PUNTA GORDA AIRPORT CONSTRUCT TAXIWAY A EXTENSION DRAINAGE REPORT

Transcription

1 PUNTA GORDA AIRPORT CONSTRUCT TAIWAY A ETENSION DRAINAGE REPORT Prepared for the Charlotte County Airport Authority Prepared By: 7650 West Courtney Campbell Causeway Tampa, Florida May 2015

2 TABLE OF CONTENTS PAGE 1.0 INTRODUCTION Project Location Project Description Objective EISTING CONDITIONS Existing Land Uses Soils Floodplains Existing Drainage PROPOSED CONDITIONS Proposed Drainage Stormwater Attenuation Stormwater Treatment ANALYSIS Basin Drainage Areas Curve Number Time of Concentration Rainfall Rainfall Distribution Shape Factor Tailwater Conditions ICPR Model Setup Results Peak Discharge Results MAINTENANCE AND OPERATION...15 i

3 TABLE OF CONTENTS LIST OF TABLES ON PAGE Table 1 Soils within the Contributing Drainage Area 3 Table 2 Existing Condition Drainage Basins within the Contributing Drainage Area 4 Table 3 Proposed Condition Drainage Basins within the Contributing Drainage Area 7 Table 4 Frequency, Duration and Rainfall used in the Existing and Proposed Analysis 11 Table 5 Shape Factors and Site Characteristics 12 Table 6 Peak Tailwater Elevations at the Boundary Nodes 13 Table 7 Summary of Existing and Proposed Conditions Peak Discharge Rates 14 LIST OF FIGURES FOLLOWS Figure 1 Location Map Page 1 Figure 2 Quad Map Figure 1 Figure 3 Property Map Figure 2 Figure 4 Existing Condition Drainage Map Page 4 Figure 5 Proposed Condition Drainage Map Page 7 Figure 6 Vegetated Upland Buffer Page 9 Figure B-1 Existing Condition Basin-Link-Node ICPR Connectivity Appendix B Figure C-1 Proposed Condition Basin-Link-Node ICPR Connectivity Appendix C LIST OF APPENDICES Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G Curve Number and Time of Concentration Calculations Existing Condition ICPR Input and Output Proposed Condition ICPR Input and Output Water Quality Calculations Rainfall Data Floodplain Map Tailwater Data ii

4 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A 1.0 INTRODUCTION 1.1 Project Location The Punta Gorda Airport (Airport) encompasses approximately 1,844-acres, is owned and maintained by the Charlotte County Airport Authority and is located at Airport Road just east of I-75 approximately three miles east of the City of Punta Gorda, Florida. (See Location Map, Figure 1 and Quad Map, Figure 2). The proposed project is within the property boundary of the Airport and is identified as Construct Taxiway A Extension. The project site encompasses approximately 17.1-acres within Sections 10, 11, 14 and 15 Township 41S, Range23E of Charlotte County in an existing airfield infield area surrounded by Taxiway C, Runway 4-22, and Runway Project Description The proposed project consists of the construction of approximately 3.34-acres of new taxiway impervious pavement. The proposed stormwater management system consists of a 90-foot wide Vegetated Upland Buffer (VUBs) extending along the entire length of the proposed taxiway on the east and west sides. Stormwater runoff sheet flowing off the VUBs is collected in proposed ditches which are connected to the existing storm sewer system. The proposed Taxiway A pavement and associated grading completely fills an existing freshwater marsh wetland that encompasses approximately 0.35-acres, fills approximately 0.35-acres of and existing ditch and dredges approximately 1.10-acres of the same ditch. The Airport property boundaries, project limits and proposed development are shown on the Property Map, Figure Objective The Charlotte County Airport Authority has requested the services of the URS Corporation, Inc. to design, prepare construction plans and prepare a Joint Environmental Resource Permit (ERP) application to the Southwest Florida Water Management District (SWFWMD) for the construction of Taxiway A. The purpose of this report is to discuss the proposed drainage systems associated with the proposed development. The drainage report will describe the existing and proposed conditions within a acre drainage area associated with the Taxiway A Project Area. 1

