Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street STORMWATER REPORT February 2017 CPH Project No. W13900 1031-C W. 23rd Street Panama City, FL 32405 Phone (850) 563-1490 Fax (850) 563-1495 Yvonne Paguada, P.E. 67437
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report i TABLE OF CONTENTS DESCRIPTION PAGE/SECTION 1. INTRODUCTION...1 2. DESIGN CRITERIA...1 Flood Zone Classification...1 Design Storm Event...1 Water Quality...2 Dry Retention Design...2 3. ENGINEERING ANALYSIS...3 4. MODELING PARAMETERS...4 Curve Numbers...4 Time of Concentration...4 Soil conditions for Recovery Analysis...5 5. HYDRAULIC/HYDROLOGIC MODELING...5 Drainage System Connectivity...5 6. EXISTING CONDITION...6 7. PROPOSED CONDITION...7 8. SUMMARY...8 LIST OF TABLES DESCRIPTION PAGE Table 1: Summary of Existing Soils...4 Table 2: Summary of Peak Flow Rates to FDOT ROW, S.R. 85 TW...8 Table 3: Summary of Peak Flow Rates to Okaloosa Co. ROW, N.E.C. Inlet TW..8 Table 4: Summary of Peak Stages...8 LIST OF FIGURES DESCRIPTION FIGURE Aerial Map... Figure 1 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report ii USGS Map... Figure 2 FEMA Map... Figure 3 Soils Map... Figure 4 Pre-Development Drainage Basin Map... Figure 5 Post-Development Drainage Basin Map... Figure 6 LIST OF APPENDICES: Design Calculations Pre- and Post- Development Basin Parameters... Appendix A Pre-Development ICPR Input Data and Storm Routing Results... Appendix B Post-Development ICPR Input Data and Storm Routing Results... Appendix C Ponds Recovery Analysis Input Data and Results... Appendix D W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report 1. INTRODUCTION A new Wal-mart Shopping Center is proposed to be located at the Northeast corner of S.R. 85 and South Street in Ft. Walton Beach, Okaloosa County, Florida (refer to Figure 1, Location Map). The proposed improvements will consist of an approx. 43,032 SF Wal-mart grocery store, fuel station, parking, utilities, and a stormwater management system to support the proposed improvements. The total property area is approx. 5.53 acres. The property is bound to the west by Eglin Parkway/S.R. 85, to the south by South St., to the east by Middle Drive, and to the north by First Avenue. There is an existing commercial business at the southeast corner of Eglin Parkway/S.R. 85 and First Avenue that will remain. Wal-mart will be the owner and operating and maintenance entity for the stormwater management system. Stormwater review/approval is required by the Northwest Florida Water Management District (NWFWMD), City of Ft. Walton Beach, FDOT, and Okaloosa County. Accordingly, the proposed stormwater management system for this project is designed to meet the NWFWMD, City of Ft. Walton Beach, FDOT, and Okaloosa County stormwater requirements. 2. DESIGN CRITERIA 2.1 Flood Zone Classification The entire property area is identified as Zone X by the 2002 FEMA Panel 12091C0461H, which is areas outside the 100-year floodplain. Please see attached Figure 3 for reference. 2.2 Design Storm Event The stormwater runoff from the proposed site will be collected through on-site inlets and pipes and conveyed to a system of stormtech chambers designed below the parking lot, and 2 proposed dry retention ponds; as delineated on the basin maps included in this report and the attached plans. The project does not lie within a sensitive karst area. Per NWFWMD requirements, since the proposed project consists greater than 50% impervious area the post development peak discharge rate for the 2 year, 24 hour storm event will be attenuated to be less than or equal to the pre development peak discharge rate. As described in the NWFWMD ERP Applicant s Handbook Volume 2 the NRCS type III rainfall distribution was used to model this storm event. Per the City of Ft. Walton Beach stormwater concurrency requirements, the post development peak discharge rate for the 25 year, 24 hour storm event will be attenuated to be less than or equal to the pre development peak discharge rate. There is existing and proposed discharge to the S.R. 85/FDOT ROW and storm sewer system. Per FDOT requirements and since the receiving storm sewer system lies within an open basin, 1 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report the post development peak discharge rate to the FDOT ROW for the critical storm event from the following storms will be attenuated to be less than or equal to the pre development critical storm peak discharge rate to the FDOT ROW: 2-year, 5-year, 10-year, 25-year, 50-year, and 100-year frequency with 1-hr, 2-hr, 4-hr, 8-hr, 24-hr, and 72-hr duration. There is also existing and proposed discharge to the Okaloosa County ROW and storm sewer system. Per Okaloosa County requirements, the post development peak discharge rate to the Okaloosa County ROW for the critical storm event from the following storms