained once the storm drainage facilities are constructed. The proposed water quality pond facility will be protected from sediment using silt fencing around its perimeter; this will reduce the possibility of premature clogging and loss of infiltration capacity. The final site stabilization methods, such as landscaping and removing temporary erosion control structures are estimated to occur in January The anticipated completion date for the proposed project is July The storm water management sequence will be the installation of the perimeter sediment controls such as sediment control fences and straw rolls, and then the site construction will begin. Major soil disturbances will be seeded and mulched within seven (7) days after final grade is reached or if areas have been exposed and inactive for more than fourteen (14) days. The pervious areas disturbed during construction activities will be seeded at the completion of paving operations. The total acres of the site expected to undergo grading activities is 5.10 acres. Potential pollution sources include: equipment refueling and maintenance, grading operations and concrete wash water. No irrigation flows are anticipated to be combined with the stormwater system. 7.0 BEST MANAGEMENT PRACTICES (BMPs) The following describes the site management procedures that will be implemented at the Rocky s convenience store in accordance with Wakulla County and Northwest Florida Water Management District regulations. During construction activities and until vegetation can be established, sedimentation fences will be installed parallel to the top of banks, and check dams (staked straw bales) will be placed in the flow line of the roadside swale along US 98 and US 319, as shown on the Erosion Control plan. This should be sufficient to mitigate the sediment discharged into the existing ditch system.

21 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page 15 Sediment and mud shall be prevented from leaving the construction site by immediate placement of construction vehicle tracking control in all access routes. Vehicle tracking control shall be at least fifty (50) feet in length and comprised of angular rock. The contractor is responsible for cleaning and general upkeep of existing public roads used for access. The existing vegetation will be maintained where practical. Major soil disturbances will be seeded and mulched within seven (7) days after final grade is reached or if areas have been exposed and inactive for more than fourteen (14) days. In the interim condition, water trucks should be utilized onsite for the duration of the construction period to minimize potential construction dust uprising as an effective dust control measure. Good housekeeping BMPs should be followed throughout the entire life of the project. These include the following: - Refuse receptacles should be regularly emptied and equipped with lids. - Machinery should be kept in good operating condition to prevent leakage. - Apply appropriate (not excessive) amounts of fertilizer to the landscaping. - Schedule regular maintenance of BMPs and cleaning of storm drains, grates and inlets - Portable toilet facility on-site. Other housekeeping practices should include general site cleanliness and proper training of employees. Per NWFWMD regulations, site inspections shall be performed by a qualified inspector that has successfully completed the Department s Stormwater, Erosion, and Sedimentation Control Inspector Training Program, or an equivalent program. The site inspections must include, all points of discharge into surface water of the State or an MS4; disturbed areas of the construction site that have not been finally stabilized; areas used for storage of materials that are exposed to precipitation; structural controls; and, location where vehicles enter or exit the site, at least once every seven calendar days and within 24 hours of the end of a storm that is 0.5 inches or greater (NWFWMD, Section ). The inspection reports will be required to be kept with this Stormwater Management Plan to be included with the compliance certification report at the end of the project. Once the construction activities are complete and the site is stabilized, the land owner is financially responsible for the operation and maintenance of the surface water management system for a period of 10 years. The owner of the property will be responsible for contracting services to operate and perform routine custodial maintenance of the surface water management system. Inspections of the permitted system during the operation phase shall be conducted annually due to the site being located in a karst sensitive area.

22 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page MATERIAL HANDLING AND SPILL PREVENTION No chemicals, fuels, or other materials are anticipated to be stored on site. If fuel or oil for construction machinery is present on the site, materials should be stored and handled in covered areas to prevent contact with stormwater, and chemicals should be stored within berms or secondary containment devices to prevent leaks and spills from entering stormwater runoff. Cleaning and fueling of machinery should be done during dry weather, if possible. Washing of concrete trucks and other equipment into the storm drainage system is prohibited. Spills or accidents shall be immediately reported to the SWMP Administrator and depending on the nature of the spill involved, the Environmental Protection Agency, downstream users, or other agencies may need to be notified.

23 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page REFERENCES 1. Soil Survey of Wakulla County, Florida, U.S. Department of Agriculture, Soil Conservation Service, Northwest Florida Water Management District Environmental Resource Permit Applicant s Handbook Volume II, October 1, FDEP Modified Technical Paper No. 40, Rainfall Frequency Atlas of the United States. 4. Subsurface Exploration and Foundation Evaluation for Rocky s Gas Station, Alpha Geotechnical and Testing Services, Inc. report dated June 8, 2016.

24 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page 18 APPENDIX A HYDROLOGY / HYDRAULIC CALCULATIONS

25 PRE DEVELOPMENT CURVE NUMBER Basin Area (AC) CN EXDA EXDA ROCKY'S CONVENIENCE STORE RUNOFF CALCULATIONS Predevelopment CN values utilize those provided in the Drainage Design Documentation prepared by Michael Baker and Associates for FPID # POST DEVELOPMENT CURVE NUMBER Basin Impervious Area (SF) CN Pervious Area CN CN Total Area (SF) (SF) (Weighted) PRDA 1 98, , , PRDA 2 37, , , POST DEVELOPMENT RUNOFF COEFFICIENTS Basin Impervious Area (SF) C Pervious Area (SF) C Total Area (SF) C (Weighted) PRDA 1 98, , , PRDA 2 37, , , SWMF 1 Treatment Volume 0.5" of runoff over the contributing area= 7,111 CF 1" of rain over contributing area= 8,831 CF Use larger of the two calculations therefore Treatment Volume= 8,831 CF SWMF 2 Treatment Volume 0.5" of runoff over the contributing area= 2,135 CF 1" of rain over contributing area= 3,177 CF Use larger of the two calculations therefore Treatment Volume= 3,177 CF

26 U.S. Department of Agriculture FL-ENG-21B Natural Resources Conservation Service 04/04 06/04 TR 55 Worksheet 3: Time of Concentration (T c ) or Travel Time (T t ) Project: Rocky's Gas Station Designed By: MTZ Date: 8/8/16 Location: Wakulla County, FL Checked By: LAH Date: 8/8/16 Check Circle one: Present Developed Check Circle one: T c T t through subarea EX-DA1 NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to T c only) Segment ID 1 1. Surface description (Table 3-1) Manning s roughness coeff., n (Table 3-1) Flow length, L (total L < 100 ft)... ft 4. Two-year 24-hour rainfall, P 2... in 5. Land slope, s... ft/ft Wooded LT T t = (nl) 0.8 Compute T t... hr = 0.38 P s 0.4 Shallow Concetrated Flow Segment ID 2 7. Surface description (paved or unpaved) Flow length, L... ft 9. Watercourse slope, s... ft/ft 10. Average velocity, V (Figure 3-1)... ft/s Unpaved T t = L Compute T t... hr = V Channel Flow Segment ID 12. Cross sectional flow area, a... ft Wetted perimeter, P w... ft 14. Hydraulic radius, r = a Compute r... ft P w 15. Channel Slope, s... ft/ft 16. Manning s Roughness Coeff., n V = 1.49 r 2/3 s 1/2 Compute V... ft/s n 18. Flow length, L... ft 19. T t = L Compute T t... hr + = 3600 V 20. Watershed or subarea T c or T t (add T t in steps 6, 11, and hr 0.47

27 U.S. Department of Agriculture FL-ENG-21B Natural Resources Conservation Service 04/04 06/04 TR 55 Worksheet 3: Time of Concentration (T c ) or Travel Time (T t ) Project: Rocky's Gas Station Designed By: MTZ Date: 8/8/16 Location: Wakulla County, FL Checked By: LAH Date: 8/8/16 Check Circle one: Present Developed Check Circle one: T c T t through subarea EX-DA2 NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to T c only) Segment ID 1 1. Surface description (Table 3-1) Manning s roughness coeff., n (Table 3-1) Flow length, L (total L < 100 ft)... ft 4. Two-year 24-hour rainfall, P 2... in 5. Land slope, s... ft/ft Wooded LT T t = (nl) 0.8 Compute T t... hr = 0.32 P s 0.4 Shallow Concetrated Flow Segment ID 2 7. Surface description (paved or unpaved) Flow length, L... ft 9. Watercourse slope, s... ft/ft 10. Average velocity, V (Figure 3-1)... ft/s Unpaved T t = L Compute T t... hr = V Channel Flow Segment ID 12. Cross sectional flow area, a... ft Wetted perimeter, P w... ft 14. Hydraulic radius, r = a Compute r... ft P w 15. Channel Slope, s... ft/ft 16. Manning s Roughness Coeff., n V = 1.49 r 2/3 s 1/2 Compute V... ft/s n 18. Flow length, L... ft 19. T t = L Compute T t... hr + = 3600 V 20. Watershed or subarea T c or T t (add T t in steps 6, 11, and hr 0.40

28 U.S. Department of Agriculture FL-ENG-21B Natural Resources Conservation Service 04/04 06/04 TR 55 Worksheet 3: Time of Concentration (T c ) or Travel Time (T t ) Project: Rocky's Gas Station Designed By: MTZ Date: 8/8/16 Location: Wakulla County, FL Checked By: LAH Date: 8/8/16 Check Circle one: Present Developed Check Circle one: T c T t through subarea PR-DA1 NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to T c only) Segment ID 1 1. Surface description (Table 3-1) Manning s roughness coeff., n (Table 3-1) Flow length, L (total L < 100 ft)... ft 4. Two-year 24-hour rainfall, P 2... in 5. Land slope, s... ft/ft GRASS T t = (nl) 0.8 Compute T t... hr = 0.25 P s 0.4 Shallow Concetrated Flow Segment ID 2 7. Surface description (paved or unpaved) Flow length, L... ft 9. Watercourse slope, s... ft/ft 10. Average velocity, V (Figure 3-1)... ft/s UNPAVED T t = L Compute T t... hr = V Channel Flow Segment ID 12. Cross sectional flow area, a... ft Wetted perimeter, P w... ft 14. Hydraulic radius, r = a Compute r... ft P w 15. Channel Slope, s... ft/ft 16. Manning s Roughness Coeff., n V = 1.49 r 2/3 s 1/2 Compute V... ft/s n 18. Flow length, L... ft 19. T t = L Compute T t... hr + = 3600 V 20. Watershed or subarea T c or T t (add T t in steps 6, 11, and hr 0.34

29 U.S. Department of Agriculture FL-ENG-21B Natural Resources Conservation Service 04/04 06/04 TR 55 Worksheet 3: Time of Concentration (T c ) or Travel Time (T t ) Project: Rocky's Gas Station Designed By: MTZ Date: 8/8/16 Location: Wakulla County, FL Checked By: LAH Date: 8/8/16 Check Circle one: Present Developed Check Circle one: T c T t through subarea PR-DA2 NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to T c only) Segment ID 1 1. Surface description (Table 3-1) Manning s roughness coeff., n (Table 3-1) Flow length, L (total L < 100 ft)... ft 4. Two-year 24-hour rainfall, P 2... in 5. Land slope, s... ft/ft Grass T t = (nl) 0.8 Compute T t... hr = 0.33 P s 0.4 Shallow Concetrated Flow Segment ID 2 7. Surface description (paved or unpaved) Flow length, L... ft 9. Watercourse slope, s... ft/ft 10. Average velocity, V (Figure 3-1)... ft/s UNPAVED T t = L Compute T t... hr = V Channel Flow Segment ID 12. Cross sectional flow area, a... ft Wetted perimeter, P w... ft 14. Hydraulic radius, r = a Compute r... ft P w 15. Channel Slope, s... ft/ft 16. Manning s Roughness Coeff., n V = 1.49 r 2/3 s 1/2 Compute V... ft/s n 18. Flow length, L... ft 19. T t = L Compute T t... hr + = 3600 V 20. Watershed or subarea T c or T t (add T t in steps 6, 11, and hr 0.35