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6 North NTS TAIWAY "A" ETENSION PROJECT AREA (17.1-ACRES)

7 F RO A A RS A F RO A RS FA RO A A RS RS A F RO FA RO 3 A RO FA RS FA RO A RS RS A A RS A FA FA RO RS A A RS RO F A FA RS RO A FA RO A RS FA RO RO RS FA RO A F RO A RS RS A A RS RS A FA RO FA RO FA RO A RS RO F RS A A RS A C FA RO RS A RO FA RO A RS FA FA RO RO A A RS RS A RO FA FA RO A RS FA RO A RS A A F RO RO FA URS Corporation 7650 West Courtney Campbell Causeway Tampa, FL Tel: RS A RO FA RS A RO F A RS RS FA 2 B A RS A RO FA RS A RO FA 3 1 D D C B A PUNTA GORDA AIRPORT A-1 Airport Road Punta Gorda, FL CONSTRUCT TAIWAY "A" ETENSION PROPERTY MAP 5 3

8 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A The drainage report will also describe the proposed improvements within the project area, and the analysis to design a VUB on the east and west sides of the Taxiway A to treat stormwater runoff as recommended in the Statewide Airport Stormwater Best Management Practice Manual dated April 27, The means and methods used to analyze the existing and proposed drainage conditions to demonstrate stormwater attenuation criteria are satisfied is also discussed, which consist of the NRCS method and the utilization of the Interconnected Pond Routing (ICPR) Version 3.10 computer program. 2.0 EISTING CONDITIONS The existing land uses, soils, floodplains, and existing drainage conditions within the acre contributing drainage area, and the 17.1-acre Taxiway A project area, are discussed in the following sections. 2.1 Existing Land Uses The existing land uses within the 17.1-acre Taxiway A Project Area consist of upland and wetland communities as defined by the Florida Land Use Cover and Forms Classification System (FLUCFCS). The upland community within the Taxiway A project area is Airports (811), which is comprised primarily of open grassed area and some existing pavement associated with Taxiway A occupies approximately acres of the project area. The two wetland communities found within the Taxiway A Project Area are Freshwater Marsh (641) and Streams and Waterways (510), which occupy approximately 0.35-ares and 1.45-acres, respectively within the project area. The upland and wetland community types for both project areas are described in more detail in the attached environmental report. 2.2 Soils The soils within the contributing drainage area were determined from the United States Department of Agriculture Natural Resource Conservation Service (USDA NRCS) Soil Survey of Charlotte County, Florida (Soil Survey). The soil types and their delineations obtained from the Soil Survey showing the soils within the contributing drainage area and nearby vicinity are shown in Appendix A Curve Number and Time of Concentration Calculations. The soil types within the contributing drainage basin consist of five non-hydric upland soils and four hydric soils. The soil types within the contributing drainage basin and their respective 2

9 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A hydric/non-hydric classification, and Hydrologic Soil Group (HSG) are shown on Table 1 - Soils within the Contributing Drainage Area. Table1 Soils within the Contributing Drainage Area Hydrologic Map Hydric/Non- Soil Name Soil Symbol Hydric Group 11 Pompano fine sand, 0 to 2 % slopes A/D Non-Hydric 13 Boca fine sand fine sand, 0 to 2 % slopes A/D Non-Hydric 14 Valkaria fine sand, 0 to 2 % slopes A/D Hydric 27 Pompano fine sand, depressional A/D Hydric 28 Immokalee sand, 0 to 2 % slopes B/D Non-Hydric 33 Oldsmar sand, 0 to 2 % slopes A/D Non-Hydric 44 Malabar fine sand, depressional, 0 to 1 % slopes A/D Hydric 53 Myakka fine sand, depressional A/D Hydric 63 Malabar fine sand, high, 0 to 2 % slopes A/D Non-Hydric The Soil Survey indicates the drainage conditions of the nine soils in the contributing drainage basin are poorly drained or very poorly drained as indicated below: (11) Pompano fine sand, 0 to 2 % slopes: poorly drained, (13) Boca fine sand fine sand, 0 to 2 % slopes: poorly drained, (14) Valkaria fine sand, 0 to 2 % slopes: poorly drained (27) Pompano fine sand, depressional: very poorly drained (28) Immokalee sand, 0 to 2 % slopes: poorly drained (33) Oldsmar sand, 0 to 2 % slopes: poorly drained (44) Malabar fine sand, depressional, 0 to 1 % slopes: very poorly drained (53) Myakka fine sand, depressional: very poorly drained (63) Malabar fine sand, high, 0 to 2 % slopes: poorly drained 3

