Engineering Report. 5.5 Acre Tract Panama City Beach Parkway Panama City Beach, Florida. for

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1 September 2016 Engineering Report for 5.5 Acre Tract Panama City Beach Parkway Panama City Beach, Florida Prepared for: Front Beach Investments, LLC 1716 E 9 th Street Lynn Haven, FL PO Box 958 Lynn Haven, Florida, Ph Fax scot@scr.us.com

2 FBI LLC at PCB Parkway Engineering Report 1. Project Introduction TABLE OF CONTENT 1.1. General Property Description Existing Site Conditions Proposed Site Conditions Site Data Bulk Regulations Stormwater Design Summary 2.1. Geotechnical Evaluation Elevation Datum Hydrologic Design Criteria Water Quality Standards Existing Stormwater Conditions Proposed Stormwater Design Stormwater Design Conclusions Base Flood Elevation Site & Utility Summary 3.1. Utility Access Water Service Wastewater Service 4 4. Environmental Assessment 4.1. Wetlands Sedimentation & Erosion Control Measures 5.1. Erosion Controls/Sediment Barriers Pond Sediment Tracking Control.5 6. Operation and Maintenance 6.1. Maintenance Operation Responsible Party....5 ii

3 FBI LLC at PCB Parkway Engineering Report APPENDIX Stage Storage Relationship Curve Number and Runoff Coefficient Worksheet Retention Calculations Basin Recovery Calculation Adicpr Pond Routing Storm Sewer/ Culvert Analysis SCS Soils Map iii

4 5.5 Acre Commercial Engineering Report FBI, LLC 1. Project Introduction 1.1. General Property Description o The project will be developed into three commercial tracts to accommodate the need for small commercial type usages along Panama City Beach Parkway. With the steady growth of residential and office type developments in the area, there is a need for small restaurants, boutiques and services. This part of the county is a mix of residentially developed and scattered commercial. Most of the commercial in the area is blighted and growth has been stagnant. This development will be consistent with the surrounding developments land use Existing Site Conditions o The site is currently undeveloped with low lying tree growth. o The topography slopes to the north towards the low lying area. There is an existing 100 foot gulf power easement along the western portion of the property with an existing dirt road along the center and adjacent ditch systems. The existing road is being utilized by adjacent property owners as a service road Proposed Site Conditions o Site development of this parcel will consist of: the construction of three commercial pad ready sites for development of potential restaurants, offices, boutiques, etc. i.e. Mixed Use in nature Site Data Parcel Identification Numbers Zone..C 3 Commercial Future Land Use... Gen Commercial Size Acres onsite Flood Zones AE12.3 revised LOMAR 1.5. Bulk Regulations o The setbacks, Impervious Surface Ratio and Floor Area Ratio Standards and criteria for residential zoning regulations are prescribed in Bay County Development Code. The summary chart is shown on Site Plan within construction plan set. 2. Stormwater Design Summary 2.1 Geotechnical Evaluation The subsurface exploration and geotechnical evaluation was performed by Magnum Engineering, Inc. to determine the any applicable infiltration rates and Seasonal High Water Level (SHWL) for this site. For information concerning building and pavement 1 SCR & Associates NWFL, Inc.