will be attenuated to be less than or equal to the pre development critical storm peak discharge rate rate to the Okaloosa County ROW: 2-year, 5-year, 10-year and 25-year frequency with 1-hr, 2-hr, 4-hr, 8- hr, and 24-hr duration. The critical storm refers to the specific storm event that produces the highest rate of net storm water runoff, defined as the post-development rate of discharge less the pre-development rate of discharge. Water Quality Water quality requirements for this site are dictated by the City of Ft. Walton Beach, FDOT, Okaloosa County and the NWFWMD ERP Applicant s Handbook Vol. 2. For a dry retention pond the first inch (1 ) of runoff from all contributing drainage area is required to be treated. Furthermore the retention pond must be designed to recover the treatment volume completely within 72 hours after a storm event. Wal-mart Design Criteria requires a minimum safety factor of 1.5 which will be accomplished in setting a 2.0 safety factor on the permeability rate used. Please see the attached stormwater calculations in Appendices A through D for the application of this criterion in our design. Dry Retention Design The native soils on the property are characterized as well-draining soils based on the USDA NRCS soil types identified for this site. Please see attached Figure 4 for reference. Based on infiltration testing results provided by the geotechnical engineer, dry retention design has been selected for this site. However, since there is limited pond area underground storm chambers are also being proposed to provide for the balance of the required treatment and storage volumes. The requirements for the pond and underground chambers design include the following: Must recover the required treatment volume within 72 hours after a storm (with an appropriate safety factor depending on the soil permeability test type and a minimum of 1.5). Must provide a controlled outfall so that overflow of the pond does not cause adverse impacts to onsite or offsite properties. Areas must be fenced where pond side slopes are steeper than 4H:1V. 2 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report The dry retention system should be stabilized with pervious material or permanent vegetative cover. Furthermore, permanent vegetative cover must consist of hydrologic group A soils. All of these requirements will be met and are referenced by the enclosed calculations (Appendices A through D) and the attached construction plans. 3. ENGINEERING ANALYSIS A detailed hydrologic/hydraulic engineering analysis has been performed utilizing the computer program entitled Advanced Interconnected Channel and Pond Routing (ICPR, Version 3.02), developed by Streamline Technologies, Inc., to simulate/predict stormwater runoff and the hydraulic responses of the conveyance system during the design storm event. The ICPR program consists of two (2) modules, the hydrologic element which computes the runoff hydrographs and the hydraulic portion which flood routes the hydrographs through various drainage conveyance systems in order to predict the peak flood stages and/or hydraulic gradeline (HGL) elevations based on tailwater conditions, friction and head (minor) losses. The ICPR input data required for this drainage investigation includes the following: Hydrograph Module Drainage Area (acres) Runoff Curve Number (CN) Time of Concentration (minutes) Peak Rate Factor (K) Rainfall Distribution Rainfall Duration (hrs) Rainfall Depth (inches) Hydraulics Module Stage (ft, NAVD) / Storage (acres) Relationships Stage (ft, NAVD) / Time (hrs) Relationships (i.e., tailwater conditions) Pipe Length (feet) and Invert Elevations (feet, NAVD) Pipe Dimensions (inch x inch) Entrance, Exit and/or minor loss coefficients ("k") Manning s Roughness Coefficient ("n") 3 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report A Ponds Recovery Analysis (Ponds, Version 3.2) was also performed to model the required recovery of the Water Quality Volume. The ICPR PercPack Plugin was used to model infiltration and percolation beneath the proposed retention ponds (but not beneath the storm chambers) during the routing of the storm events. 4. MODELING PARAMETERS 4.1 Curve Numbers The existing soils within the study area are classified as hydrologic soil groups (HSG) A and B, as presented in the USDA NRCS Soil Survey. The following table provides a summary of the existing soil types within the study area (refer to Figure 4). Table 1: Summary of Existing Soils Map Symbol Soil Name Hydrologic Soil Group 12 Lakeland Sand, 0-5 percent slopes A 27 Urban land A (based on geotechnical boring) Curve numbers were assigned to areas based upon existing land use conditions and soil types. Refer to Appendix A of this report for calculations associated with the detailed basin parameters. 