10 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A 2.3 Floodplains The following Flood Insurance Rate Map (FIRM) within unincorporated and incorporated areas of Charlotte County, published by the Federal Emergency Management Agency FEMA was reviewed to determine the location of floodplains within the Taxiway A project area. A copy of the portion of the FRIM showing the project area is located in Appendix F Floodplain Map. Community - Panel Number 12015C0261F Charlotte County, Florida May 5, 2003 The FIRM identified above indicates the Taxiway A Project Area is within the Zone flood zone. Zone is defined by FEMA as areas of outside of the 500-year floodplain. Therefore, no floodplains are impacted by this project. 2.4 Existing Drainage The contributing drainage area associated with the Taxiway A Project Area encompasses approximately acres and was sub-divided into eleven (11) drainage basins as shown on Figure 4 Existing Condition Drainage Map. The 11 drainage basins are listed in Table 2 Existing Condition Drainage Basins within the Contributing Drainage Area along with their respective drainage area, curve number and time of concentration. Table 2 Existing Condition Drainage Basins within the Contributing Drainage Area Pervious Impervious Water or Drainage Total Open Time of Pavement Wetlands Curve Basin Area Space Concentration Area Area Number Name (acres) Area (minutes) (acres) (acres) (acres) C A

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12 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A Table 2 Existing Condition Drainage Basins within the Contributing Drainage Area Pervious Impervious Water or Drainage Total Open Time of Pavement Wetlands Curve Basin Area Space Concentration Area Area Number Name (acres) Area (minutes) (acres) (acres) (acres) 16B C WETLAND TOTAL The contributing drainage area is within the southeast portion of the Airport comprised of undeveloped areas east of Runway 4-22 and the aforementioned grassed airfield infield area surrounded by Taxiway C, Runway 4-22, and Runway The existing impervious area which encompasses approximately acres consists exclusively of paved pavement associated with existing runways and taxiways. No buildings, parking lots, roadways or aprons are within the contributing drainage area. The pervious open spaces within the airfield infield area consist of grass areas that are regularly mowed. The wetlands within the airfield infield area consist of drainage ditches occupying approximately 0.50-acres and a small 0.35-acre freshwater marsh wetland. The pervious areas in the undeveloped areas east of Runway 4-22 consist of scrub brush land with isolated wetlands scattered throughout and two long linear ditches parallel to Runway There are six drainage basins in the undeveloped area east of Runway 4-22 identified as 5, 5C, 6, 7, 8, and 9 that collectively encompass approximately acres. Stormwter runoff within the drainage basins identified as 6, 7, 8 and 9 sheet flow into isolated marsh wetlands. During typical rain events the water is retained within these wetlands, however, during heavy infrequent storm events the water overtops into Drainage Basin 5. Drainage Basin 5 contains a long linear ditch parallel to Runway 4-22 that conveys water southward for approximately 3,600-feet where it turns westward towards Runway The ditch conveys water westward for approximately 330-feet up to the downstream end of another ditch parallel to Runway This other ditch is within Drainage Basin 5C and conveys stormwater runoff southward for approximately 2,800- feet where it joins the downstream end of the ditch in Drainage Basin 5. The confluence of the downstream ends of these two ditches in Drainage Basins 5 and 5C are at the upstream end of an 5