5 5.5 Acre Commercial Engineering Report FBI, LLC recommendations and for more details on stormwater recommendations, see the geotechnical exploration report performed by Magnum Engineering provided. Seasonal high and seasonal low water table elevations were taken from the Geotechnical report. The NRCS Web Soil Survey was used to identify soil types for each basin. The soil types and Hydrologic Soil Group (HSG) found within this project are shown in Appendix for NRCS references. A weighted curve number was determined for the pre and post development conditions and used for pre and post runoff rate calculations Elevation Datum o All vertical values for this project refer to North American Vertical Datum 1988 (NAVD 88) 2.3. Hydrologic Design Criteria The land elevations range from elevation 14 to elevation 11 and provides adequate slope to drain. The majority of the developed land will be collected in the service drive storm sewer thence discharge to the onsite Pond for treatment and attenuation. The adjacent lands are low lying with proper drainage downstream and pose no significant backwater effects on system. The overall master drainage study prepared by Gemini Engineering and Sciences, Inc. for the adjacent Townhome Development for preparing their FEMA LOMAR was used for consistency of stormwater management. The nodal diagram prepared is consistent with the Gemini Report with the proposed onsite pond added to the network area. This project lies within basin B130 and at node N130 of the Gemini Study. The same network was used for the ADICPR input and the proposed onsite pond was inserted with the change in CN values to see how the system is effected at node N130 and node N120. The purpose of this report is to present a summary of the criteria and design methodology that will be used to design the system of stormwater management facilities for this project. DESIGN METHODOLOGY As a guideline, the Bay County Land Development Code (referring to Florida Department of Transportation (FDOT)), and the Northwest Florida Water Management District (NWFWMD) have established criteria for the design of stormwater management facilities for projects that increase runoff due to construction of impervious surfaces. The minimum design requirements for stormwater facilities in open drainage basins, as well as for water quality treatment and storm sewer design are discussed in this section. This project uses a wet detention pond which is designed to satisfy the appropriate combination of these criteria. Lastly, the geotechnical findings and assumptions used in analyzing the various pond sites are presented. POND ANALYSIS Rate Control Bay County Land Development Code states criteria for stormwater design and requires that all projects located in watersheds with positive outlets shall comply with the discharge requirements of limit post developed discharge rates to the pre developed rates for the 2 SCR & Associates NWFL, Inc.

6 5.5 Acre Commercial Engineering Report FBI, LLC critical duration (1 hour to 24 hour) storms for return frequency of 25 year storms when discharging to areas subject to historical flooding. In areas not subject to historical flooding or discharging to open water bodies, all storm events cited will be analyzed to ensure that post development discharge rates will not cause an adverse impact on downstream property owners. NWFWMD For project serving areas over 40 acres, detention systems must be installed such that the peak rate of post development runoff will not exceed the pre development peakrate of runoff for the 25 year, 24 hour design storm event, utilizing a Natural Resources Conservation Service (NRCS) Type III distribution with an antecedent moisture condition II. ERP Applicant s Handbook Volume II Section states that for systems serving new construction that is greater than 50 percent impervious over the project area, the postdevelopment discharge rate must not exceed the pre development run off rate for the 2 year, 24 hour design storm event. The most stringent criteria of the above is used for rate control and has been determined independently for each basin. ICPR v3.10 program was used to develop pre and post runoff rates. Post runoff rates have been set to equal or less than pre runoff rates. Pond volumes and control structures were determined based on the aforementioned criteria. See Appendix for ICPR computations, summary of results, and for treatment volumes and final pond volumes. DRAINAGE DESIGN CRITERIA AND STANDARDS Drainage will be designed to Florida Department of Transportation (FDOT) criteria utilizing current criteria as found in the FDOT Drainage Manual, various Drainage Department Handbooks, and District preferences. Water quality treatment will be determined using the criteria as defined in the NWFWMD ERP Applicant s Handbook, Volume II. Section 2.2 Design Frequency (Open Channel) Roadside ditches 10 year Outfall ditches 25 year Section Manning s N (Channels) Table 2.1, Table 2.2 Section Minimum Slope (Channel) ft/ft Section Velocity (Channel) (Grass and sod based on Shear Stress) Section 3.3 Design Frequency (Storm Sewer) General Design = 3 year, Roadside Ditch = 10 year Section 3.4 Design Tailwater for system Stormwater Ponds=Peak stage in the pond during the storm drain design event Ditches: Free flowing=normal depth flow in the ditch at the storm drain outlet for the storm drain design storm event. (May differ from ditch design storm event.) 3 SCR & Associates NWFL, Inc.