4.2 Time of Concentration Time of concentration for each basin evaluated was determined using the SCS procedures described in Chapter 3 of Urban Hydrology for Small Watersheds, Technical Release 55, Second Edition (June 1986), Soil Conservation Service, U.S. Department of Agriculture. Time of concentration is separated into travel time components. Travel time is defined as the time for runoff to travel from the hydraulically most distant point of a watershed to a point where there is a change in flow regime (i.e., overland flow to shallow concentrated flow). Time of concentration is the summation of all the travel times for consecutive components of a drainage system. Time of concentration is generally separated into three distinct components; (1) overland flow; (2) shallow concentrated flow; and (3) open channel, gutter or culvert flow. Each component consists of a travel time (T t ) that is summed up for consecutive components to compute time of concentration (T c ). Refer to Appendix A for the pre-condition time of 4 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report concentration calculations. Note that due to the relatively short time of concentrations in the post-developed condition, a default of 10 minutes was used. 4.3 Soil Conditions for Recovery Analysis Soil borings were conducted by the Geotechnical Consultant throughout the proposed pond areas. Lab permeability (falling-head) tests were conducted by the Geotechnical Consultant. Accordingly Saturated Vertical Hydraulic Conductivity (Kv,sat), Unsaturated Vertical Hydraulic Conductivity (Kv,unsat) and Horizontal Saturated Hydraulic Conductivity (Kh,sat) rates were provided. The Kh,sat value provided for the soils that exist at the proposed pond bottoms was estimated to be 40 ft/day and the Kv,unsat was estimated to be 27 ft/day (without applying a safety factor). The following values were used: For Pond 1, a weighted average Kh,sat was used to consider any restriction in flow that may be caused by the proposed retaining wall. o Weighted Kh,sat with a safety factor of 2, 17.98 ft/day. o Kv,unsat with a safety factor of 2, 13.5 ft/day. o Fillable porosity of 25%. o Estimated SHWL of 5.5 ft NAVD o Base of Aquifer of (-)8.0 ft NAVD. (Aquifer base was not encountered in soil borings so this value is the approx. lowest elevation explored within the ponds.) For Pond 2 and underground chambers: o Average Kh,sat with a safety factor of 2, 20 ft/day. o Average Kv,unsat with a safety factor of 2, 13.5 ft/day. o Fillable porosity of 25%. o Estimated SHWL of 5.5 ft NAVD o Base of Aquifer of (-)8.0 ft NAVD. (Aquifer base was not encountered in soil borings so this value is the approx. lowest elevation explored within the ponds.) Refer to Appendix A for average soil conductivity calculations. 5. HYDRAULIC/HYDROLOGIC MODELING 5.1 Drainage System Connectivity As mentioned previously, ICPR was used to simulate the drainage response of the existing and proposed conveyance systems. These models required a spatial network consisting of nodes 5 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report and reaches to define the drainage system connectivity. Nodes (e.g., upstream and downstream elements of culverts and ditches, inlets, manholes, and tailwater) are used to identify specific locations along a drainage system for which peak flood stages or Hydraulic Gradeline (HGL) elevations are to be computed. Reaches consist of various conveyance systems (e.g., cross culverts, storm sewer pipes, ditches, etc.) that connect nodes. Nodal diagrams for the pre and post development models are included in Appendices C and D, respectively. 6. EXISTING CONDITION In the existing condition drainage areas have been identified and delineated on the predevelopment drainage basin map (refer to Figure 5). These areas are also identified on the Summary of Areas Table provided in Appendix A. Based on existing topography the subject property can be divided into 4 pre development drainage basins. Most of the property is defined by Pre Basin 1. Pre Basin 1 runoff generally flows southeast to an existing grate inlet located on the north side of South St. just west of Middle Drive. This inlet is labeled South St. N DBI in the model, and also collects runoff from South St. which is accounted for in the model as Offsite Basin 1. There is one inlet upstream of this inlet and is included in the model as South St. S DBI. These 2 inlets flow to a couple of manholes located on the west side of Middle Dr. and then flow north to another grate inlet located at the southwest corner of Middle Dr. and First St. This inlet is referred to in the model as N.E.C. Inlet. The N.E.C Inlet collects runoff from Pre Basin 2 as well as runoff from First Street which is accounted for in Offsite Basin 3. This inlet is connected to inlets upstream to the West and downstream to the East. The upstream peak flow was estimated to be 1 CFS based