13 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A existing double barrel 18-inch RCP that conveys water westward under Runway This 18- inch RCP discharges into an existing ditch within the airfield infield area. There are five drainage basins in the airfield infield area identified as 16, 16A, 16B, 16C and WETLAND 1 that collectively encompass approximately 68.7-acres. The drainage system in the airfield infield area consists of two ditches. The first ditch is parallel to the west side of Runway 4-22 and flows southward for approximately 1,900-feet from Taxiway C to Runway The first ditch consists of two segments interconnected with an 18-inch cmp. However, this 18-inch cmp is plugged with sediment and is ineffective. Therefore, the upstream end of the ditch fills with water due to the plugged pipe and overtops the culvert into the downstream end of the ditch. The 0.35-acre marsh wetland is connected to the first ditch immediately downstream of the plugged 18-inch cmp. The downstream end of the first joins the upstream end of the second ditch. The aforementioned double barrel 18-inch RCP that conveys water from the undeveloped area of the contributing drainage area under Runway 4-22 discharges into the confluence of these two ditches. The second ditch conveys water in a northwest direction parallel to the east side of Runway up to an existing triple barrel 24-inch RCP culvert that conveys water under Taxiway C into an existing ditch outside of the drainage area analyzed for this project. This ditch outside of the project area continues to convey water in a northwest direction parallel to the east side of Runway up to a series of pipes and ditches that convey the water northward off Airport property to an existing drainage canal on the south side of Henry Street. 3.0 PROPOSED CONDITIONS The proposed project includes extending the existing Taxiway A approximately 2,100-feet from Taxiway C to Runway The extension of Taxiway A provides a parallel taxiway on the west side of Runway 4-22 for its entire length. The construction of Taxiway A adds approximately 3.34-acres of impervious pavement onto an existing grassed infield area surrounded by existing taxiways and runways. The proposed drainage system as described in the next section is designed to accommodate the conveyance, treatment and attenuation of stormwater runoff for the contributing drainage basin with the 3.34-acres of new impervious pavement constructed. 6

14 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A 3.1 Proposed Drainage The acre contributing drainage basin associated with the Taxiway A Project Area changes as a result of constructing Taxiway A. The acre drainage basin is described in this section after the construction the new 3.34-acres of impervious taxiway pavement and the proposed stormwater management system. The number of drainage basins within the acre contributing drainage area remains at 11, however, the WETLAND 1 basin was removed because the existing 0.35-acre marsh wetland is completely filled and Drainage Basin 16A was spilt into two drainage basins identified as 16A and 16D. The proposed drainage basins and proposed drainage system are shown on Figure 5-Proposed Condition Drainage Map. The 11 drainage basins within the proposed condition contributing drainage area are listed in Table 3 Proposed Condition Drainage Basins within the Contributing Drainage Area along with their respective drainage area, curve number and time of concentration. Table 3 Proposed Condition Drainage Basins within the Contributing Drainage Area Pervious Impervious Water or Drainage Total Open Time of Pavement Wetlands Curve Basin Area Space Concentration Area Area Number Name (acres) Area (minutes) (acres) (acres) (acres) C A B C D TOTAL

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16 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A The drainage area in the undeveloped area east of Runway 4-22 comprised of the six drainage basins identified as 5, 5C, 6, 7, 8, and 9 that collectively encompass approximately acres did not change because construction is not proposed within these six basins. Therefore, the drainage conditions are the same as those described for the existing condition is Section 2.4 of this report. The construction of the Taxiway A extension changed the drainage condition within the airfield infield area because it adds approximately 3.34-acres of new impervious surfaces, results in the filling and completely eliminating the 0.35-acre freshwater marsh wetland, re-grading the existing ditch parallel to the west side of Runway 4-22 and the east side of the proposed Taxiway A extension and constructing a new ditch parallel to the proposed Taxiway A extension on the west side. The existing plugged 18-inch cmp joining the two segments of the existing ditch on the west side of Runway 4-22 and the east side of the proposed Taxiway A extension was removed. The area where the pipe was removed became a high spot where the re-graded ditch splits flow to the north and south. The portion of the ditch flowing north is within the drainage basin identified as 16A. This ditch flows north for approximately 1,000-feet and joins the upstream end of a proposed double barrel 14 x 23 ERCP at the proposed mitered end section S-3. This double barrel 14 x 23 ERCP conveys the water westward under the north end of the proposed Taxiway A extension into the upstream end of a proposed ditch on the west side of Taxiway A. This ditch flows southward parallel to Taxiway A for approximately 1,540-feet where it joins the existing ditch flowing northward parallel to Runway The south end of the proposed ditch on the east side of Taxiway A flows southward for approximately 770-feet and joins the upstream end of a proposed double barrel 14 x 23 ERCP at the proposed headwall structure S-1. This double barrel 14 x 23 ERCP conveys the water westward under the south end of the proposed Taxiway A extension into the upstream end of the existing ditch flowing northward parallel to Runway Stormwater Attenuation The two proposed ditches on the east and west sides of Taxiway A coupled with the two double barrel 14 x 23 ERCPs at the north and south ends of these two ditches attenuates stormwater. Therefore, the proposed drainage system parallel to Taxiway A is designed such that peak proposed condition discharge rates for the 2.33-year, 24-hour and 25-year, 24-hour storm events 8