7 5.5 Acre Commercial Engineering Report FBI, LLC Section Time of Concentration Minimum = 10 minutes Section Outlet Velocity Less than 4 fps (w/o ditch lining) Section Manning s n (pipe) Concrete = Metal = 0.02 Section 3.9 Spread Standards Design speed < 45 mph Keep ½ of lane clear Section Cross Drain Analysis Design Frequency High use or essential facility 50 years Section Regulatory Requirements=Chapter FAC, Bay County, NWFWMD Section Hydrologic Methods: one of the following Modified rational for basins having Tc of <15 minutes SCS Unit Hydrograph Method (UH 323 used) Bay County Sec Maintenance Berm Private System 5 feet. Bay County Sec.2407(4) Detention Pond freeboard 10% volume or 3 above the maximum design stage NWFWMD Sec Detention Pond fencing Ponds having more than 2 foot of water at control elevation must have side slopes 4:1 to two feet below permanent pool otherwise fencing or protective barrier is required. Storm drains are sized using the rational method for a minimum of 3 year design storm and analyzed based upon Mannings formula for gravity flow in pipes. The maximum 3 year pond stage elevation was used to set the tailwater elevation for storm sewers discharging to pond facilities Water Quality Standards To meet the requirements of the Bay County Land Development Code (LDC) and Chapter of the Florida Administrative Code for water quality, the stormwater management facility for this project must provide for the treatment of the first 1 inch of runoff with the full volume being available again in 72 hours for any dry retention/detention ponds. The design treatment volume for wet detention pond systems is one inch of runoff from the contributing area. The outfall structure shall be designed to drawdown one half of the required treatment volume between 48 and 60 hours. The permanent pool shall be sized to provide at least a 14 day residence time based upon the average wet season rainfall. The permanent pool must be sized to provide an additional 50% volume and residence time for ponds without a littoral zone. Treatment recovery analysis for the wet detention pond was completed to assure that half of the treatment volume was recovered between 48 and 60 hours. A pipe turndown has been provided for orifice to prevent clogging, allowing an orifice size smaller than 3 inches to meet the drawdown criteria or a skimmer device bolted to prevent clogging in a smaller orifice. 4 SCR & Associates NWFL, Inc.

8 5.5 Acre Commercial Engineering Report FBI, LLC As an alternative method of treatment, the NWFWMD and Bay County allow vegetated natural buffers as a means of treatment where stormwater runoff can not be feasibly routed to front yard, streets, storm sewer, thence ponds Existing Stormwater Conditions o Currently the site is undeveloped and drains to the north into an overland flow basin with low elevation of 10. Most of the stormwater run off from the site currently flows to this low area to the north. The Stormwater will continue to discharge along its existing path for consistency Proposed Stormwater Design o The site will be treated as a single drainage basin with the run off being directed to, stored and treated in an on site stormwater management facility. Run off from the development will be captured by overland flow, gutters, downspouts and piped to the stormwater conveyance system. o The on site stormwater management facility consists of one wet detention pond, and is designed in accordance with above stated wet detention criteria. See Appendix for stormwater management facility summary. o The outfall structure will be via overflow concrete weir built within an Inlet box with overflow downstream to the low lying area along the northern property line. The overall discharge for the site will not exceed the predevelopment rate of the basin as a whole. o The tailwater condition at the boundary node was set based on the low elevation of the existing adjacent land and routed to be consistent with overall Master drainage study. The groundwater table and percolation rate for the site indicated no limitations to the pond with regards to tailwater effects for the discharge weir. o 2.7. Stormwater Design Conclusions o o o The requirements for water quality standards were met, providing for the first 1 inch of runoff over the basin area and one half treatment volume drawdown between 48 and 60 hours. The requirements for water quantity were met, as is shown in Appendix, with postdevelopment run off not exceeding the pre development run off rate. The requirement for peak discharge attenuation of the 2 year, 24 hour SCS storm event was met. 2.9 Base Flood Elevation o The site is within a FEMA Flood Hazard revised numbered AE12.3 of the LOMAR; therefore, a base flood elevation was established based upon the onsite stormwater modeling and or this number. The Finished Floor is set above the high water of stormwater management area and or crown of roadway plus 6. 5 SCR & Associates NWFL, Inc.

9 5.5 Acre Commercial Engineering Report FBI, LLC 3. Site & Utility Summary 3.1. Utility Access o It is our understanding that all necessary utilities including potable water, sanitary sewer, telephone, and electrical power are available and contained within the adjacent rights ofway of Highway 98. The sewer and water utilities are owned and maintained by Panama City Beach Water Service o Design Rules and Standards used for this development include the Florida Department of Environmental Protection (FDEP), Water Resource Management, American Water Works Association (AWWA) Standards, American National Standards Institute (ANSI) Standards and the American Society for Testing and Materials (ASTM) Standards. o The site will be serviced by extending a 6 inch water main running along Highway Wastewater Service o Design Rules and Standards used for this development include the Florida Department of Environmental Protection (FDEP), Water Resource Management, American Water Works Association (AWWA) Standards, American National Standards Institute (ANSI) Standards and the American Society for Testing and Materials (ASTM) Standards. The sanitary sewer will be collected via gravity flow and connected to existing adjacent manhole stubout along Townhome Development. o 4. Environmental Assessment o There are onsite wetlands that are proposed to be filled and some preserved. See Cypress Environmental Assessment Report. 5. Sedimentation & Erosion Control Measures 5.1. Erosion Controls/Sediment Barriers o Type III silt fencing is to be installed around the entire perimeter of the project site, stormwater facility site and extended around the perimeter of any off site grading. It is to be installed in compliance with the standards set forth by the Florida Department of Environment Protection Agency (FDEP) and the Florida Department of Transportation (FDOT) Design Standards Index no Regular inspection and maintenance of the fence will be performed during construction and after a storm event as required by FDEP regulations. 6 SCR & Associates NWFL, Inc.