on the approximate upstream drainage area, and is accounted for in the model as a base flow in N.E.C Inlet. Flow is conveyed downstream from this inlet through 36 RCP which discharges to the Bay located approximately 0.15 mile east of the site. The inlet downstream of the N.E.C. Inlet is labeled in the model as N.E.C Inlet TW and was chosen to be used as the tailwater for this storm sewer system in both the pre and post development models. The tailwater elevation was chosen based on staining observed on the headwall just above the 36 outlet pipe into the bay. This elevation was approximated as the pipe full elevation just downstream of the N.E.C. Inlet, approximately 6.00 ft. (NAVD). The remainder of the subject property is defined by Pre Basins 3 and 4. Runoff from Pre Basins 3 and 4 flows west to the S.R. 85/FDOT ROW. There are 2 curb inlets along the east side of S.R. 85, along the property frontage. Pre Basin 3 runoff is captured by the northern curb inlet and Pre Basin 4 runoff is captured by the southern curb inlet. Flow into both curb inlets is conveyed through 15 RCP to a 24 trunkline that appears to flow north along the S.R. 85 ROW. The constant tailwater elevation for this storm sewer system was estimated to be 8.0 NAVD, 6 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report which is the approximated water elevation for the southern 15 RCP (full of water) at where it discharges into the 24 trunkline. 7. PROPOSED CONDITION In the post-development condition, the proposed stormwater management system consists of 2 dry retention ponds and an underground stormwater chamber system. Ponds 1 and 2 are interconnected with the same bottom and top of bank elevations of 7.5 NAVD and 11.5 NAVD, respectively. The underground chamber system is designed with a bottom of stone foundation set at elevation 7.5 NAVD and bottom of chambers at elevation 8 NAVD. The lowest inlet elevation in the parking lot is 11 NAVD which allows for a top of stone elevation at 9.75 NAVD and top of chambers elevation at 9.25 NAVD. The proposed developed site conveys surface runoff through a system of inlets and pipes to the retention ponds and underground chambers. The retention ponds and chambers are designed to retain the required Water Quality Volume and allow it to percolate within 72 hours. This includes treatment over the proposed offsite driveway areas, sidewalk and turn lanes. Since the existing condition of the subject property discharges runoff to the N.E.C. Inlet and the curb inlets along S.R. 85, a controlled discharge structure is proposed to discharge from Pond 1 to the N.E.C. Inlet and another controlled discharge structure is proposed to discharge from Pond 2 to the southern curb inlet along S.R. 85. The southern curb inlet along S.R. 85 is replaced with a grate inlet in the proposed condition. The Pond 1 and Pond 2 control/discharge structures were designed so that the post-development peak discharge rates are attenuated to be equal to or less than the pre-development discharge rates for the required storm events at each respective location. The proposed Pond 1 control/discharge structure top was chosen to be set at El. 11.05 NAVD with a 0.5 circular orifice set at the top of the treatment volume elevation, 8.28 NAVD. The proposed Pond 2 control/discharge structure top was chosen to be set at El. 11.05 NAVD with a 5 circular orifice set at the top of the treatment volume elevation, 8.28 NAVD. The control structures were designed to attenuate the storm events required by NWFWMD, FDOT and Okaloosa County. The proposed condition drainage areas have been identified and delineated on the postdevelopment drainage basin map (refer to Figure 6). These areas are also identified on the Summary of Areas Table (refer to Appendix A). The results of the hydrologic/hydraulic modeling using ICPR are summarized in the following tables. 7 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report Table 2: Summary of Peak Flow Rates to FDOT ROW, S.R. 85 TW Frequency (Years) 3 5 10 25 50 100 Pre Post Net Pre Post Net Pre Post Net Pre Post Net Pre Post Net Pre Post Net 1 16.03 11.97-4.07 17.40 12.80-4.60 18.35 13.84-4.51 19.42 15.50-3.92 20.38 17.15-3.23 20.93 17.78-3.15 Duration (Hours) 2 14.51 10.85-3.66 15.43 11.41-4.03 17.51 12.63-4.88 18.53 14.06-4.47 19.52 15.60-3.92 20.14 16.61-3.53 4 12.14 9.17-2.97 10.85 8.38-2.46 12.06 9.13-2.94 13.44 9.90-3.54 15.12 10.82-4.30 16.62 11.62-5.00 8 12.11 9.07-3.05 12.86 9.47-3.38 14.47 10.34-4.13 16.27 11.30-4.97 17.86 12.41-5.45 18.66 13.21-5.45 24 6.29 5.64-0.65 6.47 5.77-0.70 7.03 6.19-0.84 7.76 6.72-1.05 8.13 6.97-1.16 8.87 7.70-1.17 72 5.46 5.32-0.14 5.64 5.48-0.17 5.92 5.70-0.21 6.13 6.06-0.07 6.42 6.10-0.32 6.64 6.27-0.37 Table 3: Summary of Peak Flow Rates to Okaloosa County ROW, N.E.C. Inlet TW Frequency (Years) 2 5 10 25 Pre Post Net Pre Post Net Pre Post