30 Stormwater Management Facility Volume Rocky's Gas Station Hydra Job Number: /8/2016 SWMF 1 ELEVATION AREA Area (AC) VOLUME (Ft 3 ) CUMULATIVE VOLUME (Ft 3 ) CUMULATIVE VOLUME (ac/ft) , , , , , , , , , , , , , Total SWMF Volume (AF): Treatment Volume= 8,831.0 c.f ac ft Pond Elev.= ft

31 Stormwater Management Facility Volume Rocky's Gas Station Hydra Job Number: /8/2016 SWMF 2 ELEVATION AREA Area (AC) VOLUME (Ft 3 ) CUMULATIVE VOLUME (Ft 3 ) CUMULATIVE VOLUME (ac/ft) , , , , , , , , , , Total SWMF Volume (AF): Treatment Vol. = Pond Elev. = 3,177.0 c.f ac ft ft

32 Nodal Network Diagram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA T: PR-BNDY-1 W:Outfall 1 T:Ground 1 E:Perc 1 P:S-150,SWMF 1 T:Ground 2 E:Perc 2 T: PR-BNDY-2 W:Outfall 2 Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench C:Channel 1 A: PR-DA1 U: PR-DA1 A: SWMF 1 A: S-150 T:EX. BNDY-1 P:S-150,SWMF 2 T:EX. BNDY-2 A:SWMF 2 C:Channel 2 A: PR-DA2 U: PR-DA2 C: EX-OVERFLOW-1 C: EX-OVERFLOW-2 A: EX-DA1 A: EX-DA2 U: EX-DA1 U: EX-DA2 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc.

33 Complete Input Report ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX-DA1 Node: EX-DA1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: Rainfall File: Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): 2.41 Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: EX-DA2 Node: EX-DA2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: Rainfall File: Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): 2.68 Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: PR-DA1 Node: PR-DA1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: Rainfall File: Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): 3.92 Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: PR-DA2 Node: PR-DA2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: Rainfall File: Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): 1.18 Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: EX-DA1 Base Flow(cfs): Init Stage(ft): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 35

34 Complete Input Report Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: EX-DA2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: EX. BNDY-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: EX. BNDY-2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: Ground 1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: Ground 2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 35

35 Complete Input Report Time(hrs) Stage(ft) Name: PR-BNDY-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: PR-BNDY-2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: PR-DA1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: PR-DA2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: S-150 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 35

36 Complete Input Report Name: SWMF 1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: SWMF 2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: S-150,SWMF 1 From Node: S-150 Length(ft): Group: BASE To Node: SWMF 1 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.20 Rise(in): Exit Loss Coef: 1.00 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 35

37 Complete Input Report Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: S-150,SWMF 2 From Node: S-150 Length(ft): Group: BASE To Node: SWMF 2 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.00 Rise(in): Exit Loss Coef: 1.00 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: Channel 1 From Node: PR-DA1 Length(ft): Group: BASE To Node: SWMF 1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dn or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: Channel 2 From Node: PR-DA2 Length(ft): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 35

38 Complete Input Report Group: BASE To Node: SWMF 2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dn or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: EX-OVERFLOW-1 From Node: EX-DA1 Length(ft): Group: BASE To Node: EX. BNDY-1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dn or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: EX-OVERFLOW-2 From Node: EX-DA2 Length(ft): Group: BASE To Node: EX. BNDY-2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dn or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 6 of 35

39 Complete Input Report Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: Outfall 1 From Node: SWMF 1 Group: BASE To Node: PR-BNDY-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: Outfall 2 From Node: SWMF 2 Group: BASE To Node: PR-BNDY-2 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): 5.00 Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE ========================================================================================== ==== Percolation Links =================================================================== ========================================================================================== Name: Perc 1 From Node: SWMF 1 Flow: Both Group: BASE To Node: Ground 1 Count: 1 Surface Area Option: Vary based on Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): Perimeter 1(ft): Water Table Elev(ft): Perimeter 2(ft): Ann Recharge Rate(in/year): Perimeter 3(ft): Horiz Conductivity(ft/day): Distance 1 to 2(ft): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 7 of 35

40 Complete Input Report Vert Conductivity(ft/day): Distance 2 to 3(ft): Effective Porosity(dec): Num Cells 1 to 2: 10 Suction Head(in): Num Cells 2 to 3: 45 Layer Thickness(ft): Name: Perc 2 From Node: SWMF 2 Flow: Both Group: BASE To Node: Ground 2 Count: 1 Surface Area Option: Vary based on Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): Perimeter 1(ft): Water Table Elev(ft): Perimeter 2(ft): Ann Recharge Rate(in/year): Perimeter 3(ft): Horiz Conductivity(ft/day): Distance 1 to 2(ft): Vert Conductivity(ft/day): Distance 2 to 3(ft): Effective Porosity(dec): Num Cells 1 to 2: 10 Suction Head(in): Num Cells 2 to 3: 45 Layer Thickness(ft): ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): Name: 002Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): Name: 002Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 8 of 35

41 Complete Input Report Rainfall File: FDOT-4 Rainfall Amount(in): Name: 002Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): Name: 002Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-24 Rainfall Amount(in): Name: 002Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y072H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-72 Rainfall Amount(in): Name: 003Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): Name: 003Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 9 of 35

42 Complete Input Report Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): Name: 003Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): Name: 003Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): Name: 003Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-24 Rainfall Amount(in): Name: 003Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y072H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-72 Rainfall Amount(in): 7.05 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 10 of 35

43 Complete Input Report Name: 005Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): Name: 005Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): Name: 005Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): Name: 005Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): Name: 005Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-24 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 11 of 35

44 Complete Input Report Rainfall Amount(in): Name: 005Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y072H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-72 Rainfall Amount(in): Name: 010Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): Name: 010Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): Name: 010Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): Name: 010Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y008H.R32 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 12 of 35

45 Complete Input Report Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): Name: 010Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-24 Rainfall Amount(in): Name: 010Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y072H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-72 Rainfall Amount(in): Name: 025Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): Name: 025Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 13 of 35

46 Complete Input Report Name: 025Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): Name: 025Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): Name: 025Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-24 Rainfall Amount(in): Name: 025Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y072H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-72 Rainfall Amount(in): Name: 050Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 4.00 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 14 of 35

47 Complete Input Report Name: 050Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): Name: 050Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): Name: 050Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): Name: 050Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-24 Rainfall Amount(in): Name: 050Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y072H.R32 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 15 of 35

48 Complete Input Report Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-72 Rainfall Amount(in): Name: 100Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): Name: 100Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): Name: 100Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): Name: 100Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 16 of 35

49 Complete Input Report Name: 100Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-24 Rainfall Amount(in): Name: 100Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y072H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FDOT-72 Rainfall Amount(in): Name: WMD 25YR24HR Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\WMD 25YR24HR.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Scsii-24 Rainfall Amount(in): Name: WMD 2YR24HR Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\WMD 2YR24HR.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Scsii-24 Rainfall Amount(in): ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 002Y001H Hydrology Sim: 002Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y001H.I32 Execute: No Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 17 of 35

50 Complete Input Report Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 002 yr / 001 hr Group Run BASE Yes Name: 002Y002H Hydrology Sim: 002Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y002H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 4.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 002 yr / 002 hr Group Run BASE Yes Name: 002Y004H Hydrology Sim: 002Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y004H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 002 yr / 004 hr Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 18 of 35

51 Complete Input Report Group Run BASE Yes Name: 002Y008H Hydrology Sim: 002Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y008H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 002 yr / 008 hr Group Run BASE Yes Name: 002Y024H Hydrology Sim: 002Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y024H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 002 yr / 024 hr Group Run BASE Yes Name: 002Y072H Hydrology Sim: 002Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\002Y072H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 19 of 35

52 Complete Input Report Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 002 yr / 072 hr Group Run BASE Yes Name: 003Y001H Hydrology Sim: 003Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y001H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 003 yr / 001 hr Group Run BASE Yes Name: 003Y002H Hydrology Sim: 003Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y002H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 4.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 003 yr / 002 hr Group Run Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 20 of 35

53 Complete Input Report BASE Yes Name: 003Y004H Hydrology Sim: 003Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y004H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 003 yr / 004 hr Group Run BASE Yes Name: 003Y008H Hydrology Sim: 003Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y008H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 003 yr / 008 hr Group Run BASE Yes Name: 003Y024H Hydrology Sim: 003Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y024H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 21 of 35

54 Complete Input Report Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 003 yr / 024 hr Group Run BASE Yes Name: 003Y072H Hydrology Sim: 003Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\003Y072H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 003 yr / 072 hr Group Run BASE Yes Name: 005Y001H Hydrology Sim: 005Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y001H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 005 yr / 001 hr Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 22 of 35

55 Complete Input Report Name: 005Y002H Hydrology Sim: 005Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y002H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 4.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 005 yr / 002 hr Group Run BASE Yes Name: 005Y004H Hydrology Sim: 005Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y004H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 005 yr / 004 hr Group Run BASE Yes Name: 005Y008H Hydrology Sim: 005Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y008H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 23 of 35

56 Complete Input Report 005 yr / 008 hr Group Run BASE Yes Name: 005Y024H Hydrology Sim: 005Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y024H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 005 yr / 024 hr Group Run BASE Yes Name: 005Y072H Hydrology Sim: 005Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\005Y072H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 005 yr / 072 hr Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 24 of 35

57 Complete Input Report Name: 010Y001H Hydrology Sim: 010Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y001H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 010 yr / 001 hr Group Run BASE Yes Name: 010Y002H Hydrology Sim: 010Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y002H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 4.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 010 yr / 002 hr Group Run BASE Yes Name: 010Y004H Hydrology Sim: 010Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y004H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 010 yr / 004 hr Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 25 of 35

58 Complete Input Report Group Run BASE Yes Name: 010Y008H Hydrology Sim: 010Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y008H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 010 yr / 008 hr Group Run BASE Yes Name: 010Y024H Hydrology Sim: 010Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y024H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 010 yr / 024 hr Group Run BASE Yes Name: 010Y072H Hydrology Sim: 010Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\010Y072H.I32 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 26 of 35

59 Complete Input Report Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 010 yr / 072 hr Group Run BASE Yes Name: 025Y001H Hydrology Sim: 025Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y001H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 025 yr / 001 hr Group Run BASE Yes Name: 025Y002H Hydrology Sim: 025Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y002H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 4.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 025 yr / 002 hr Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 27 of 35

60 Complete Input Report Group Run BASE Yes Name: 025Y004H Hydrology Sim: 025Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y004H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 025 yr / 004 hr Group Run BASE Yes Name: 025Y008H Hydrology Sim: 025Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y008H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 025 yr / 008 hr Group Run BASE Yes Name: 025Y024H Hydrology Sim: 025Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y024H.I32 Execute: Yes Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 28 of 35

61 Complete Input Report Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 025 yr / 024 hr Group Run BASE Yes Name: 025Y072H Hydrology Sim: 025Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\025Y072H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 025 yr / 072 hr Group Run BASE Yes Name: 050Y001H Hydrology Sim: 050Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y001H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 050 yr / 001 hr Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 29 of 35

62 Complete Input Report Group Run BASE Yes Name: 050Y002H Hydrology Sim: 050Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y002H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 4.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 050 yr / 002 hr Group Run BASE Yes Name: 050Y004H Hydrology Sim: 050Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y004H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 050 yr / 004 hr Group Run BASE Yes Name: 050Y008H Hydrology Sim: 050Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y008H.I32 Execute: No Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 30 of 35

63 Complete Input Report Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 050 yr / 008 hr Group Run BASE Yes Name: 050Y024H Hydrology Sim: 050Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y024H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 050 yr / 024 hr Group Run BASE Yes Name: 050Y072H Hydrology Sim: 050Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\050Y072H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 050 yr / 072 hr Group Run Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 31 of 35