17 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A exiting the project area are less than existing condition discharge rates. This is demonstrated with the existing and proposed conditions ICPR models discussed in Section 4.0 of this report Stormwater Treatment The proposed stormwater treatment system associated with the new pavement for Taxiway A is comprised of overland flow, as described in Section 605 (a) of the Statewide Airport Stormwater Best Management Practices Manual, ( Airside BMP Manual ) Florida Department of Transportation Aviation Office dated April 27, Taxiway A is crowned at the centerline, therefore, stormwater runoff flowing off Taxiway A is deposited onto a 90-foot wide Vegetated Upland Buffer (VUB) stabilized with grass turf on the east and west sides of Taxiway A. This 90-foot VUB extends the entire length of the Taxiway A extension as shown on Figure 6 Vegetated Upland Buffer. The proposed 90-foot wide VUB is comprised of a 20-foot wide shoulder at a 5% grade starting at the proposed edge of pavement for Taxiway A and a70-foot wide safety area at a 3% grade up to the top of bank of the parallel ditch along the west side of Taxiway A and the toe of slope of the parallel ditch along the east side of Taxiway A. A spread sheet calculation provided by the SWFWMD that utilizes the overland flow formula for VUBs was used to design the VUB for this project. The formula is used to determine the minimum width of the VUB based on the rainfall depth for the 2.33-year, 24-hour storm at 4.5- inches, a travel time across the VUB of 200 seconds, a manning roughness coefficient of 0.15 for short grass and an average slope across the VUB of 3.44%. The 200 second travel time is based on the default time contained in the spread sheet provided by the SWFWMD recommended for discharges entering Class III waters. The 3.44% slope is a weighted average of the 20-foot wide shoulder at 5% and the 70-foot wide safety area at 3%. The results of the calculations indicate the minimum width of the VUB shall be feet based on the input parameters indicated above. Therefore, a 90-foot wide VUB is specified on both sides of Taxiway A, which exceeds the minimum width of 25-feet recommended in the Airside BMP Manual. The calculations for the VUB are located in Appendix D Water Quality Calculations. 4.0 ANALYSIS The existing and proposed hydrologic conditions for the acre contributing drainage area were evaluated by the National Resource Conservation Service (NRCS) method as outlined in Technical Release 55 (TR55), Urban Hydrology for Small Watersheds. The NRCS method involves the development of a hydrologic computer model on measurable watershed 9

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19 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A characteristics. Watershed characteristics include soil type, moisture conditions, and land use. These characteristics are used to determine the input parameters of the model. Input parameters include rainfall amount, rainfall distribution, basin drainage areas, curve numbers and times of concentration. Hydrodynamic computer models were developed for the existing and proposed conditions using the Interconnected Pond Routing (ICPR) version 3.10 computer program to develop hydrographs. The methods and sources used to determine the following input parameters for the NRCS method and the ICPR model are as follows: 4.1 Basin Drainage Areas The basin boundaries for the existing condition were delineated based on a topographic survey of the project area and contours from an aerial survey of the entire Airport property (see Figure 4). The basin boundaries altered by the proposed project were determined from the proposed design grades shown in the construction plans (see Figure 5). 4.2 Curve Number The major factors that determine curve number are the hydrologic soil group, land use and antecedent runoff condition. Soil groups and their respective hydrologic soil groups were determined from information in the Soil Survey. Land use was determined from aerial photographs, the most recent base map for the Airport and the proposed project site layout. Curve numbers for each basin were determined from tables in the TR-55 manual based on the hydrologic soil conditions for each soil type, land use, and an antecedent moisture condition of II. The existing condition and proposed condition curve number calculations are shown in Appendix A. 4.3 Time of Concentration The time of concentration is defined as the time for runoff to travel from the hydraulically most distant point of the basin to a point of interest (node point) within the basin. The time of concentration for each basin was the sum of one or more of the following types of flow regimes; sheet flow and shallow concentrated flow. The type that occurs was determined from aerial photography supplemented with contours from field survey and the proposed grading plan. Characteristics that influence time of concentration are surface roughness, channel shape, and slope. Sheet flow and shallow concentrated flow were determined by the methods outlined in the 10