Net Pre Post Net Duration (Hours) 1 4.35 4.14-0.21 5.07 4.88-0.18 5.54 5.35-0.19 6.42 6.20-0.22 2 3.72 3.49-0.24 4.33 4.09-0.24 4.95 4.71-0.25 6.15 5.52-0.63 4 3.75 2.15-1.60 3.91 2.68-1.23 4.33 3.14-1.19 5.61 3.68-1.93 8 3.77 2.92-0.848 5.38 3.73-1.65 6.34 4.46-1.88 7.77 5.34-2.43 24 5.25 4.57-0.67 3.65 1.74-1.91 3.90 1.75-2.15 4.03 2.03-2.00 Table 4: Summary of Peak Stages Storm Event Proposed Pond 1 Peak Stage Pond 1 Freeboard (Top Bank Elev. 11.50) Proposed Pond 2 Peak Stage Pond 2 Freeboard (Top Bank Elev. 11.50) 2-YR, 24 HR 9.40 2.10 9.40 2.10 10-YR, 24 HR 10.23 1.27 10.23 1.27 25-YR, 4 HR 10.14 1.36 10.14 1.36 25-YR, 24 HR 11.01 0.49 11.01 0.49 100-YR, 24 HR 11.16 0.34 11.16 0.34 8 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report 8. SUMMARY As shown within this report, all applicable stormwater standards have been substantially satisfied. These are: Post-Development discharge rates have been attenuated to meet the pre developed discharge rate for the 2 year and 25 year, 24 hour storm events per NWFWMD requirements. Post-Development discharge rates have been attenuated to meet the pre developed discharge rates for the critical duration storm events per Okaloosa County requirements at the proposed discharge to the Okaloosa County ROW. Post-Development discharge rates have been attenuated to meet the pre developed discharge rates for the critical duration storm events per FDOT requirements at the proposed discharge to the FDOT ROW. Based on the Ponds Recovery Analysis for the respective ponds and underground stormwater chambers, a total treatment volume of approximately 17,930 cubic feet (0.41 acft) is recovered within the first 72 hours as required per NWFWMD requirements (Refer to Appendix D, for the Ponds Recovery Analysis Input and Results). It should be noted that the information contained herein was evaluated using the most recent and applicable data available. 9 W13900
Wal-mart Store #6746-00 Ft. Walton Beach, FL NE Corner of Eglin Parkway/S.R. 85 and South Street Stormwater Management System Design Report ii USGS Map... Figure 2 FEMA Map... Figure 3 Soils Map... Figure 4 Pre-Development Drainage Basin Map... Figure 5 Post-Development Drainage Basin Map... Figure 6 LIST OF APPENDICES: Design Calculations Pre- and Post- Development Basin Parameters... Appendix A Pre-Development ICPR Input Data and Storm Routing Results... Appendix B Post-Development ICPR Input Data and Storm Routing Results... Appendix C Ponds Recovery Analysis Input Data and Results... Appendix D W13900
Av e APPROXIMATE PROPERTY BOUNDARY Mi dd le Dr Eg l in Pk w y 1s t Path: P:\W\W13900\AERIAL.mxd South St NE Scale: 1 " = 100 ' Date: 11/4/2016 Photo Date: 2013 Project No. W13900.1 Biologist: GIS: RCO AERIAL PHOTOGRAPH MAP SECTION 1, TOWNSHIP 02 SOUTH, RANGE 24 WEST OKALOOSA COUNTY, FLORIDA
APPROXIMATE PROPERTY BOUNDARY LATITUDE: 30 26' 7.191" LONGITUDE: -86 36' 6.835" Path: P:\W\W13900\USGS.mxd Scale: 1 " = 2,000 ' Date: 11/4/2016 Photo Date: 2012 Project No. W13900.1 Biologist: AED GIS: RCO N USGS MAP - FORT WALTON BEACH 5253 6746-00FT.WALTONBEACH(EGLIN),FL WAL-MARTNEIGHBORHOODMARKET SECTION 1, TOWNSHIP 02 SOUTH, RANGE 24 WEST OKALOOSA COUNTY, FLORIDA FIGURE 2
ZONE X, AREA OF MINIMAL FLOOD HAZARD %( '& $corresponds to areas outside the 100-year floodplains, areas of 100-year sheet flow flooding where average depths are less than 1 foot, areas of 100-year stream flooding where the contributing drainage area is less than 1 square mile, or areas protected from the 100-year flood by levees. No Base Flood Elevations (BFEs) or depths are shown within this zone. 1s t APPROXIMATE PROPERTY LOCATION Av e Mi dd le Dr Eg l in Pk w y % $ Path: P:\W\W13900\FEMA fl.mxd South St NE Scale: 1 " = 100 ' Date: 11/4/2016 Photo Date: 2013 Project No. W13900.1 Biologist: GIS: RCO FEMA MAP! #! ) #!! SECTION 1, TOWNSHIP 02 SOUTH, RANGE 24 WEST OKALOOSA COUNTY, FLORIDA "
" 12 27 Lakeland sand, 0 to 5 percent slopes Urban land USDA Natural Resources Conservation Service 1s t Av e APPROXIMATE PROPERTY BOUNDARY Eg l in Pk w y Mi dd le Dr Path: P:\W\W13900\SOILS.mxd South St NE Scale: 1 " = 100 ' Date: 11/4/2016 Photo Date: 2012 Project No. W13900.1 Biologist: AED GIS: RCO SOILS MAP! #! SECTION 1, TOWNSHIP 02 SOUTH, RANGE 24 WEST OKALOOSA COUNTY, FLORIDA
Pre Development Nodal 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:S.R. 85 TW P:85 N 15" A:85 curb inlet N U:Pre Basin 3 U:85 curb inlet N A:N.E.C. Inlet U:Pre Basin 2 U:Offsite Basin 3 P:Middle Dr. 3 P:1st Ave. 36" M:Middle Dr MH N T:N.E.C. Inlet TW Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench P:85 S 15" A:85 curb inlet S U:85 curb inlet S U:Pre Basin 4 A:South St. N DBI U:Pre Basin 1 U:Offsite Basin 1 P:Middle Dr. 2 M:Middle Dr MH S P:Middle Dr. 1 P:South St. 18" A:South St. S DBI U:Offsite Basin 2 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc.