64 Complete Input Report BASE Yes Name: 100Y001H Hydrology Sim: 100Y001H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y001H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 100 yr / 001 hr Group Run BASE Yes Name: 100Y002H Hydrology Sim: 100Y002H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y002H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): 4.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 100 yr / 002 hr Group Run BASE Yes Name: 100Y004H Hydrology Sim: 100Y004H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y004H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 32 of 35

65 Complete Input Report Start Time(hrs): End Time(hrs): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 100 yr / 004 hr Group Run BASE Yes Name: 100Y008H Hydrology Sim: 100Y008H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y008H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 100 yr / 008 hr Group Run BASE Yes Name: 100Y024H Hydrology Sim: 100Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y024H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 100 yr / 024 hr Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 33 of 35

66 Complete Input Report Name: 100Y024H Hydrology Sim: 100Y024H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y024H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 100 yr / 024 hr Group Run BASE Yes Name: 100Y072H Hydrology Sim: 100Y072H Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\100Y072H.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: 100 yr / 072 hr Group Run BASE Yes Name: WMD 25yr24hr Hydrology Sim: WMD 25YR24HR Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\WMD 25yr24hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 34 of 35

67 Complete Input Report Boundary Stages: Boundary Flows: NWFWMD SCS Type II Storm Group Run BASE Yes Name: WMD 2yr24hr Hydrology Sim: WMD 2YR24HR Filename: J:\Projects\2015\131-Rocky's Convenience Store\ICPR\SWMF\WMD 2yr24hr.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 35 of 35

68 Hydrology Report Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 002Y001H EX-DA1 BASE Y002H EX-DA1 BASE Y004H EX-DA1 BASE Y008H EX-DA1 BASE Y024H EX-DA1 BASE Y072H EX-DA1 BASE Y001H EX-DA1 BASE Y002H EX-DA1 BASE Y004H EX-DA1 BASE Y008H EX-DA1 BASE Y024H EX-DA1 BASE Y072H EX-DA1 BASE Y001H EX-DA1 BASE Y002H EX-DA1 BASE Y004H EX-DA1 BASE Y008H EX-DA1 BASE Y024H EX-DA1 BASE Y072H EX-DA1 BASE Y001H EX-DA1 BASE Y002H EX-DA1 BASE Y004H EX-DA1 BASE Y008H EX-DA1 BASE Y024H EX-DA1 BASE Y072H EX-DA1 BASE Y001H EX-DA1 BASE Y002H EX-DA1 BASE Y004H EX-DA1 BASE Y008H EX-DA1 BASE Y024H EX-DA1 BASE Y072H EX-DA1 BASE Y001H EX-DA1 BASE Y002H EX-DA1 BASE Y004H EX-DA1 BASE Y008H EX-DA1 BASE Y024H EX-DA1 BASE Y072H EX-DA1 BASE Y001H EX-DA1 BASE Y002H EX-DA1 BASE Y004H EX-DA1 BASE Y008H EX-DA1 BASE Y024H EX-DA1 BASE Y072H EX-DA1 BASE WMD 25YR24HR EX-DA1 BASE WMD 2YR24HR EX-DA1 BASE Y001H EX-DA2 BASE Y002H EX-DA2 BASE Y004H EX-DA2 BASE Y008H EX-DA2 BASE Y024H EX-DA2 BASE Y072H EX-DA2 BASE Y001H EX-DA2 BASE Y002H EX-DA2 BASE Y004H EX-DA2 BASE Y008H EX-DA2 BASE Y024H EX-DA2 BASE Y072H EX-DA2 BASE Y001H EX-DA2 BASE Y002H EX-DA2 BASE Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 4

69 Hydrology Report Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 005Y004H EX-DA2 BASE Y008H EX-DA2 BASE Y024H EX-DA2 BASE Y072H EX-DA2 BASE Y001H EX-DA2 BASE Y002H EX-DA2 BASE Y004H EX-DA2 BASE Y008H EX-DA2 BASE Y024H EX-DA2 BASE Y072H EX-DA2 BASE Y001H EX-DA2 BASE Y002H EX-DA2 BASE Y004H EX-DA2 BASE Y008H EX-DA2 BASE Y024H EX-DA2 BASE Y072H EX-DA2 BASE Y001H EX-DA2 BASE Y002H EX-DA2 BASE Y004H EX-DA2 BASE Y008H EX-DA2 BASE Y024H EX-DA2 BASE Y072H EX-DA2 BASE Y001H EX-DA2 BASE Y002H EX-DA2 BASE Y004H EX-DA2 BASE Y008H EX-DA2 BASE Y024H EX-DA2 BASE Y072H EX-DA2 BASE WMD 25YR24HR EX-DA2 BASE WMD 2YR24HR EX-DA2 BASE Y001H PR-DA1 BASE Y002H PR-DA1 BASE Y004H PR-DA1 BASE Y008H PR-DA1 BASE Y024H PR-DA1 BASE Y072H PR-DA1 BASE Y001H PR-DA1 BASE Y002H PR-DA1 BASE Y004H PR-DA1 BASE Y008H PR-DA1 BASE Y024H PR-DA1 BASE Y072H PR-DA1 BASE Y001H PR-DA1 BASE Y002H PR-DA1 BASE Y004H PR-DA1 BASE Y008H PR-DA1 BASE Y024H PR-DA1 BASE Y072H PR-DA1 BASE Y001H PR-DA1 BASE Y002H PR-DA1 BASE Y004H PR-DA1 BASE Y008H PR-DA1 BASE Y024H PR-DA1 BASE Y072H PR-DA1 BASE Y001H PR-DA1 BASE Y002H PR-DA1 BASE Y004H PR-DA1 BASE Y008H PR-DA1 BASE Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 4

70 Hydrology Report Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 025Y024H PR-DA1 BASE Y072H PR-DA1 BASE Y001H PR-DA1 BASE Y002H PR-DA1 BASE Y004H PR-DA1 BASE Y008H PR-DA1 BASE Y024H PR-DA1 BASE Y072H PR-DA1 BASE Y001H PR-DA1 BASE Y002H PR-DA1 BASE Y004H PR-DA1 BASE Y008H PR-DA1 BASE Y024H PR-DA1 BASE Y072H PR-DA1 BASE WMD 25YR24HR PR-DA1 BASE WMD 2YR24HR PR-DA1 BASE Y001H PR-DA2 BASE Y002H PR-DA2 BASE Y004H PR-DA2 BASE Y008H PR-DA2 BASE Y024H PR-DA2 BASE Y072H PR-DA2 BASE Y001H PR-DA2 BASE Y002H PR-DA2 BASE Y004H PR-DA2 BASE Y008H PR-DA2 BASE Y024H PR-DA2 BASE Y072H PR-DA2 BASE Y001H PR-DA2 BASE Y002H PR-DA2 BASE Y004H PR-DA2 BASE Y008H PR-DA2 BASE Y024H PR-DA2 BASE Y072H PR-DA2 BASE Y001H PR-DA2 BASE Y002H PR-DA2 BASE Y004H PR-DA2 BASE Y008H PR-DA2 BASE Y024H PR-DA2 BASE Y072H PR-DA2 BASE Y001H PR-DA2 BASE Y002H PR-DA2 BASE Y004H PR-DA2 BASE Y008H PR-DA2 BASE Y024H PR-DA2 BASE Y072H PR-DA2 BASE Y001H PR-DA2 BASE Y002H PR-DA2 BASE Y004H PR-DA2 BASE Y008H PR-DA2 BASE Y024H PR-DA2 BASE Y072H PR-DA2 BASE Y001H PR-DA2 BASE Y002H PR-DA2 BASE Y004H PR-DA2 BASE Y008H PR-DA2 BASE Y024H PR-DA2 BASE Y072H PR-DA2 BASE Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 4

71 Hydrology Report Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 WMD 25YR24HR PR-DA2 BASE WMD 2YR24HR PR-DA2 BASE Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 4

72 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs EX-DA1 BASE 002Y001H EX-DA1 BASE 002Y002H EX-DA1 BASE 002Y004H EX-DA1 BASE 002Y008H EX-DA1 BASE 002Y024H EX-DA1 BASE 002Y072H EX-DA1 BASE 003Y001H EX-DA1 BASE 003Y002H EX-DA1 BASE 003Y004H EX-DA1 BASE 003Y008H EX-DA1 BASE 003Y024H EX-DA1 BASE 003Y072H EX-DA1 BASE 005Y001H EX-DA1 BASE 005Y002H EX-DA1 BASE 005Y004H EX-DA1 BASE 005Y008H EX-DA1 BASE 005Y024H EX-DA1 BASE 005Y072H EX-DA1 BASE 010Y001H EX-DA1 BASE 010Y002H EX-DA1 BASE 010Y004H EX-DA1 BASE 010Y008H EX-DA1 BASE 010Y024H EX-DA1 BASE 010Y072H EX-DA1 BASE 025Y001H EX-DA1 BASE 025Y002H EX-DA1 BASE 025Y004H EX-DA1 BASE 025Y008H EX-DA1 BASE 025Y024H EX-DA1 BASE 025Y072H EX-DA1 BASE 050Y001H EX-DA1 BASE 050Y002H EX-DA1 BASE 050Y004H EX-DA1 BASE 050Y008H EX-DA1 BASE 050Y024H EX-DA1 BASE 050Y072H EX-DA1 BASE 100Y001H EX-DA1 BASE 100Y002H EX-DA1 BASE 100Y004H EX-DA1 BASE 100Y008H EX-DA1 BASE 100Y024H EX-DA1 BASE 100Y024H EX-DA1 BASE 100Y072H EX-DA1 BASE WMD 25yr24hr EX-DA1 BASE WMD 2yr24hr EX-DA2 BASE 002Y001H EX-DA2 BASE 002Y002H EX-DA2 BASE 002Y004H EX-DA2 BASE 002Y008H EX-DA2 BASE 002Y024H EX-DA2 BASE 002Y072H EX-DA2 BASE 003Y001H EX-DA2 BASE 003Y002H EX-DA2 BASE 003Y004H EX-DA2 BASE 003Y008H EX-DA2 BASE 003Y024H EX-DA2 BASE 003Y072H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 11

73 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs EX-DA2 BASE 005Y001H EX-DA2 BASE 005Y002H EX-DA2 BASE 005Y004H EX-DA2 BASE 005Y008H EX-DA2 BASE 005Y024H EX-DA2 BASE 005Y072H EX-DA2 BASE 010Y001H EX-DA2 BASE 010Y002H EX-DA2 BASE 010Y004H EX-DA2 BASE 010Y008H EX-DA2 BASE 010Y024H EX-DA2 BASE 010Y072H EX-DA2 BASE 025Y001H EX-DA2 BASE 025Y002H EX-DA2 BASE 025Y004H EX-DA2 BASE 025Y008H EX-DA2 BASE 025Y024H EX-DA2 BASE 025Y072H EX-DA2 BASE 050Y001H EX-DA2 BASE 050Y002H EX-DA2 BASE 050Y004H EX-DA2 BASE 050Y008H EX-DA2 BASE 050Y024H EX-DA2 BASE 050Y072H EX-DA2 BASE 100Y001H EX-DA2 BASE 100Y002H EX-DA2 BASE 100Y004H EX-DA2 BASE 100Y008H EX-DA2 BASE 100Y024H EX-DA2 BASE 100Y024H EX-DA2 BASE 100Y072H EX-DA2 BASE WMD 25yr24hr EX-DA2 BASE WMD 2yr24hr EX. BNDY-1 BASE 002Y001H EX. BNDY-1 BASE 002Y002H EX. BNDY-1 BASE 002Y004H EX. BNDY-1 BASE 002Y008H EX. BNDY-1 BASE 002Y024H EX. BNDY-1 BASE 002Y072H EX. BNDY-1 BASE 003Y001H EX. BNDY-1 BASE 003Y002H EX. BNDY-1 BASE 003Y004H EX. BNDY-1 BASE 003Y008H EX. BNDY-1 BASE 003Y024H EX. BNDY-1 BASE 003Y072H EX. BNDY-1 BASE 005Y001H EX. BNDY-1 BASE 005Y002H EX. BNDY-1 BASE 005Y004H EX. BNDY-1 BASE 005Y008H EX. BNDY-1 BASE 005Y024H EX. BNDY-1 BASE 005Y072H EX. BNDY-1 BASE 010Y001H EX. BNDY-1 BASE 010Y002H EX. BNDY-1 BASE 010Y004H EX. BNDY-1 BASE 010Y008H EX. BNDY-1 BASE 010Y024H EX. BNDY-1 BASE 010Y072H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 11