20 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A TR-55 manual. The existing condition and proposed condition time of concentration calculations are shown in Appendix A. 4.4 Rainfall The rainfall amounts for the 2.33-year, 24-hour (man annual) and 25-year, 24-hour storm events are shown in Table 4-Frequency, Duration and Rainfall used in the Existing and Proposed Analysis. The rainfall amounts are from rainfall depth maps located in the SWFWMD permit manual, which are located in Appendix E-Rainfall Data. Table 4 Frequency, Duration and Rainfall Used in the Existing and Proposed Analysis Frequency (Year) Duration (Hour) Rainfall (in) Rainfall Distribution The intensity of rainfall varies considerably during a storm. Therefore, a synthetic (Type II Florida Modified) rainfall time distribution is used in the computer models. This distribution includes maximum rainfall intensities for the selected design frequency arranged in a sequence that is critical for producing peak runoff. 4.6 Shape Factor The shape factor accounts for the effect of watershed storage. Table 5-Shape Factors and Site Characteristics show the relationship between some commonly used shape factors and basin characteristics that affect storage. The shape factor is inversely proportional to the amount of storage potential in a basin. High shape factors indicate low storage potential and visa versa. Therefore, a shape factor of 256 is utilized because of the mild slopes and the potential for runoff to be trapped and isolated in pockets that occur within the contributing drainage basins. 11

21 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A Table 5 Shape Factors and Site Characteristics Peak Rate Factor Range Site Storage characteristics 256 to 284 Significant surface storage, mild slopes 323 to 384 Moderate surface storage, mild slopes, lack of drainage features 484 Little or no storage, moderate to steep slopes 4.7 Tailwater Conditions Stormwater runoff from the contributing drainage area outfalls through the existing triple barrel 24-inch RCP under Taxiway C into the ditch parallel to Runway identified as the time/stage boundary node Stormwater could also potentially outfall from the contributing drainage area into the infield area west of Runway at the time/stage boundary node 17-1 and the existing ditch in the undeveloped portion of the study area at the time/stage boundary node 5B-1. However, the 17-1 and 5B-1 time/stage/ boundary nodes only receive discharge during heavy infrequent storm events. The results of the model indicate the Nodes 17-1 and 5B- 1 received no discharge from the contributing drainage area during the 2.33-year, 24-hour and 25-year, 24-hour model simulations. Nodes 17-1 and 5B-1 were included in the existing condition and proposed condition models for this project because the Airport wide ICPR model included in the Airport Stormwater Master Plan (SWMP) shows the drainage nodes 16-1 and 5-2 within the project area drainage area hydraulically connected to the drainage nodes 17-1 and 5B- 1, respectively, with overtopping weirs. The peak water stages and the time these peak water stages occur were obtained from the ICPR model results from the Airport wide ICPR model included in the Airport SWMP (see Appendix G Tailwater Data). The Airport wide ICPR model did not analyze the 2.33-year, 24-hour storm event. Therefore, 25-year, 24-hour peak stages from the Airport wide ICPR are used in the time/stage rating curves for the three boundary nodes in the existing condition and proposed condition ICPR models for the 2.33-year, 24-hour storm event and 25-year, 24-hour storm simulations for this project. The peak water elevations and their respective time to peak for the 25-year, 24-hour storm event for the three boundary nodes are summarized in Table 6 Peak Tailwater Elevations at the Boundary Nodes. The elevation data in the Airport Wide ICPR model are based on the 1929 NGVD vertical datum, whereas the elevations in the existing and proposed conditions ICPR models for this project are based on the 1988 NAVD datum. Therefore, the peak water stages for the three boundary nodes obtained from the Airport wide ICPR model were reduced by the conversion factor of 1.14-feet. 12