Pre Development Input Report ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 85 curb inlet N Node: 85 curb inlet N Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.450 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: 85 curb inlet S Node: 85 curb inlet S Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.330 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: Offsite Basin 1 Node: South St. N DBI Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.920 Time Shift(hrs): 0.00 Curve Number: 49.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 40.22 Name: Offsite Basin 2 Node: South St. S DBI Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.770 Time Shift(hrs): 0.00 Curve Number: 49.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 55.84 Name: Offsite Basin 3 Node: N.E.C. Inlet Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.130 Time Shift(hrs): 0.00 Curve Number: 49.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 15.38 Name: Pre Basin 1 Node: South St. N DBI Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 27
Pre Development Input Report Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 58.00 Area(ac): 3.350 Time Shift(hrs): 0.00 Curve Number: 56.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: Pre Basin 2 Node: N.E.C. Inlet Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 69.00 Area(ac): 0.380 Time Shift(hrs): 0.00 Curve Number: 36.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: Pre Basin 3 Node: 85 curb inlet N Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.450 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: Pre Basin 4 Node: 85 curb inlet S Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.350 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 85 curb inlet N Base Flow(cfs): 0.000 Init Stage(ft): 8.000 Group: BASE Warn Stage(ft): 9.500 Type: Stage/Area Stage(ft) Area(ac) 5.980 0.0003 9.660 0.0003 10.000 0.0003 11.000 0.4500 ------------------------------------------------------------------------------------------ Name: 85 curb inlet S Base Flow(cfs): 0.000 Init Stage(ft): 8.000 Group: BASE Warn Stage(ft): 10.230 Type: Stage/Area Stage(ft) Area(ac) 7.130 0.0003 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 27
Pre Development Input Report 10.330 0.0003 10.500 0.0003 ------------------------------------------------------------------------------------------ Name: Middle Dr MH N Base Flow(cfs): 0.000 Init Stage(ft): 6.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 10.500 Type: Manhole, Flat Floor Stage(ft) Area(ac) 3.950 0.0001 11.570 0.0001 ------------------------------------------------------------------------------------------ Name: Middle Dr MH S Base Flow(cfs): 0.000 Init Stage(ft): 6.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 9.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) 4.370 0.0001 9.950 0.0001 ------------------------------------------------------------------------------------------ Name: N.E.C. Inlet Base Flow(cfs): 1.000 Init Stage(ft): 6.000 Group: BASE Warn Stage(ft): 11.500 Type: Stage/Area Stage(ft) Area(ac) 2.060 0.0003 10.300 0.0003 11.000 0.0639 11.500 0.2200 ------------------------------------------------------------------------------------------ Name: N.E.C. Inlet TW Base Flow(cfs): 0.000 Init Stage(ft): 6.000 Group: BASE Warn Stage(ft): 6.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 6.000 999.00 6.000 ------------------------------------------------------------------------------------------ Name: S.R. 85 TW Base Flow(cfs): 4.000 Init Stage(ft): 8.000 Group: BASE Warn Stage(ft): 8.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 8.000 999.00 8.000 ------------------------------------------------------------------------------------------ Name: South St. N DBI Base Flow(cfs): 0.000 Init Stage(ft): 6.000 Group: BASE Warn Stage(ft): 9.500 Type: Stage/Area Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 27
Pre Development Input Report 4.600 0.0001 9.120 0.0001 9.500 0.0073 10.000 0.3200 ------------------------------------------------------------------------------------------ Name: South St. S DBI Base Flow(cfs): 0.000 Init Stage(ft): 6.000 Group: BASE Warn Stage(ft): 9.620 Type: Stage/Area Stage(ft) Area(ac) 5.550 0.0001 9.620 0.0001 10.000 0.0450 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: Upland area Encroachment: No Group: BASE Station(ft) Elevation(ft) Manning's N --------------- 0.000 22.000 0.080000 9.000 21.850 0.080000 17.000 21.500 0.080000 53.000 22.780 0.080000 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 1st Ave. 36" From Node: N.E.C. Inlet Length(ft): 203.00 Group: BASE To Node: N.E.C. Inlet TW Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.50 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 Invert(ft): 2.130 3.160 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 Name: 85 N 15" From Node: 85 curb inlet N Length(ft): 16.00 Group: BASE To Node: S.R. 85 TW Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.50 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 5.980 5.800 Bend Loss Coef: 0.30 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 27
Pre Development 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: 85 S 15" From Node: 85 curb inlet S Length(ft): 16.00 Group: BASE To Node: S.R. 85 TW Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.50 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 7.130 6.250 Bend Loss Coef: 0.30 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 Name: Middle Dr. 1 From Node: South St. N DBI Length(ft): 55.00 Group: BASE To Node: Middle Dr MH S Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 4.600 4.370 Bend Loss Coef: 0.66 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 Name: Middle Dr. 2 From Node: Middle Dr MH S Length(ft): 585.00 Group: BASE To Node: Middle Dr MH N Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 4.370 4.020 Bend Loss Coef: 0.66 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 27