74 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs EX. BNDY-1 BASE 025Y001H EX. BNDY-1 BASE 025Y002H EX. BNDY-1 BASE 025Y004H EX. BNDY-1 BASE 025Y008H EX. BNDY-1 BASE 025Y024H EX. BNDY-1 BASE 025Y072H EX. BNDY-1 BASE 050Y001H EX. BNDY-1 BASE 050Y002H EX. BNDY-1 BASE 050Y004H EX. BNDY-1 BASE 050Y008H EX. BNDY-1 BASE 050Y024H EX. BNDY-1 BASE 050Y072H EX. BNDY-1 BASE 100Y001H EX. BNDY-1 BASE 100Y002H EX. BNDY-1 BASE 100Y004H EX. BNDY-1 BASE 100Y008H EX. BNDY-1 BASE 100Y024H EX. BNDY-1 BASE 100Y024H EX. BNDY-1 BASE 100Y072H EX. BNDY-1 BASE WMD 25yr24hr EX. BNDY-1 BASE WMD 2yr24hr EX. BNDY-2 BASE 002Y001H EX. BNDY-2 BASE 002Y002H EX. BNDY-2 BASE 002Y004H EX. BNDY-2 BASE 002Y008H EX. BNDY-2 BASE 002Y024H EX. BNDY-2 BASE 002Y072H EX. BNDY-2 BASE 003Y001H EX. BNDY-2 BASE 003Y002H EX. BNDY-2 BASE 003Y004H EX. BNDY-2 BASE 003Y008H EX. BNDY-2 BASE 003Y024H EX. BNDY-2 BASE 003Y072H EX. BNDY-2 BASE 005Y001H EX. BNDY-2 BASE 005Y002H EX. BNDY-2 BASE 005Y004H EX. BNDY-2 BASE 005Y008H EX. BNDY-2 BASE 005Y024H EX. BNDY-2 BASE 005Y072H EX. BNDY-2 BASE 010Y001H EX. BNDY-2 BASE 010Y002H EX. BNDY-2 BASE 010Y004H EX. BNDY-2 BASE 010Y008H EX. BNDY-2 BASE 010Y024H EX. BNDY-2 BASE 010Y072H EX. BNDY-2 BASE 025Y001H EX. BNDY-2 BASE 025Y002H EX. BNDY-2 BASE 025Y004H EX. BNDY-2 BASE 025Y008H EX. BNDY-2 BASE 025Y024H EX. BNDY-2 BASE 025Y072H EX. BNDY-2 BASE 050Y001H EX. BNDY-2 BASE 050Y002H EX. BNDY-2 BASE 050Y004H EX. BNDY-2 BASE 050Y008H EX. BNDY-2 BASE 050Y024H EX. BNDY-2 BASE 050Y072H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 11

75 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs EX. BNDY-2 BASE 100Y001H EX. BNDY-2 BASE 100Y002H EX. BNDY-2 BASE 100Y004H EX. BNDY-2 BASE 100Y008H EX. BNDY-2 BASE 100Y024H EX. BNDY-2 BASE 100Y024H EX. BNDY-2 BASE 100Y072H EX. BNDY-2 BASE WMD 25yr24hr EX. BNDY-2 BASE WMD 2yr24hr Ground 1 BASE 002Y001H Ground 1 BASE 002Y002H Ground 1 BASE 002Y004H Ground 1 BASE 002Y008H Ground 1 BASE 002Y024H Ground 1 BASE 002Y072H Ground 1 BASE 003Y001H Ground 1 BASE 003Y002H Ground 1 BASE 003Y004H Ground 1 BASE 003Y008H Ground 1 BASE 003Y024H Ground 1 BASE 003Y072H Ground 1 BASE 005Y001H Ground 1 BASE 005Y002H Ground 1 BASE 005Y004H Ground 1 BASE 005Y008H Ground 1 BASE 005Y024H Ground 1 BASE 005Y072H Ground 1 BASE 010Y001H Ground 1 BASE 010Y002H Ground 1 BASE 010Y004H Ground 1 BASE 010Y008H Ground 1 BASE 010Y024H Ground 1 BASE 010Y072H Ground 1 BASE 025Y001H Ground 1 BASE 025Y002H Ground 1 BASE 025Y004H Ground 1 BASE 025Y008H Ground 1 BASE 025Y024H Ground 1 BASE 025Y072H Ground 1 BASE 050Y001H Ground 1 BASE 050Y002H Ground 1 BASE 050Y004H Ground 1 BASE 050Y008H Ground 1 BASE 050Y024H Ground 1 BASE 050Y072H Ground 1 BASE 100Y001H Ground 1 BASE 100Y002H Ground 1 BASE 100Y004H Ground 1 BASE 100Y008H Ground 1 BASE 100Y024H Ground 1 BASE 100Y024H Ground 1 BASE 100Y072H Ground 1 BASE WMD 25yr24hr Ground 1 BASE WMD 2yr24hr Ground 2 BASE 002Y001H Ground 2 BASE 002Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 11

76 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Ground 2 BASE 002Y004H Ground 2 BASE 002Y008H Ground 2 BASE 002Y024H Ground 2 BASE 002Y072H Ground 2 BASE 003Y001H Ground 2 BASE 003Y002H Ground 2 BASE 003Y004H Ground 2 BASE 003Y008H Ground 2 BASE 003Y024H Ground 2 BASE 003Y072H Ground 2 BASE 005Y001H Ground 2 BASE 005Y002H Ground 2 BASE 005Y004H Ground 2 BASE 005Y008H Ground 2 BASE 005Y024H Ground 2 BASE 005Y072H Ground 2 BASE 010Y001H Ground 2 BASE 010Y002H Ground 2 BASE 010Y004H Ground 2 BASE 010Y008H Ground 2 BASE 010Y024H Ground 2 BASE 010Y072H Ground 2 BASE 025Y001H Ground 2 BASE 025Y002H Ground 2 BASE 025Y004H Ground 2 BASE 025Y008H Ground 2 BASE 025Y024H Ground 2 BASE 025Y072H Ground 2 BASE 050Y001H Ground 2 BASE 050Y002H Ground 2 BASE 050Y004H Ground 2 BASE 050Y008H Ground 2 BASE 050Y024H Ground 2 BASE 050Y072H Ground 2 BASE 100Y001H Ground 2 BASE 100Y002H Ground 2 BASE 100Y004H Ground 2 BASE 100Y008H Ground 2 BASE 100Y024H Ground 2 BASE 100Y024H Ground 2 BASE 100Y072H Ground 2 BASE WMD 25yr24hr Ground 2 BASE WMD 2yr24hr PR-BNDY-1 BASE 002Y001H PR-BNDY-1 BASE 002Y002H PR-BNDY-1 BASE 002Y004H PR-BNDY-1 BASE 002Y008H PR-BNDY-1 BASE 002Y024H PR-BNDY-1 BASE 002Y072H PR-BNDY-1 BASE 003Y001H PR-BNDY-1 BASE 003Y002H PR-BNDY-1 BASE 003Y004H PR-BNDY-1 BASE 003Y008H PR-BNDY-1 BASE 003Y024H PR-BNDY-1 BASE 003Y072H PR-BNDY-1 BASE 005Y001H PR-BNDY-1 BASE 005Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 11

77 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs PR-BNDY-1 BASE 005Y004H PR-BNDY-1 BASE 005Y008H PR-BNDY-1 BASE 005Y024H PR-BNDY-1 BASE 005Y072H PR-BNDY-1 BASE 010Y001H PR-BNDY-1 BASE 010Y002H PR-BNDY-1 BASE 010Y004H PR-BNDY-1 BASE 010Y008H PR-BNDY-1 BASE 010Y024H PR-BNDY-1 BASE 010Y072H PR-BNDY-1 BASE 025Y001H PR-BNDY-1 BASE 025Y002H PR-BNDY-1 BASE 025Y004H PR-BNDY-1 BASE 025Y008H PR-BNDY-1 BASE 025Y024H PR-BNDY-1 BASE 025Y072H PR-BNDY-1 BASE 050Y001H PR-BNDY-1 BASE 050Y002H PR-BNDY-1 BASE 050Y004H PR-BNDY-1 BASE 050Y008H PR-BNDY-1 BASE 050Y024H PR-BNDY-1 BASE 050Y072H PR-BNDY-1 BASE 100Y001H PR-BNDY-1 BASE 100Y002H PR-BNDY-1 BASE 100Y004H PR-BNDY-1 BASE 100Y008H PR-BNDY-1 BASE 100Y024H PR-BNDY-1 BASE 100Y024H PR-BNDY-1 BASE 100Y072H PR-BNDY-1 BASE WMD 25yr24hr PR-BNDY-1 BASE WMD 2yr24hr PR-BNDY-2 BASE 002Y001H PR-BNDY-2 BASE 002Y002H PR-BNDY-2 BASE 002Y004H PR-BNDY-2 BASE 002Y008H PR-BNDY-2 BASE 002Y024H PR-BNDY-2 BASE 002Y072H PR-BNDY-2 BASE 003Y001H PR-BNDY-2 BASE 003Y002H PR-BNDY-2 BASE 003Y004H PR-BNDY-2 BASE 003Y008H PR-BNDY-2 BASE 003Y024H PR-BNDY-2 BASE 003Y072H PR-BNDY-2 BASE 005Y001H PR-BNDY-2 BASE 005Y002H PR-BNDY-2 BASE 005Y004H PR-BNDY-2 BASE 005Y008H PR-BNDY-2 BASE 005Y024H PR-BNDY-2 BASE 005Y072H PR-BNDY-2 BASE 010Y001H PR-BNDY-2 BASE 010Y002H PR-BNDY-2 BASE 010Y004H PR-BNDY-2 BASE 010Y008H PR-BNDY-2 BASE 010Y024H PR-BNDY-2 BASE 010Y072H PR-BNDY-2 BASE 025Y001H PR-BNDY-2 BASE 025Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 6 of 11