22 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A Table 6 Peak Tailwater Elevations at the Boundary Nodes Time/Stage Peak Water Surface Elevation 25-yr, 24-hr Storm Event Time to Peak Boundary Node 1929 NGVD Datum (ft) 1988 NAVD Datum (ft) (hr) B ICPR Model Setup The aforementioned parameters are used in the exiting condition and proposed condition hydrodynamic computer models, ICPR version 3.10, to determine excess rainfall (runoff). The program computes composite runoff hydrographs for the basins in the existing and proposed condition. The ICPR program routs the basins, to nodes to determine flows and stages. This concept requires that the drainage system be broken down into a network of nodes and reaches. A node is a discrete location in the drainage system where conservation of mass or continuity is maintained. Links are the connections between nodes and are used to transfer or convey water through the drainage system. Reaches consist of pipes and weirs. Nodes and links are established from information from the field survey, Airport wide ICPR model, proposed contours and the proposed drainage design. Nodes consist of wetlands, ditches and low spots where water collects. The existing condition hydrologic/hydraulic ICPR model is a simulated model of the contributing drainage area prior to the construction of the proposed project. The proposed condition hydrologic/hydraulic ICPR model simulates the contributing drainage area after the construction of the proposed project and proposed drainage system. The ICPR input and output for the existing and proposed conditions are located in Appendix B and Appendix C, respectively. 4.9 Results The results of the analysis demonstrate that the proposed project meets all water quantity and water quality requirements mandated by the SWFWMD. The water quality requirements are 13

23 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A satisfied with the construction of the VUB as described in Section of this report. water quantity results are discussed in the following section. The Peak Discharge Results The SWFWMD requires the runoff leaving the site shall not cause adverse off-site impacts for the 2.33-year, 24-hour and the 25-year, 24-hour storm events. The project site discharges storm water runoff into the boundary node identified as Node 14-1 during the 2.33-year, 24-hour and the 25-year, 24-hour storm events through the existing triple barrel 24-inch RCP under Taxiway C. Node 14-1 represents the downstream end of the existing ditch parallel to Runway This ditch conveys water northward to drainage systems that conveys water to the off-site canal on the south side of Henry Street. Therefore, to ensure off-site drainage systems are not adversely impacted, the design of the proposed stormwater management is such that the peak proposed condition discharge rates are less than the peak existing condition discharge rates for the 2.33-year, 24-hour and the 25-year, 24-hour storm events into the 14-1 boundary node. Attenuation is provided in the two proposed ditches on the east and west sides of Taxiway A. Most of the attenuation occurs within the proposed ditch on the east side of Taxiway A because of the two proposed double barrel 14 x 23 ERCPs at the north and south ends because they serve as a choke point and slow down the rate of flow contributed from the large undeveloped area to the east. Results of the existing condition and proposed condition ICPR models indicate this requirement is satisfied as shown in Table 7- Summary of Existing and Proposed Conditions Peak Discharge Rates. Table 7 Summary of Existing and Proposed Conditions Peak Discharge Rates Peak Discharge Rates into Boundary Nodes 14-1 and 13-H Boundary Node Existing Condition Proposed Condition (cfs) (cfs) Mean Annual 25-yr, 24-hr Mean Annual 25-yr, 24-hr B Total