10 5.5 Acre Commercial Engineering Report FBI, LLC 5.2. Pond o The retention pond will be excavated or filled, as necessary, to within 6 inches of the final grade to act as a temporary sedimentation basin. Site grading and construction stock piling will be maintained so that run off during construction will be directed to this basin. Upon significant completion of construction, the stormwater system will be flushed out to remove accumulated debris and sediment. The bottom shall be scarified and stabilized according to these plans. Once completed, no heavy machinery shall be allowed within the stormwater pond Sediment Tracking Control o A gravel pad at any exit points from the site shall be provided as a buffer where vehicles can drop their mud and sediment to avoid transporting it onto paved streets, to control erosion from surface run off, and to help control dust. 6. Operation and Maintenance 6.1. Maintenance o Applicant shall perform the following maintenance functions monthly or after each significant rainfall event: inspection of pond for erosion or sediment build up and removal of any trash within pond, inspections of the stormwater inlets and piping for blockage and remove any blockage or accumulated sediments Operation o Applicant shall plant, sod, and seed as necessary to prevent sediment from reaching the stormwater conveyances and stormwater pond Responsible Party: o Applicant is responsible for operating and maintaining the stormwater facilities. 7 SCR & Associates NWFL, Inc.

11 CURVE NUMBER WORKSHEET Basin Area = 4.00 acres PREDEVELOPMENT Initial Sizing the Orifice AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL Q = CA(2gh)^1/2 Q = TV / 2t 4.00 D woods - wetlands C = 0.61 TV = ft 3 29 Rutledge Sand A/D t = 48 hrs (draw down 1/2 Treatment volume in 48 hours) PerTable 2.2a TR_55. Q = Treatment volume / (2*48 hours*3600 sec/hr cfs WEIGHTED CURVE NUMBER = 83 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA h(1) = Treatment vol. depth = weir elev. - NWL e 1.42 ft Basin Area = 4.00 acres POST DEVELOPMENT h(2) = half TV ft AREA SCS SOIL COVER TYPE AND CONDITIONS CURVE SUB TYPE NUMBER TOTAL h =( h(1) + h(2))/ ft area = Q / (0.6 * (2*32.2* h) ½ ) sf 0.94 A grass good cover Cover > 75% Pond Pool Area A,B,C,D Impervious (Pavmt,Conc., pond) diameter = ( 4* area/π) ½ 0.14 ft in WEIGHTED CURVE NUMBER = 84 WEIGHTED CURVE NUMBER = SUM (CN*AREA) / TOTAL AREA SUMMARY WEIR ELEVATION ORIFICE INVERT ft ft USE ORIFICE DIAME 1 5/8" inch