78 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs PR-BNDY-2 BASE 025Y004H PR-BNDY-2 BASE 025Y008H PR-BNDY-2 BASE 025Y024H PR-BNDY-2 BASE 025Y072H PR-BNDY-2 BASE 050Y001H PR-BNDY-2 BASE 050Y002H PR-BNDY-2 BASE 050Y004H PR-BNDY-2 BASE 050Y008H PR-BNDY-2 BASE 050Y024H PR-BNDY-2 BASE 050Y072H PR-BNDY-2 BASE 100Y001H PR-BNDY-2 BASE 100Y002H PR-BNDY-2 BASE 100Y004H PR-BNDY-2 BASE 100Y008H PR-BNDY-2 BASE 100Y024H PR-BNDY-2 BASE 100Y024H PR-BNDY-2 BASE 100Y072H PR-BNDY-2 BASE WMD 25yr24hr PR-BNDY-2 BASE WMD 2yr24hr PR-DA1 BASE 002Y001H PR-DA1 BASE 002Y002H PR-DA1 BASE 002Y004H PR-DA1 BASE 002Y008H PR-DA1 BASE 002Y024H PR-DA1 BASE 002Y072H PR-DA1 BASE 003Y001H PR-DA1 BASE 003Y002H PR-DA1 BASE 003Y004H PR-DA1 BASE 003Y008H PR-DA1 BASE 003Y024H PR-DA1 BASE 003Y072H PR-DA1 BASE 005Y001H PR-DA1 BASE 005Y002H PR-DA1 BASE 005Y004H PR-DA1 BASE 005Y008H PR-DA1 BASE 005Y024H PR-DA1 BASE 005Y072H PR-DA1 BASE 010Y001H PR-DA1 BASE 010Y002H PR-DA1 BASE 010Y004H PR-DA1 BASE 010Y008H PR-DA1 BASE 010Y024H PR-DA1 BASE 010Y072H PR-DA1 BASE 025Y001H PR-DA1 BASE 025Y002H PR-DA1 BASE 025Y004H PR-DA1 BASE 025Y008H PR-DA1 BASE 025Y024H PR-DA1 BASE 025Y072H PR-DA1 BASE 050Y001H PR-DA1 BASE 050Y002H PR-DA1 BASE 050Y004H PR-DA1 BASE 050Y008H PR-DA1 BASE 050Y024H PR-DA1 BASE 050Y072H PR-DA1 BASE 100Y001H PR-DA1 BASE 100Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 7 of 11

79 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs PR-DA1 BASE 100Y004H PR-DA1 BASE 100Y008H PR-DA1 BASE 100Y024H PR-DA1 BASE 100Y024H PR-DA1 BASE 100Y072H PR-DA1 BASE WMD 25yr24hr PR-DA1 BASE WMD 2yr24hr PR-DA2 BASE 002Y001H PR-DA2 BASE 002Y002H PR-DA2 BASE 002Y004H PR-DA2 BASE 002Y008H PR-DA2 BASE 002Y024H PR-DA2 BASE 002Y072H PR-DA2 BASE 003Y001H PR-DA2 BASE 003Y002H PR-DA2 BASE 003Y004H PR-DA2 BASE 003Y008H PR-DA2 BASE 003Y024H PR-DA2 BASE 003Y072H PR-DA2 BASE 005Y001H PR-DA2 BASE 005Y002H PR-DA2 BASE 005Y004H PR-DA2 BASE 005Y008H PR-DA2 BASE 005Y024H PR-DA2 BASE 005Y072H PR-DA2 BASE 010Y001H PR-DA2 BASE 010Y002H PR-DA2 BASE 010Y004H PR-DA2 BASE 010Y008H PR-DA2 BASE 010Y024H PR-DA2 BASE 010Y072H PR-DA2 BASE 025Y001H PR-DA2 BASE 025Y002H PR-DA2 BASE 025Y004H PR-DA2 BASE 025Y008H PR-DA2 BASE 025Y024H PR-DA2 BASE 025Y072H PR-DA2 BASE 050Y001H PR-DA2 BASE 050Y002H PR-DA2 BASE 050Y004H PR-DA2 BASE 050Y008H PR-DA2 BASE 050Y024H PR-DA2 BASE 050Y072H PR-DA2 BASE 100Y001H PR-DA2 BASE 100Y002H PR-DA2 BASE 100Y004H PR-DA2 BASE 100Y008H PR-DA2 BASE 100Y024H PR-DA2 BASE 100Y024H PR-DA2 BASE 100Y072H PR-DA2 BASE WMD 25yr24hr PR-DA2 BASE WMD 2yr24hr S-150 BASE 002Y001H S-150 BASE 002Y002H S-150 BASE 002Y004H S-150 BASE 002Y008H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 8 of 11

80 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs S-150 BASE 002Y024H S-150 BASE 002Y072H S-150 BASE 003Y001H S-150 BASE 003Y002H S-150 BASE 003Y004H S-150 BASE 003Y008H S-150 BASE 003Y024H S-150 BASE 003Y072H S-150 BASE 005Y001H S-150 BASE 005Y002H S-150 BASE 005Y004H S-150 BASE 005Y008H S-150 BASE 005Y024H S-150 BASE 005Y072H S-150 BASE 010Y001H S-150 BASE 010Y002H S-150 BASE 010Y004H S-150 BASE 010Y008H S-150 BASE 010Y024H S-150 BASE 010Y072H S-150 BASE 025Y001H S-150 BASE 025Y002H S-150 BASE 025Y004H S-150 BASE 025Y008H S-150 BASE 025Y024H S-150 BASE 025Y072H S-150 BASE 050Y001H S-150 BASE 050Y002H S-150 BASE 050Y004H S-150 BASE 050Y008H S-150 BASE 050Y024H S-150 BASE 050Y072H S-150 BASE 100Y001H S-150 BASE 100Y002H S-150 BASE 100Y004H S-150 BASE 100Y008H S-150 BASE 100Y024H S-150 BASE 100Y024H S-150 BASE 100Y072H S-150 BASE WMD 25yr24hr S-150 BASE WMD 2yr24hr SWMF 1 BASE 002Y001H SWMF 1 BASE 002Y002H SWMF 1 BASE 002Y004H SWMF 1 BASE 002Y008H SWMF 1 BASE 002Y024H SWMF 1 BASE 002Y072H SWMF 1 BASE 003Y001H SWMF 1 BASE 003Y002H SWMF 1 BASE 003Y004H SWMF 1 BASE 003Y008H SWMF 1 BASE 003Y024H SWMF 1 BASE 003Y072H SWMF 1 BASE 005Y001H SWMF 1 BASE 005Y002H SWMF 1 BASE 005Y004H SWMF 1 BASE 005Y008H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 9 of 11

81 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs SWMF 1 BASE 005Y024H SWMF 1 BASE 005Y072H SWMF 1 BASE 010Y001H SWMF 1 BASE 010Y002H SWMF 1 BASE 010Y004H SWMF 1 BASE 010Y008H SWMF 1 BASE 010Y024H SWMF 1 BASE 010Y072H SWMF 1 BASE 025Y001H SWMF 1 BASE 025Y002H SWMF 1 BASE 025Y004H SWMF 1 BASE 025Y008H SWMF 1 BASE 025Y024H SWMF 1 BASE 025Y072H SWMF 1 BASE 050Y001H SWMF 1 BASE 050Y002H SWMF 1 BASE 050Y004H SWMF 1 BASE 050Y008H SWMF 1 BASE 050Y024H SWMF 1 BASE 050Y072H SWMF 1 BASE 100Y001H SWMF 1 BASE 100Y002H SWMF 1 BASE 100Y004H SWMF 1 BASE 100Y008H SWMF 1 BASE 100Y024H SWMF 1 BASE 100Y024H SWMF 1 BASE 100Y072H SWMF 1 BASE WMD 25yr24hr SWMF 1 BASE WMD 2yr24hr SWMF 2 BASE 002Y001H SWMF 2 BASE 002Y002H SWMF 2 BASE 002Y004H SWMF 2 BASE 002Y008H SWMF 2 BASE 002Y024H SWMF 2 BASE 002Y072H SWMF 2 BASE 003Y001H SWMF 2 BASE 003Y002H SWMF 2 BASE 003Y004H SWMF 2 BASE 003Y008H SWMF 2 BASE 003Y024H SWMF 2 BASE 003Y072H SWMF 2 BASE 005Y001H SWMF 2 BASE 005Y002H SWMF 2 BASE 005Y004H SWMF 2 BASE 005Y008H SWMF 2 BASE 005Y024H SWMF 2 BASE 005Y072H SWMF 2 BASE 010Y001H SWMF 2 BASE 010Y002H SWMF 2 BASE 010Y004H SWMF 2 BASE 010Y008H SWMF 2 BASE 010Y024H SWMF 2 BASE 010Y072H SWMF 2 BASE 025Y001H SWMF 2 BASE 025Y002H SWMF 2 BASE 025Y004H SWMF 2 BASE 025Y008H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 10 of 11

82 Node Max Conditions Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs SWMF 2 BASE 025Y024H SWMF 2 BASE 025Y072H SWMF 2 BASE 050Y001H SWMF 2 BASE 050Y002H SWMF 2 BASE 050Y004H SWMF 2 BASE 050Y008H SWMF 2 BASE 050Y024H SWMF 2 BASE 050Y072H SWMF 2 BASE 100Y001H SWMF 2 BASE 100Y002H SWMF 2 BASE 100Y004H SWMF 2 BASE 100Y008H SWMF 2 BASE 100Y024H SWMF 2 BASE 100Y024H SWMF 2 BASE 100Y072H SWMF 2 BASE WMD 25yr24hr SWMF 2 BASE WMD 2yr24hr Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 11 of 11

83 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft Channel 1 BASE 002Y001H Channel 1 BASE 002Y002H Channel 1 BASE 002Y004H Channel 1 BASE 002Y008H Channel 1 BASE 002Y024H Channel 1 BASE 002Y072H Channel 1 BASE 003Y001H Channel 1 BASE 003Y002H Channel 1 BASE 003Y004H Channel 1 BASE 003Y008H Channel 1 BASE 003Y024H Channel 1 BASE 003Y072H Channel 1 BASE 005Y001H Channel 1 BASE 005Y002H Channel 1 BASE 005Y004H Channel 1 BASE 005Y008H Channel 1 BASE 005Y024H Channel 1 BASE 005Y072H Channel 1 BASE 010Y001H Channel 1 BASE 010Y002H Channel 1 BASE 010Y004H Channel 1 BASE 010Y008H Channel 1 BASE 010Y024H Channel 1 BASE 010Y072H Channel 1 BASE 025Y001H Channel 1 BASE 025Y002H Channel 1 BASE 025Y004H Channel 1 BASE 025Y008H Channel 1 BASE 025Y024H Channel 1 BASE 025Y072H Channel 1 BASE 050Y001H Channel 1 BASE 050Y002H Channel 1 BASE 050Y004H Channel 1 BASE 050Y008H Channel 1 BASE 050Y024H Channel 1 BASE 050Y072H Channel 1 BASE 100Y001H Channel 1 BASE 100Y002H Channel 1 BASE 100Y004H Channel 1 BASE 100Y008H Channel 1 BASE 100Y024H Channel 1 BASE 100Y024H Channel 1 BASE 100Y072H Channel 1 BASE WMD 25yr24hr Channel 1 BASE WMD 2yr24hr Channel 2 BASE 002Y001H Channel 2 BASE 002Y002H Channel 2 BASE 002Y004H Channel 2 BASE 002Y008H Channel 2 BASE 002Y024H Channel 2 BASE 002Y072H Channel 2 BASE 003Y001H Channel 2 BASE 003Y002H Channel 2 BASE 003Y004H Channel 2 BASE 003Y008H Channel 2 BASE 003Y024H Channel 2 BASE 003Y072H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 8