Pre Development Input Report Circular Concrete: Square edge w/ headwall Name: Middle Dr. 3 From Node: Middle Dr MH N Length(ft): 30.00 Group: BASE To Node: N.E.C. Inlet Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 3.950 4.050 Bend Loss Coef: 0.66 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 Name: South St. 18" From Node: South St. S DBI Length(ft): 27.00 Group: BASE To Node: South St. N DBI Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 5.550 4.600 Bend Loss Coef: 0.66 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 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 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y001H.R32 Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): 2.40 5.000 5.00 Name: 002Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y002H.R32 Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): 3.00 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 6 of 27
Pre Development Input Report 5.000 5.00 Name: 002Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y004H.R32 Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): 3.60 10.000 5.00 Name: 002Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y008H.R32 Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): 5.20 12.000 5.00 Name: 002Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y024H.R32 Storm Duration(hrs): 24.00 Rainfall File: Scsiii Rainfall Amount(in): 6.00 30.000 5.00 Name: 003Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y001H.R32 Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): 2.66 5.000 5.00 Name: 003Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y002H.R32 Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): 3.36 5.000 5.00 Name: 003Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y004H.R32 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 7 of 27
Pre Development Input Report Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): 5.20 6.000 5.00 Name: 003Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y008H.R32 Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): 5.92 12.000 5.00 Name: 003Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y024H.R32 Storm Duration(hrs): 24.00 Rainfall File: Fdot-24 Rainfall Amount(in): 7.00 30.000 5.00 Name: 003Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y072H.R32 Storm Duration(hrs): 72.00 Rainfall File: Fdot-72 Rainfall Amount(in): 8.50 80.000 5.00 Name: 005Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y001H.R32 Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): 2.90 5.000 5.00 Name: 005Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y002H.R32 Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): 3.60 5.000 5.00 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 8 of 27
Pre Development Input Report Name: 005Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y004H.R32 Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): 4.50 10.000 5.00 Name: 005Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y008H.R32 Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): 6.40 12.000 5.00 Name: 005Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y024H.R32 Storm Duration(hrs): 24.00 Rainfall File: Fdot-24 Rainfall Amount(in): 7.50 30.000 5.00 Name: 005Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y072H.R32 Storm Duration(hrs): 72.00 Rainfall File: Fdot-72 Rainfall Amount(in): 9.50 80.000 5.00 Name: 010Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y001H.R32 Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): 3.20 5.000 5.00 Name: 010Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y002H.R32 Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): 4.14 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 9 of 27
Pre Development Input Report 5.000 5.00 Name: 010Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y004H.R32 Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): 5.16 10.000 5.00 Name: 010Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y008H.R32 Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): 7.44 12.000 5.00 Name: 010Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y024H.R32 Storm Duration(hrs): 24.00 Rainfall File: Fdot-24 Rainfall Amount(in): 9.00 30.000 5.00 Name: 010Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y072H.R32 Storm Duration(hrs): 72.00 Rainfall File: Fdot-72 Rainfall Amount(in): 11.00 80.000 5.00 Name: 025Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\025Y001H.R32 Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): 3.70 5.000 5.00 Name: 025Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\025Y002H.R32 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 10 of 27
Pre Development Input Report Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): 4.80 5.000 5.00 Name: 025Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\025Y004H.R32 Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): 5.90 6.000 5.00 Name: 025Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\025Y008H.R32 Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): 8.60 10.000 5.00 Name: 025Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\025Y024H.R32 Storm Duration(hrs): 24.00 Rainfall File: Fdot-24 Rainfall Amount(in): 11.00 30.000 5.00 Name: 025Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\025Y072H.R32 Storm Duration(hrs): 72.00 Rainfall File: Fdot-8 Rainfall Amount(in): 13.00 80.000 5.00 Name: 050Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\050Y001H.R32 Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): 4.20 5.000 5.00 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 11 of 27