12 WET DETENTION POND DESIGN Outfall Watershed: WEST BAY STAGE-STORAGE POND A Above Control Elevation Elev. Area Area Avg Area Avg Area Volume Vol. Sum Volume Basin Area(acres) = 4.00 (Ft.) (Ac) (SF) (SF) (Ac) (CF) (CF) (Ac-Ft) Impervious Area (acres) = % , Pervious area (acres) = % Pond Area at NWL(acres) = % ,118 16, , % ,450 21, , REQUIRED TREATMENT VOLUME ,854 25, " of Runoff = [(Basin Area)(1)(.7)]/12"= 0.33 Ac-Ft or 2.5" of runoff from Imp = [(Imp Area)(2.5") ]/12"= 0.57 Ac-Ft STAGE-STORAGE POND A Below Control Elevation Elev. Area Area Avg Area Avg Area Volume Vol. Sum Volume (Ft.) (Ac) (SF) (SF) (Ac) (CF) (CF) (Ac-Ft) TOTAL REQUIRED TREATMENT VOLUME = 0.57 Ac-Ft STAGE-STORAGE POND WEIR ELEV. = Ft NWL ELEV = Ft TREATMENT VOLUME PROVIDED= 0.58 Ac-Ft PERMANENT POOL VOLUME PPV = (BASIN AREA)(C)(WET SEASONAL HIGH RAINFALL DEPTH)(MIN RESIDENCE TIME) (LENGTH OF WET SEASON)(12") BASIN AREA (Ac) = 4.00 WET SEASONAL HIGH RAINFALL DEPTH = 28.5 INCHES MIN RESIDENCE TIME = 21 DAYS , LENGTH OF WET SEASON = 122 DAYS 6, , , COEFFICIENT CALCULATION 12, C= 0.95 * IMPERVIOUS (INCLUDING POND) * PERVIOUS , , C= 0.77 PPV = 0.84 Ac-Ft (REQUIRED) PPV = 1.27 Ac-Ft (REQUIRED) without littoral zone PPV = 2.41 Ac-Ft (PROVIDED) Mean Depth = 7.82 FT (PROVIDED) must be between 2-8 feet

13 Cross Drain Culverts Development Runoff Onsite Storm Frequency: 10 years Slope of Terrain: 1 % Velocity of Runoff: (paved municipal) 65 fpm FDOT Drainage Manual Critical Flow Path: 245 feet Runoff Coeficient: C= 0.5 Time of Concentration:Tc= 3.77 minutes (10 minutes minimum) Rainfall Intensity: I= 7 in/hr Basin Area:A= 1 acres post-development Q= 3.5 cfs* Culvert Hydraulic Design count 1 Pipe Slope (s)= minimum Hydraulic Radius (R)= Manning's (n)= note; estimate for first assumption Required Area= 1.08 sf Required Diameter= 1.17 ft 14 inch Use 1-18" *Based upon Rational Method to determine flow

14 Time of Concentration (T c ) or travel time (T t ) Project: FBI Site Location: Back Beach Road Outfall: adjacent wetlands By KBB Date 9/22/2016 Pre Post Basin Sheet flow (Applicable to Tc only) Segment ID 1. Surface Description (Table 3-1) light underbrush sod 2. Manning's Roughness coeff., n (Table 3-1) Flow Length, L (total L 300 ft) ft Yr 24-Hr rainfall, P 2 in Land slope, s ft/ft T t = 0.007(nL) 0.8 / P s 0.4 hr Shallow Concentrated Flow Segment ID 7. Surface Description (Paved or Unpaved) unpaved swale 8. Flow Length, L ft Watercourse slope, s ft/ft Average Velocity, V (figure 3-1) ft/s T t = L / 3600V hr Channel Flow Segment ID PIPE/gutter 12. Flow Length, L ft T t = L / 3600V (V is assumed at 2 ft/s) hr Watershed or subarea T c or T t (Adding T t in Steps 6,11,and 19) hr total or min total (210-VI-TR-55, Second Ed., June 1986) L:\ \ ac Front Bch Invest\calculations\wet detention basin FBI.xls 9/22/2016

15 85 46' 12'' W Hydrologic Soil Group Bay County, Florida (FBI Soils Map) 85 46' 1'' W 30 11' 24'' N 30 11' 18'' N ' 24'' N 30 11' 18'' N 85 46' 12'' W N Map Scale: 1:1,380 if printed on A landscape (11" x 8.5") sheet. Meters Feet Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS ' 1'' W Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2016 Page 1 of 4

16 Hydrologic Soil Group Bay County, Florida (FBI Soils Map) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Bay County, Florida Survey Area Data: Version 15, Nov 18, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 18, 2015 Mar 7, 2015 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2016 Page 2 of 4

17 Hydrologic Soil Group Bay County, Florida FBI Soils Map Hydrologic Soil Group Hydrologic Soil Group Summary by Map Unit Bay County, Florida (FL005) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 29 Rutlege sand, 0 to 2 percent slopes 30 Pottsburg-Pottsburg, wet, sand, 0 to 2 percent slopes A/D % A/D % Totals for Area of Interest % Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2016 Page 3 of 4

18 Hydrologic Soil Group Bay County, Florida FBI Soils Map Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2016 Page 4 of 4

19 5.5 acre Pre 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 Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench T: N-120 BNDY P: P-130 A: N-130 WETLAND U: B-130 W: W-140 P: P-140b2 A: N140 P: P-140B1 A: N-140B U: B-140B P: P-140 T: N-035 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc.