84 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft Channel 2 BASE 005Y001H Channel 2 BASE 005Y002H Channel 2 BASE 005Y004H Channel 2 BASE 005Y008H Channel 2 BASE 005Y024H Channel 2 BASE 005Y072H Channel 2 BASE 010Y001H Channel 2 BASE 010Y002H Channel 2 BASE 010Y004H Channel 2 BASE 010Y008H Channel 2 BASE 010Y024H Channel 2 BASE 010Y072H Channel 2 BASE 025Y001H Channel 2 BASE 025Y002H Channel 2 BASE 025Y004H Channel 2 BASE 025Y008H Channel 2 BASE 025Y024H Channel 2 BASE 025Y072H Channel 2 BASE 050Y001H Channel 2 BASE 050Y002H Channel 2 BASE 050Y004H Channel 2 BASE 050Y008H Channel 2 BASE 050Y024H Channel 2 BASE 050Y072H Channel 2 BASE 100Y001H Channel 2 BASE 100Y002H Channel 2 BASE 100Y004H Channel 2 BASE 100Y008H Channel 2 BASE 100Y024H Channel 2 BASE 100Y024H Channel 2 BASE 100Y072H Channel 2 BASE WMD 25yr24hr Channel 2 BASE WMD 2yr24hr EX-OVERFLOW-1 BASE 002Y001H EX-OVERFLOW-1 BASE 002Y002H EX-OVERFLOW-1 BASE 002Y004H EX-OVERFLOW-1 BASE 002Y008H EX-OVERFLOW-1 BASE 002Y024H EX-OVERFLOW-1 BASE 002Y072H EX-OVERFLOW-1 BASE 003Y001H EX-OVERFLOW-1 BASE 003Y002H EX-OVERFLOW-1 BASE 003Y004H EX-OVERFLOW-1 BASE 003Y008H EX-OVERFLOW-1 BASE 003Y024H EX-OVERFLOW-1 BASE 003Y072H EX-OVERFLOW-1 BASE 005Y001H EX-OVERFLOW-1 BASE 005Y002H EX-OVERFLOW-1 BASE 005Y004H EX-OVERFLOW-1 BASE 005Y008H EX-OVERFLOW-1 BASE 005Y024H EX-OVERFLOW-1 BASE 005Y072H EX-OVERFLOW-1 BASE 010Y001H EX-OVERFLOW-1 BASE 010Y002H EX-OVERFLOW-1 BASE 010Y004H EX-OVERFLOW-1 BASE 010Y008H EX-OVERFLOW-1 BASE 010Y024H EX-OVERFLOW-1 BASE 010Y072H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 8

85 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft EX-OVERFLOW-1 BASE 025Y001H EX-OVERFLOW-1 BASE 025Y002H EX-OVERFLOW-1 BASE 025Y004H EX-OVERFLOW-1 BASE 025Y008H EX-OVERFLOW-1 BASE 025Y024H EX-OVERFLOW-1 BASE 025Y072H EX-OVERFLOW-1 BASE 050Y001H EX-OVERFLOW-1 BASE 050Y002H EX-OVERFLOW-1 BASE 050Y004H EX-OVERFLOW-1 BASE 050Y008H EX-OVERFLOW-1 BASE 050Y024H EX-OVERFLOW-1 BASE 050Y072H EX-OVERFLOW-1 BASE 100Y001H EX-OVERFLOW-1 BASE 100Y002H EX-OVERFLOW-1 BASE 100Y004H EX-OVERFLOW-1 BASE 100Y008H EX-OVERFLOW-1 BASE 100Y024H EX-OVERFLOW-1 BASE 100Y024H EX-OVERFLOW-1 BASE 100Y072H EX-OVERFLOW-1 BASE WMD 25yr24hr EX-OVERFLOW-1 BASE WMD 2yr24hr EX-OVERFLOW-2 BASE 002Y001H EX-OVERFLOW-2 BASE 002Y002H EX-OVERFLOW-2 BASE 002Y004H EX-OVERFLOW-2 BASE 002Y008H EX-OVERFLOW-2 BASE 002Y024H EX-OVERFLOW-2 BASE 002Y072H EX-OVERFLOW-2 BASE 003Y001H EX-OVERFLOW-2 BASE 003Y002H EX-OVERFLOW-2 BASE 003Y004H EX-OVERFLOW-2 BASE 003Y008H EX-OVERFLOW-2 BASE 003Y024H EX-OVERFLOW-2 BASE 003Y072H EX-OVERFLOW-2 BASE 005Y001H EX-OVERFLOW-2 BASE 005Y002H EX-OVERFLOW-2 BASE 005Y004H EX-OVERFLOW-2 BASE 005Y008H EX-OVERFLOW-2 BASE 005Y024H EX-OVERFLOW-2 BASE 005Y072H EX-OVERFLOW-2 BASE 010Y001H EX-OVERFLOW-2 BASE 010Y002H EX-OVERFLOW-2 BASE 010Y004H EX-OVERFLOW-2 BASE 010Y008H EX-OVERFLOW-2 BASE 010Y024H EX-OVERFLOW-2 BASE 010Y072H EX-OVERFLOW-2 BASE 025Y001H EX-OVERFLOW-2 BASE 025Y002H EX-OVERFLOW-2 BASE 025Y004H EX-OVERFLOW-2 BASE 025Y008H EX-OVERFLOW-2 BASE 025Y024H EX-OVERFLOW-2 BASE 025Y072H EX-OVERFLOW-2 BASE 050Y001H EX-OVERFLOW-2 BASE 050Y002H EX-OVERFLOW-2 BASE 050Y004H EX-OVERFLOW-2 BASE 050Y008H EX-OVERFLOW-2 BASE 050Y024H EX-OVERFLOW-2 BASE 050Y072H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 8

86 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft EX-OVERFLOW-2 BASE 100Y001H EX-OVERFLOW-2 BASE 100Y002H EX-OVERFLOW-2 BASE 100Y004H EX-OVERFLOW-2 BASE 100Y008H EX-OVERFLOW-2 BASE 100Y024H EX-OVERFLOW-2 BASE 100Y024H EX-OVERFLOW-2 BASE 100Y072H EX-OVERFLOW-2 BASE WMD 25yr24hr EX-OVERFLOW-2 BASE WMD 2yr24hr Outfall 1 BASE 002Y001H Outfall 1 BASE 002Y002H Outfall 1 BASE 002Y004H Outfall 1 BASE 002Y008H Outfall 1 BASE 002Y024H Outfall 1 BASE 002Y072H Outfall 1 BASE 003Y001H Outfall 1 BASE 003Y002H Outfall 1 BASE 003Y004H Outfall 1 BASE 003Y008H Outfall 1 BASE 003Y024H Outfall 1 BASE 003Y072H Outfall 1 BASE 005Y001H Outfall 1 BASE 005Y002H Outfall 1 BASE 005Y004H Outfall 1 BASE 005Y008H Outfall 1 BASE 005Y024H Outfall 1 BASE 005Y072H Outfall 1 BASE 010Y001H Outfall 1 BASE 010Y002H Outfall 1 BASE 010Y004H Outfall 1 BASE 010Y008H Outfall 1 BASE 010Y024H Outfall 1 BASE 010Y072H Outfall 1 BASE 025Y001H Outfall 1 BASE 025Y002H Outfall 1 BASE 025Y004H Outfall 1 BASE 025Y008H Outfall 1 BASE 025Y024H Outfall 1 BASE 025Y072H Outfall 1 BASE 050Y001H Outfall 1 BASE 050Y002H Outfall 1 BASE 050Y004H Outfall 1 BASE 050Y008H Outfall 1 BASE 050Y024H Outfall 1 BASE 050Y072H Outfall 1 BASE 100Y001H Outfall 1 BASE 100Y002H Outfall 1 BASE 100Y004H Outfall 1 BASE 100Y008H Outfall 1 BASE 100Y024H Outfall 1 BASE 100Y024H Outfall 1 BASE 100Y072H Outfall 1 BASE WMD 25yr24hr Outfall 1 BASE WMD 2yr24hr Outfall 2 BASE 002Y001H Outfall 2 BASE 002Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 8

87 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft Outfall 2 BASE 002Y004H Outfall 2 BASE 002Y008H Outfall 2 BASE 002Y024H Outfall 2 BASE 002Y072H Outfall 2 BASE 003Y001H Outfall 2 BASE 003Y002H Outfall 2 BASE 003Y004H Outfall 2 BASE 003Y008H Outfall 2 BASE 003Y024H Outfall 2 BASE 003Y072H Outfall 2 BASE 005Y001H Outfall 2 BASE 005Y002H Outfall 2 BASE 005Y004H Outfall 2 BASE 005Y008H Outfall 2 BASE 005Y024H Outfall 2 BASE 005Y072H Outfall 2 BASE 010Y001H Outfall 2 BASE 010Y002H Outfall 2 BASE 010Y004H Outfall 2 BASE 010Y008H Outfall 2 BASE 010Y024H Outfall 2 BASE 010Y072H Outfall 2 BASE 025Y001H Outfall 2 BASE 025Y002H Outfall 2 BASE 025Y004H Outfall 2 BASE 025Y008H Outfall 2 BASE 025Y024H Outfall 2 BASE 025Y072H Outfall 2 BASE 050Y001H Outfall 2 BASE 050Y002H Outfall 2 BASE 050Y004H Outfall 2 BASE 050Y008H Outfall 2 BASE 050Y024H Outfall 2 BASE 050Y072H Outfall 2 BASE 100Y001H Outfall 2 BASE 100Y002H Outfall 2 BASE 100Y004H Outfall 2 BASE 100Y008H Outfall 2 BASE 100Y024H Outfall 2 BASE 100Y024H Outfall 2 BASE 100Y072H Outfall 2 BASE WMD 25yr24hr Outfall 2 BASE WMD 2yr24hr Perc 1 BASE 002Y001H Perc 1 BASE 002Y002H Perc 1 BASE 002Y004H Perc 1 BASE 002Y008H Perc 1 BASE 002Y024H Perc 1 BASE 002Y072H Perc 1 BASE 003Y001H Perc 1 BASE 003Y002H Perc 1 BASE 003Y004H Perc 1 BASE 003Y008H Perc 1 BASE 003Y024H Perc 1 BASE 003Y072H Perc 1 BASE 005Y001H Perc 1 BASE 005Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 8

88 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft Perc 1 BASE 005Y004H Perc 1 BASE 005Y008H Perc 1 BASE 005Y024H Perc 1 BASE 005Y072H Perc 1 BASE 010Y001H Perc 1 BASE 010Y002H Perc 1 BASE 010Y004H Perc 1 BASE 010Y008H Perc 1 BASE 010Y024H Perc 1 BASE 010Y072H Perc 1 BASE 025Y001H Perc 1 BASE 025Y002H Perc 1 BASE 025Y004H Perc 1 BASE 025Y008H Perc 1 BASE 025Y024H Perc 1 BASE 025Y072H Perc 1 BASE 050Y001H Perc 1 BASE 050Y002H Perc 1 BASE 050Y004H Perc 1 BASE 050Y008H Perc 1 BASE 050Y024H Perc 1 BASE 050Y072H Perc 1 BASE 100Y001H Perc 1 BASE 100Y002H Perc 1 BASE 100Y004H Perc 1 BASE 100Y008H Perc 1 BASE 100Y024H Perc 1 BASE 100Y024H Perc 1 BASE 100Y072H Perc 1 BASE WMD 25yr24hr Perc 1 BASE WMD 2yr24hr Perc 2 BASE 002Y001H Perc 2 BASE 002Y002H Perc 2 BASE 002Y004H Perc 2 BASE 002Y008H Perc 2 BASE 002Y024H Perc 2 BASE 002Y072H Perc 2 BASE 003Y001H Perc 2 BASE 003Y002H Perc 2 BASE 003Y004H Perc 2 BASE 003Y008H Perc 2 BASE 003Y024H Perc 2 BASE 003Y072H Perc 2 BASE 005Y001H Perc 2 BASE 005Y002H Perc 2 BASE 005Y004H Perc 2 BASE 005Y008H Perc 2 BASE 005Y024H Perc 2 BASE 005Y072H Perc 2 BASE 010Y001H Perc 2 BASE 010Y002H Perc 2 BASE 010Y004H Perc 2 BASE 010Y008H Perc 2 BASE 010Y024H Perc 2 BASE 010Y072H Perc 2 BASE 025Y001H Perc 2 BASE 025Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 6 of 8