Pre Development Input Report Name: 050Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\050Y002H.R32 Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): 5.52 5.000 5.00 Name: 050Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\050Y004H.R32 Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): 6.80 6.000 5.00 Name: 050Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\050Y008H.R32 Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): 9.92 12.000 5.00 Name: 050Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\050Y024H.R32 Storm Duration(hrs): 24.00 Rainfall File: Fdot-24 Rainfall Amount(in): 12.00 30.000 5.00 Name: 050Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\050Y072H.R32 Storm Duration(hrs): 72.00 Rainfall File: Fdot-72 Rainfall Amount(in): 13.75 80.000 5.00 Name: 100Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\100Y001H.R32 Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): 4.50 Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 12 of 27
Pre Development Input Report 5.000 5.00 Name: 100Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\100Y002H.R32 Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): 6.00 5.000 5.00 Name: 100Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\100Y004H.R32 Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): 7.60 6.000 5.00 Name: 100Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\100Y008H.R32 Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): 10.88 10.000 5.00 Name: 100Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\100Y024H.R32 Storm Duration(hrs): 24.00 Rainfall File: Fdot-24 Rainfall Amount(in): 14.00 30.000 5.00 Name: 100Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\100Y072H.R32 Storm Duration(hrs): 72.00 Rainfall File: Fdot-72 Rainfall Amount(in): 15.00 80.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 002Y001H Hydrology Sim: 002Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y001H.I32 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 13 of 27
Pre Development Input Report Start Time(hrs): 0.000 End Time(hrs): 5.00 5.000 15.000 Name: 002Y002H Hydrology Sim: 002Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y002H.I32 Start Time(hrs): 0.000 End Time(hrs): 5.00 5.000 15.000 Name: 002Y004H Hydrology Sim: 002Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y004H.I32 Start Time(hrs): 0.000 End Time(hrs): 10.00 10.000 15.000 Name: 002Y008H Hydrology Sim: 002Y008H Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 14 of 27
Pre Development Input Report Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y008H.I32 Start Time(hrs): 0.000 End Time(hrs): 12.00 12.000 15.000 Name: 002Y024H Hydrology Sim: 002Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\002Y024H.I32 Start Time(hrs): 0.000 End Time(hrs): 30.00 30.000 15.000 Name: 003Y001H Hydrology Sim: 003Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y001H.I32 Start Time(hrs): 0.000 End Time(hrs): 5.00 5.000 15.000 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 15 of 27
Pre Development Input Report Name: 003Y002H Hydrology Sim: 003Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y002H.I32 Start Time(hrs): 0.000 End Time(hrs): 5.00 30.000 15.000 Name: 003Y004H Hydrology Sim: 003Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y004H.I32 Start Time(hrs): 0.000 End Time(hrs): 6.00 30.000 15.000 Name: 003Y008H Hydrology Sim: 003Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y008H.I32 Start Time(hrs): 0.000 End Time(hrs): 10.00 30.000 15.000 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 16 of 27
Pre Development Input Report Name: 003Y024H Hydrology Sim: 003Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y024H.I32 Start Time(hrs): 0.000 End Time(hrs): 30.00 30.000 15.000 Name: 003Y072H Hydrology Sim: 003Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\003Y072H.I32 Start Time(hrs): 0.000 End Time(hrs): 80.00 30.000 15.000 Name: 005Y001H Hydrology Sim: 005Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y001H.I32 Start Time(hrs): 0.000 End Time(hrs): 5.00 5.000 15.000 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 17 of 27
Pre Development Input Report Name: 005Y002H Hydrology Sim: 005Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y002H.I32 Start Time(hrs): 0.000 End Time(hrs): 5.00 5.000 15.000 Name: 005Y004H Hydrology Sim: 005Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y004H.I32 Start Time(hrs): 0.000 End Time(hrs): 10.00 10.000 15.000 Name: 005Y008H Hydrology Sim: 005Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y008H.I32 Start Time(hrs): 0.000 End Time(hrs): 12.00 12.000 15.000 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 18 of 27
Pre Development Input Report Name: 005Y024H Hydrology Sim: 005Y024H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y024H.I32 Start Time(hrs): 0.000 End Time(hrs): 30.00 30.000 15.000 Name: 005Y072H Hydrology Sim: 005Y072H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\005Y072H.I32 Start Time(hrs): 0.000 End Time(hrs): 80.00 30.000 15.000 Name: 010Y001H Hydrology Sim: 010Y001H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y001H.I32 Start Time(hrs): 0.000 End Time(hrs): 5.00 5.000 15.000 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 19 of 27
Pre Development Input Report BASE Yes Name: 010Y002H Hydrology Sim: 010Y002H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y002H.I32 Start Time(hrs): 0.000 End Time(hrs): 5.00 5.000 15.000 Name: 010Y004H Hydrology Sim: 010Y004H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y004H.I32 Start Time(hrs): 0.000 End Time(hrs): 10.00 10.000 15.000 Name: 010Y008H Hydrology Sim: 010Y008H Filename: C:\Users\ypaguada\Desktop\W13900\Pre\010Y008H.I32 Start Time(hrs): 0.000 End Time(hrs): 12.00 12.000 15.000 Group Run Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 20 of 27