20 5.5 acre Pre 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 N-035 BASE 02yr24hr N-120 BNDY BASE 02yr24hr N-130 WETLAND BASE 02yr24hr N-140B BASE 02yr24hr N140 BASE 02yr24hr N-035 BASE 100YR24HR N-120 BNDY BASE 100YR24HR N-130 WETLAND BASE 100YR24HR N-140B BASE 100YR24HR N140 BASE 100YR24HR N-035 BASE 25yr1hr N-120 BNDY BASE 25yr1hr N-130 WETLAND BASE 25yr1hr N-140B BASE 25yr1hr N140 BASE 25yr1hr N-035 BASE 25yr24hr N-120 BNDY BASE 25yr24hr N-130 WETLAND BASE 25yr24hr N-140B BASE 25yr24hr N140 BASE 25yr24hr N-035 BASE 25yr2hr N-120 BNDY BASE 25yr2hr N-130 WETLAND BASE 25yr2hr N-140B BASE 25yr2hr N140 BASE 25yr2hr N-035 BASE 25yr4hr N-120 BNDY BASE 25yr4hr N-130 WETLAND BASE 25yr4hr N-140B BASE 25yr4hr N140 BASE 25yr4hr N-035 BASE 25yr8hr N-120 BNDY BASE 25yr8hr N-130 WETLAND BASE 25yr8hr N-140B BASE 25yr8hr N140 BASE 25yr8hr Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 1

21 5.5 acre Pre ==== Basins ============================================================================== Name: B-130 Node: N-130 WETLAND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: B-140B Node: N-140B Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ==== Nodes =============================================================================== Name: N-035 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: N-120 BNDY Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage 10YR 24 HR MAX AT YR 24 HR MAX AT HOURS Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 10

22 5.5 acre Pre Time(hrs) Stage(ft) Name: N-130 WETLAND Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N-140B Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N140 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area BASE FLOWS OUT 100 YEAR 24 HOUR=32.23 CFS HRS 10 YEAR 24 HR=45.36 CFS AT HRS Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 10

23 5.5 acre Pre ==== Pipes =============================================================================== Name: P-130 From Node: N-130 WETLAND Length(ft): Group: BASE To Node: N-120 BNDY Count: 5 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 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 Name: P-140 From Node: N-140B Length(ft): Group: BASE To Node: N-035 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 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 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 10

24 5.5 acre Pre Name: P-140B1 From Node: N140 Length(ft): Group: BASE To Node: N-140B Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 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 Name: P-140b2 From Node: N-140B Length(ft): Group: BASE To Node: N-130 WETLAND Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 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 ==== Weirs =============================================================================== Name: W-140 From Node: N140 Group: BASE To Node: N-130 WETLAND Flow: Both Count: 1 Type: Vertical: Fread Geometry: Parabolic Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 10

25 5.5 acre Pre Top Width(ft): Corres Depth(ft): 2.00 Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE ==== Percolation Links =================================================================== Name: From Node: Flow: Both Group: BASE To Node: Count: 1 Surface Area Option: Use 1st Point in 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: 0 Suction Head(in): Num Cells 2 to 3: 0 Layer Thickness(ft): ==== Hydrology Simulations =============================================================== Name: 002Y024H Filename: D:\KB Projects\icpr\icpr DATA\002Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Fdot-24 Rainfall Amount(in): Name: 025Y008H Filename: D:\KB Projects\icpr\icpr DATA\025Y008H.R32 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 10

26 5.5 acre Pre Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: Fdot-8 Rainfall Amount(in): Name: 025Y024H Filename: D:\KB Projects\icpr\icpr DATA\025Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Fdot-24 Rainfall Amount(in): Name: 100YR24HR Filename: D:\KB Projects\icpr\icpr DATA\100YR24HR.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Fdot-24 Rainfall Amount(in): Name: 25Y002H Filename: D:\KB Projects\icpr\icpr DATA\025Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: Fdot-2 Rainfall Amount(in): Name: 25Y004H Filename: D:\KB Projects\icpr\icpr DATA\025Y004H.R32 Override Defaults: Yes Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 6 of 10