89 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft Perc 2 BASE 025Y004H Perc 2 BASE 025Y008H Perc 2 BASE 025Y024H Perc 2 BASE 025Y072H Perc 2 BASE 050Y001H Perc 2 BASE 050Y002H Perc 2 BASE 050Y004H Perc 2 BASE 050Y008H Perc 2 BASE 050Y024H Perc 2 BASE 050Y072H Perc 2 BASE 100Y001H Perc 2 BASE 100Y002H Perc 2 BASE 100Y004H Perc 2 BASE 100Y008H Perc 2 BASE 100Y024H Perc 2 BASE 100Y024H Perc 2 BASE 100Y072H Perc 2 BASE WMD 25yr24hr Perc 2 BASE WMD 2yr24hr S-150,SWMF 1 BASE 002Y001H S-150,SWMF 1 BASE 002Y002H S-150,SWMF 1 BASE 002Y004H S-150,SWMF 1 BASE 002Y008H S-150,SWMF 1 BASE 002Y024H S-150,SWMF 1 BASE 002Y072H S-150,SWMF 1 BASE 003Y001H S-150,SWMF 1 BASE 003Y002H S-150,SWMF 1 BASE 003Y004H S-150,SWMF 1 BASE 003Y008H S-150,SWMF 1 BASE 003Y024H S-150,SWMF 1 BASE 003Y072H S-150,SWMF 1 BASE 005Y001H S-150,SWMF 1 BASE 005Y002H S-150,SWMF 1 BASE 005Y004H S-150,SWMF 1 BASE 005Y008H S-150,SWMF 1 BASE 005Y024H S-150,SWMF 1 BASE 005Y072H S-150,SWMF 1 BASE 010Y001H S-150,SWMF 1 BASE 010Y002H S-150,SWMF 1 BASE 010Y004H S-150,SWMF 1 BASE 010Y008H S-150,SWMF 1 BASE 010Y024H S-150,SWMF 1 BASE 010Y072H S-150,SWMF 1 BASE 025Y001H S-150,SWMF 1 BASE 025Y002H S-150,SWMF 1 BASE 025Y004H S-150,SWMF 1 BASE 025Y008H S-150,SWMF 1 BASE 025Y024H S-150,SWMF 1 BASE 025Y072H S-150,SWMF 1 BASE 050Y001H S-150,SWMF 1 BASE 050Y002H S-150,SWMF 1 BASE 050Y004H S-150,SWMF 1 BASE 050Y008H S-150,SWMF 1 BASE 050Y024H S-150,SWMF 1 BASE 050Y072H S-150,SWMF 1 BASE 100Y001H S-150,SWMF 1 BASE 100Y002H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 7 of 8

90 Link Max Conditions Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft S-150,SWMF 1 BASE 100Y004H S-150,SWMF 1 BASE 100Y008H S-150,SWMF 1 BASE 100Y024H S-150,SWMF 1 BASE 100Y024H S-150,SWMF 1 BASE 100Y072H S-150,SWMF 1 BASE WMD 25yr24hr S-150,SWMF 1 BASE WMD 2yr24hr S-150,SWMF 2 BASE 002Y001H S-150,SWMF 2 BASE 002Y002H S-150,SWMF 2 BASE 002Y004H S-150,SWMF 2 BASE 002Y008H S-150,SWMF 2 BASE 002Y024H S-150,SWMF 2 BASE 002Y072H S-150,SWMF 2 BASE 003Y001H S-150,SWMF 2 BASE 003Y002H S-150,SWMF 2 BASE 003Y004H S-150,SWMF 2 BASE 003Y008H S-150,SWMF 2 BASE 003Y024H S-150,SWMF 2 BASE 003Y072H S-150,SWMF 2 BASE 005Y001H S-150,SWMF 2 BASE 005Y002H S-150,SWMF 2 BASE 005Y004H S-150,SWMF 2 BASE 005Y008H S-150,SWMF 2 BASE 005Y024H S-150,SWMF 2 BASE 005Y072H S-150,SWMF 2 BASE 010Y001H S-150,SWMF 2 BASE 010Y002H S-150,SWMF 2 BASE 010Y004H S-150,SWMF 2 BASE 010Y008H S-150,SWMF 2 BASE 010Y024H S-150,SWMF 2 BASE 010Y072H S-150,SWMF 2 BASE 025Y001H S-150,SWMF 2 BASE 025Y002H S-150,SWMF 2 BASE 025Y004H S-150,SWMF 2 BASE 025Y008H S-150,SWMF 2 BASE 025Y024H S-150,SWMF 2 BASE 025Y072H S-150,SWMF 2 BASE 050Y001H S-150,SWMF 2 BASE 050Y002H S-150,SWMF 2 BASE 050Y004H S-150,SWMF 2 BASE 050Y008H S-150,SWMF 2 BASE 050Y024H S-150,SWMF 2 BASE 050Y072H S-150,SWMF 2 BASE 100Y001H S-150,SWMF 2 BASE 100Y002H S-150,SWMF 2 BASE 100Y004H S-150,SWMF 2 BASE 100Y008H S-150,SWMF 2 BASE 100Y024H S-150,SWMF 2 BASE 100Y024H S-150,SWMF 2 BASE 100Y072H S-150,SWMF 2 BASE WMD 25yr24hr S-150,SWMF 2 BASE WMD 2yr24hr Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 8 of 8

91 Figure Comparison of inlet interception capacity, slope variable. At low velocities, all of the water flowing in the section of gutter occupied by the grate, called frontal flow, is intercepted by grate inlets. Only a small portion of the flow outside of the grate, termed side flow, is intercepted. When the longitudinal slope is increased, water begins to skip or splash over the grate at velocities dependent on the grate configuration. Figure 4-11 shows that interception capacity and efficiency are reduced at slopes steeper than the slope at which splash-over begins. Splash-over for the less efficient grates begins at the slope at which the interception capacity curve begins to deviate from the curve of the more efficient grates. All of the 0.6 m by 0.6 m (2 ft by 2 ft) grates have equal interception capacity and efficiency at a flow rate of m 3 /s (3 ft 3 /s), cross slope of 3%, and longitudinal slope of 2%. At slopes steeper than 2%, splash-over occurs on the reticuline grate and the interception capacity is reduced. At a slope of 6%, velocities are such that splash-over occurs on all except the curved vane and parallel bar grates. From these performance characteristics curves, it can be concluded that parallel-bar grates and the curved vane grate are relatively efficient at higher velocities and the reticuline grate is least efficient. At low velocities, the grates perform equally. However, some of the grates such as the reticuline grate are more susceptible to clogging by debris than the parallel bar grate. The capacity and efficiency of grates increase with increased slope and velocity if splash-over does not occur. This is because frontal flow increases with increased velocity, and all frontal flow will be intercepted if splash-over does not occur. Figure 4-11 also illustrates that interception by longer grates would not be substantially greater than interception by 0.6 m by 0.6 m (2 ft by 2 ft) grates. In order to capture more of the flow, wider grates would be needed. 4-39

92 A-19

93 ROCKY S CONVENIENCE STORE DRAINAGE REPORT Page 19 APPENDIX B GEOTECHNICAL INVESTIGATIONS

94 Matt Zaleski From: Sent: To: Subject: Steve Shanley Monday, July 25, :05 AM Matt Zaleski Safety Factor for storm ponds at Rocky's Gas Station Matt, As we discussed on the phone today, my recommendation of a safety factor of at least 4 for the infiltration rate was due to my thinking that a mounding analysis may not be performed. Since I understand that you did in fact perform a mounding analysis (with SF=2 for infiltration rate), and there was no problem with pond performance, I am agreeable to modifying my recommendation from safety factor of 4.0 to a value of at least 2.0. Stephen P. Shanley, PE Alpha Geotechnical and Testing Services, Inc B Woodlane Circle Tallahassee, FL (850) (office) (850) (fax) (850) (cell) 1

95 Alpha Alpha Geotechnical and Testing Services, Inc. Certificate of Authorization No Foundation Evaluations Environmental Studies Construction Materials Testing June 8, 2016 File No Ms. Leslie Hope Hydra Engineering and Construction, LLC 36 Jasper Thomas Road Crawfordville, FL Subject: Subsurface Exploration and Foundation Evaluation for Rocky s Gas Station US 319 at US 98, Medart, Florida Dear Ms. Hope: As authorized by you on May 12, 2016, Alpha Geotechnical and Testing Services, Inc. has completed a subsurface soil exploration at the subject site just north of the existing Kangaroo Express gas and convenience store. The purpose of this exploration was to evaluate subsurface conditions encountered in our test borings as they relate to construction of a new gas station facility in anticipation of the realignment of US 319. Soil borings were done at seven test locations and two infiltration tests were conducted along with selective laboratory classification tests to aid in our evaluation. As a summary of our findings, predominantly tan fine to medium sand with variable silt content in a loose condition overlies intermittently present, tan to orange slightly clayey sand in a loose to medium dense condition, transitioning to sand with silt or clay until the bores were terminated at depths ranging from 12 to 20 deep. Groundwater was not observed in any of the borings at the time of drilling (late May to early June, 2016) but we did find evidence of possible hydric soil conditions as shallow as 8.8 below the surface indicating a past seasonal high water table. A double-ring infiltrometer (DRI) test within a 2.5 deep pit dug in the planned northwest storm pond found a stabilized vertical infiltration rate of 23.5 inches/hour; a DRI test in the proposed eastern pond in a 2.5 deep pit revealed a rate of 13.7 inches/hour. Owing to the loose condition of the near surface soils, we recommend all construction footprints (buildings, retaining walls and vehicle traffic areas, but not storm ponds) must be proof-rolled with a heavy vibratory compactor to further densify the soils and to aid in detection of potential weak areas not found with the borings. With these improvements accomplished, a safe allowable bearing capacity of 2,500 psf should be realized for shallow spread footing foundations. Given the presence of a slightly clayey sand layer beneath the near surface sands, we recommend a safety factor of at least 4 for design calculations for the storm ponds. Therefore, the northwest and east storm ponds may be designed with infiltration rates of no more than 5.9 inches/hour and 3.4 inches/hour, respectively. Although we did not find limestone in any of our borings, some possible outcroppings may be found during excavation on the site. The recommendations submitted in this report are based upon the data obtained from the soil borings presented on Figures 1. This report does not reflect any variations that may occur between or away from the borings. Possible variations may not become evident until during the course of construction or during additional investigation. Finally, we recommend a review of final design drawings and specifications by our office, to determine if recommendations made herein have been properly interpreted and implemented. This exploration only deals with the near surface soil deposits. It is not intended to include analysis of deeper soil or rock strata where cavities and caverns may exist. Sinkholes do occur in Wakulla County; however, this report does not address the possibility of sinkhole occurrence at the site. This report documents our findings and recommendations and was prepared exclusively for use by our Client and their Consultants only for this project. Sincerely, Alpha Geotechnical and Testing Services, Inc. Stephen P. Shanley, PE FL #40653 Alpha Geotechnical and Testing Services, Inc B Woodlane Circle, Tallahassee, FL (850) FAX:

96 Subsurface Exploration for Rocky s Gas Station US 319 at US 98, Medart, FL -2- June 8, 2016 (File # ) 1.0 PROJECT DESCRIPTION The recently cleared property just north of the Kangaroo Express gas and convenience store is the site of the planned Rocky s Gas Station. Your Mr. Brian Pitman, EI provided us a copy of a site plan showing the footprints of two new buildings the northernmost approximately 60 x 80 and the southernmost about 85 x 150. The drawing also indicates the location of a planned fuel storage tank that will be embedded up to 18 below ground surface as well as two triangular shaped storm water management facilities (SWMFs) situated in the northwest corner of the site and the other at the eastern corner adjacent to the proposed new alignment of US 319. Paved parking and drives are also included on the drawing. An excerpt of portions of this drawing is included on the attached Figure 1 at the end of this report. Although not provided to us, we anticipate that the new buildings will be constructed with concrete masonry units and will have concrete floor slabs, with the structure loads bearing on shallow spread footings. We expect continuous footing loads will not exceed 5 kips (a kip is 1,000 pounds) per lineal foot and isolated column footings, if any, should carry no more than 75 kips each. The recommendations contained in this report will not necessarily apply if loading conditions are in excess of these estimates, so please advise if needed. We further expect the proposed SWMFs will be dug no more than about 3 into the existing earth. 2.0 FIELD EXPLORATION To evaluate subsurface conditions, seven soil test borings were planned two within each of the proposed building footprints, one in each of the future storm water management ponds, and one at the expected location of the fuel storage tank. The borings are designated B-1 through B-7 as shown on Figure 1. The locations were determined by taped measurement from existing site features. Therefore, locations should be considered accurate to the degree of the method of measurement used. The borings were performed with our mobile drill rig. The consistency (relative hardness) of the soils was determined by measuring blow counts (N-values) by driving a split-spoon sampler with a 140-pound sliding hammer in accord with the Standard Penetration Test (SPT) method (ASTM D 1586). Also, we dug test pits adjacent to borings B-2 and B-3 to depths of 2.5 where we performed a test for Infiltration Rate of Soils in Field Using Double-Ring Infiltrometer (ASTM D 3385) within these test pits. Metal rings with internal diameters of approximately 1 and 2 feet were driven into the ground at the depth described above. The inner ring was advanced to about 1 ; the outer ring penetrated about 1 ½. An approximate 1½ head of water was maintained within both during performance of the test and we observed the infiltration rate until stabilized in each. 3.1 General 3.0 SUBSURFACE CONDITIONS Subsurface conditions encountered during our field exploration are shown on the soil boring profiles presented on Figure 1. The stratification lines represent the approximate boundaries between the soil layers, but subtle changes in the soil matrix may make these changes more gradual than the boundary lines tend to illustrate. The soil descriptions shown adjacent to the boring profiles on Figure 1 are based on a visual/manual classification procedure in accordance with the methodology presented in ASTM D We supplemented these with a few laboratory classification tests to confirm our classifications in accordance with the Unified Soil Classification System (ASTM D 2487). Alpha Geotechnical and Testing Services, Inc B Woodlane Circle, Tallahassee, FL (850) FAX:

97 Subsurface Exploration for Rocky s Gas Station US 319 at US 98, Medart, FL -3- June 8, 2016 (File # ) 3.2 Soil Conditions In general, a thin layer of gray silty sand topsoil was found in the upper 0.3 in most borings and this was underlain by variable tan to gray sand with silt typically until about 3 to 4 deep where tan fine to medium sand was penetrated until about 5 to 8. Next, variable orange to tan slightly clayey sand was usually encountered until some marbled clayey sand strata were found until termination in some borings or as little as 8 ½ (B-1). Where these slightly clayey sand layers ended before boring termination, variable tan, white and orange sand with clay or sand with silt was then found until termination depth as much as 20 below the surface. Based on the penetration resistance N-values, the near surface sandy soils are in a very loose to loose condition, generally becoming loose to medium dense with depth. The reader should examine the individual boring profiles on Figure 1 for a more detailed description of the subsurface conditions at the locations drilled. 3.3 Groundwater Conditions A groundwater table was not detected in any of the borings at the time of drilling or within 24 hours after completion. However, perched groundwater may exist intermittently in some areas where the slightly clayey sand soils may inhibit infiltration of percolating rainwater. Further, we observed some marbling and mottling of the slightly clayey sand stratum about 8.8 deep in boring B-2 and at about 9.5 deep in B-3 and this may be an indicator of a seasonal high groundwater table in these storm pond borings. 3.4 Infiltration Characteristics at SWMFs Based on the results from the double-ring infiltrometer tests, an unsaturated vertical infiltration rate of 23.5 inches/hour and 13.7 inches/hour was determined after flow became stabilized at locations B-2 and B-3, respectively. As will be discussed in section 5.0, an adequate safety factor should be applied to these values for storm pond design. 4.0 LABORATORY TESTING PROGRAM Laboratory testing was performed on selected samples to aid in soil classification and to further define the engineering properties of the soils. The laboratory tests included Natural Moisture Content (ASTM D 2216) and Percent Finer than the U.S. No. 200 Sieve (ASTM D 1140, to assess percent silt and clay). The test results are presented on Figure 1 adjacent to the soil boring profiles, at the depth from which the samples were recovered. 5.1 General 5.0 ENGINEERING EVALUATION AND RECOMMENDATIONS Because the building footprints will be constructed in areas where we found very loose to loose soil conditions, it will be very important to perform intensive vibratory compaction of the cleared and excavated surfaces to increase bearing capacity and reduce the potential for excessive settlement. This action should also aid in detecting possible weak areas that could require improvement. Moreover, prepared footing bottoms will likewise require densification. Details of the necessary densification and proof-compacting are included in the next section. With these issues addressed, a standard shallow spread footing system should perform satisfactorily. However, if limestone outcroppings are encountered in footing bottoms, point loading could develop so we recommend that where Alpha Geotechnical and Testing Services, Inc B Woodlane Circle, Tallahassee, FL (850) FAX:

98 Subsurface Exploration for Rocky s Gas Station US 319 at US 98, Medart, FL -4- June 8, 2016 (File # ) limestone may occur at footing bottoms, these materials must be over-excavated at least 12 and back-filled with well compacted sand or crushed stone (e.g. limerock base) to provide a buffer between concrete footing and underlying rock. We believe that the infiltration characteristics at boring B-2 and B-3 are generally representative of the soil conditions within the respective storm ponds. However, for design purposes, we recommend a safety factor of at least 4.0 to accommodate possible soil variation and future maintenance concerns such as sedimentation of pond bottoms and in anticipation of some reduction in infiltration due to the slightly more restrictive clayey sand strata found deeper in our borings. Therefore, we recommend that the northwest pond may be designed with a vertical infiltration rate of no more than 5.9 inches/hour and the east pond no more than 3.4 inches/hour. The horizontal permeability is estimated to be 1.5 times the vertical infiltration values. Based on some marbling and mottling of the soils in boring B-2 and B-3, we estimate the seasonal high groundwater table within the vicinity of the northwest storm water management pond to be about 8.8 below existing land surface and at 9.5 deep in the east pond. Although the clayey sand layer may inhibit infiltration, no confining layers were discovered within our borings at the storm pond locations. Further, we do not expect groundwater mounding will occur. No limestone was found in the boring at the planned fuel storage tank but limestone pinnacles do occur in many areas in Wakulla County. Therefore, the lack of discovery of limestone in our borings should not be considered a guarantee that none exists elsewhere. 5.2 Site Preparation The following are our recommendations for site soil preparation and foundation design for a shallow foundation system. These recommendations should be incorporated into the project specifications. 1. The entire structure area "footprints" and planned pavement areas, plus a minimum margin of five feet laterally, should be stripped and grubbed of all surface vegetation, debris and other deleterious material, as encountered. During the clearing and grubbing operation, roots with a diameter greater than one-inch or small roots in high density should be completely removed. These materials should be disposed in areas designated by the Owner. Excavated soils may be stock-piled for later reuse. Most of the near surface site soils (but not the topsoil) could be used for structural fill or back-fill on the site so long as they comply with the recommendations included in item 5 below. Any existing utility pipelines (e.g. storm sewer lines) that currently lie within new building footprints should be removed and back-filled, not just abandoned in place. 2. The cleared and/or cut surface in building construction areas must be proof-rolled using a heavy vibratory rollercompactor. Adjust the moisture content of the soil, as necessary, to aid compaction. We recommend using a nominal 15,000-pound static weight roller-compactor or other similarly heavy concentrated load. We recommend 5 passes in one direction, and 5 passes in a perpendicular direction in the building area. More passes could be needed however. The objective is to achieve a minimum 95% percent Modified Proctor maximum dry density (ASTM D 1557) to a depth of at least 18 below the compacted surface. We recommend performance of at least one field density test for each 5,000 square feet of prepared area (but a minimum of three tests, regardless of the size). It is important to contact the testing laboratory at least a few days prior to proof-rolling, so that they can obtain proctor test samples, and perform the proctor tests in the laboratory, so that the maximum proctor dry density values will be available at the time of proof-rolling and density testing. Alpha Geotechnical and Testing Services, Inc B Woodlane Circle, Tallahassee, FL (850) FAX:

99 Subsurface Exploration for Rocky s Gas Station US 319 at US 98, Medart, FL -5- June 8, 2016 (File # ) 3. If any areas yield during proof-rolling, they must be explored in a few small test pits to evaluate the condition of the soils. Should yielding result from excessive soil moisture, two corrective alternatives may be considered. a. If the existing soils are sands or clayey sands (less than 50% clay), dry the soils until the moisture content is 2 to 3 percent below the optimum moisture content as determined from the Modified Proctor test. The soils may be harrowed and air-dried to obtain the desired moisture for compaction. b. Replace the wet material with soils conforming to that stated in Item 5, below. Replace any materials, if determined to be deleterious, in areas that "yield" during the proof-rolling operation, with suitable fill material conforming to that stated in Item 5, below. 4. After satisfactory proof-rolling of the cleared and/or cut surfaces in accordance with the above, filling with suitable, well-compacted soil may proceed. Fill material should conform to that stated in Item 5 below, and should be placed in level lifts not exceeding 12 inches in uncompacted thickness. Each lift should be compacted by repeated passes with appropriate compaction equipment, to achieve at least 95 percent of the Modified Proctor maximum dry density. The filling and compaction operations should continue until the desired elevation is achieved. Again, at least one field density test for each 5,000 square feet of prepared fill area should be performed (minimum 3 tests). 5. Fill materials required to elevate the slab areas should consist of select fills, which are uniformly graded clean sands to slightly silty or slightly clayey sands, free of organics and other deleterious materials, with less than 35 percent passing the No. 200 sieve. These soil types are less sensitive to moisture problems and are less likely to experience time related settlement than more silty or clayey soils, so the use of select fill tends to reduce earthwork delays caused by seasonal rains and minimize the potential for differential settlement of foundations. Much of the naturally occurring near surface sands encountered in our borings do comply with these recommendations, otherwise an offsite borrow source should be considered. 5.3 Shallow Foundation Design Foundation soils prepared in accordance with the above recommendations (natural soils or back-fills) should be suitable for supporting the proposed structures with a design soil contact pressure of 2,500 pounds per square foot (psf) or less. The weight of the concrete may be neglected when computing the contact pressure. Footings should be embedded at least 18" below surrounding ground. Isolated footings should be at least 18" on each side to prevent punching shear failures. Any hard limestone within 12 below footing bottom should be undercut and back-filled as discussed above. Based on the information gathered during our exploration and the loading conditions previously estimated, the recommended soil contact pressure will yield a minimum factor of safety greater than 2.0 against bearing capacity failure. The total load related settlement is estimated to be one-half inch or less. Alpha Geotechnical and Testing Services, Inc B Woodlane Circle, Tallahassee, FL (850) FAX:

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