27 5.5 acre Pre Storm Duration(hrs): 4.00 Rainfall File: Fdot-4 Rainfall Amount(in): Name: 25yr1hr Filename: D:\KB Projects\icpr\icpr DATA\025Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: Fdot-1 Rainfall Amount(in): ==== Routing Simulations ================================================================= Name: 02yr24hr Hydrology Sim: 002Y024H Filename: D:\KB Projects\icpr\icpr DATA\02yr24hr.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): Boundary Stages: Boundary Flows: Group Run BASE Yes Name: 100YR24HR Hydrology Sim: 100YR24HR Filename: D:\KB Projects\icpr\icpr DATA\100YR24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 7 of 10

28 5.5 acre Pre 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 Name: 25yr1hr Hydrology Sim: 25yr1hr Filename: D:\KB Projects\icpr\icpr DATA\25yr1hr.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): 2.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Group Run BASE Yes Name: 25yr24hr Hydrology Sim: 025Y024H Filename: D:\KB Projects\icpr\icpr DATA\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): Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 8 of 10

29 5.5 acre Pre Group Run BASE Yes Name: 25yr2hr Hydrology Sim: 25Y002H Filename: D:\KB Projects\icpr\icpr DATA\25yr2hr.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): 3.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Group Run BASE Yes Name: 25yr4hr Hydrology Sim: 25Y004H Filename: D:\KB Projects\icpr\icpr DATA\25yr4hr.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): 6.00 Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 9 of 10

30 5.5 acre Pre Group Run BASE Yes Name: 25yr8hr Hydrology Sim: 025Y008H Filename: D:\KB Projects\icpr\icpr DATA\25yr8hr.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): Boundary Stages: Boundary Flows: Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 10 of 10

31 5.5 acre POST Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole T: N-120 BNDY Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA P: P-130 Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A: ONSITE TRACT U: TRACT D: OUTFALL POND A: N-130 WETLAND U: B-130 W: W-140 P: P-140b2 A: N140 P: P-140B1 A: N-140B U: B-140B P: P-140 T: N-035 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc.

32 5.5 acre POST input ==== Basins ============================================================================== Name: B-130 Node: N-130 WETLAND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 adjacent wetland area to north Name: B-140B Node: N-140B Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: TRACT Node: ONSITE TRACT Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ==== Nodes =============================================================================== Name: N-035 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 11

33 5.5 acre POST input Name: N-120 BNDY Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage 10YR 24 HR MAX AT YR 24 HR MAX AT HOURS Time(hrs) Stage(ft) Name: N-130 WETLAND Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area adjacent wetland area north of site Stage(ft) Area(ac) Name: N-140B Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N140 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 11

34 5.5 acre POST input Type: Stage/Area BASE FLOWS OUT 100 YEAR 24 HOUR=32.23 CFS HRS 10 YEAR 24 HR=45.36 CFS AT HRS Stage(ft) Area(ac) Name: ONSITE TRACT Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) ==== Pipes =============================================================================== Name: P-130 From Node: N-130 WETLAND Length(ft): Group: BASE To Node: N-120 BNDY Count: 5 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 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 Proposed Pipes along Townhome Development Road to boundary Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 11

35 5.5 acre POST input Name: P-140 From Node: N-140B Length(ft): Group: BASE To Node: N-035 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 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 Name: P-140B1 From Node: N140 Length(ft): Group: BASE To Node: N-140B Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 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 Name: P-140b2 From Node: N-140B Length(ft): Group: BASE To Node: N-130 WETLAND Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 1.00 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 11

36 5.5 acre POST input 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 ==== Drop Structures ===================================================================== Name: OUTFALL POND From Node: ONSITE TRACT Length(ft): Group: BASE To Node: N-130 WETLAND Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): Flow: Both Rise(in): Entrance Loss Coef: Invert(ft): Exit Loss Coef: Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 1 for Drop Structure OUTFALL POND *** Count: 1 Bottom Clip(in): Type: Vertical: Mavis Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Rectangular Orifice Disc Coef: TABLE Span(in): Invert(ft): Rise(in): Control Elev(ft): ==== Weirs =============================================================================== Name: W-140 From Node: N140 Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 11