24 CHARLOTTE COUNTY AIRPORT AUTHORITY CONSTRUCT TAIWAY A 5.0 MAINTENANCE AND OPERATION The maintenance and operation function of the proposed VUB, ditches and pipes is the responsibility of the Charlotte County Airport Authority. The stormwater management systems should be inspected on a monthly basis and after each storm event for the following critical items: Accumulation of sediment and other debris blocking flows in the pipes, Erosion within the ditches, around end treatments for the proposed pipes and the VUB,. Excessive growth of nuisance vegetation within the ditches. The ditches and VUB should be mowed on a regular basis to prevent excessive growth of vegetation. The proposed pipes, and their end treatments (i.e. mitered end sections and headwalls) should also be inspected and cleaned periodically. 15

25 APPENDI A CURVE NUMBER AND TIME OF CONCENTRATION CALCULATIONS

26 EISTING CONDITION CURVE NUMBER CALCULATIONS

27 Project: Punta Gorda Airport Construct Taxiway A Sheet 1 of 1 Subject: Existing Condition Curve Number Calculations Computed By: RWP Date: Project No.: Checked By: Date: Existing Condition Curve Number Calculations CN=((AC)i(CN)i+(AC)i+1(CN)i+1+(AC)i+2(CN)i+2 +.(AC)n-1(CN)n-1+(AC)n(CN)n))/Total Area Basin Total Impervious Area Pervious Area Composite Name Area Land Use Pavement and Soil Land Use Roofs Hydrologic Open Space Brush Meaddow Wetland (AC) (AC) CN Group (AC) CN (AC) CN (AC) CN (AC) CN CN D C D D D D D D A D B D C D WETLAND D Total

28 PROPOSED CONDITION CURVE NUMBER CALCULATIONS

29 Project: Punta Gorda Airport Construct Taxiway A Sheet 1 of 2 Subject: Proposed Condition Curve Number Calculations Computed By: RWP Date: Project No.: Checked By: Date: Proposed Condition Curve Number Calculations CN=((AC)i(CN)i+(AC)i+1(CN)i+1+(AC)i+2(CN)i+2 +.(AC)n-1(CN)n-1+(AC)n(CN)n))/Total Area Basin Total Impervious Area Pervious Area Composite Name Area Land Use Pavement and Soil Land Use Roofs Hydrologic Open Space Brush Meaddow Wetland (AC) (AC) CN Group (AC) CN (AC) CN (AC) CN (AC) CN CN D C D D D D D D A D B D C D D D Total

30 BACKUP DATA FOR CURVE NUMBER CALCULATIONS

31 82 0' 44'' W Hydrologic Soil Group Charlotte County, Florida 81 57' 49'' W 26 55' 39'' N 26 53' 58'' N ' 39'' N 26 53' 58'' N 82 0' 44'' W N Map Scale: 1:22,100 if printed on A landscape (11" x 8.5") sheet. Meters Feet Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS ' 49'' W Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/4/2015 Page 1 of 4

32 Hydrologic Soil Group Charlotte County, Florida 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. 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: Charlotte County, Florida Survey Area Data: Version 11, Sep 9, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: 18, 2011 Feb 10, 2010 Mar 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 3/4/2015 Page 2 of 4

33 Hydrologic Soil Group Charlotte County, Florida Hydrologic Soil Group Hydrologic Soil Group Summary by Map Unit Charlotte County, Florida (FL015) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 10 Pompano fine sand, 0 to 2 percent slopes 11 Myakka fine sand, 0 to 2 percent slopes 12 Felda fine sand, 0 to 2 percent slopes 13 Boca fine sand, 0 to 2 percent slopes 14 Valkaria fine sand, 0 to 2 percent slopes 26 Pineda fine sand, 0 to 2 percent slopes 27 Pompano fine sand, depressional 28 Immokalee sand, 0 to 2 percent slopes 33 Oldsmar sand, 0 to 2 percent slopes 34 Malabar fine sand, 0 to 2 percent slopes 35 Wabasso sand, 0 to 2 percent slopes 40 Anclote sand, depressional 42 Wabasso sand, limestone substratum 43 Smyrna fine sand, 0 to 2 percent slopes 44 Malabar fine sand, depressional, 0 to 1 percent slopes 49 Felda fine sand, depressional 53 Myakka fine sand, depressional 63 Malabar fine sand, high, 0 to 2 percent slopes 69 Matlacha gravelly fine sand 73 Pineda fine sand, depressional, 0 to 1 percent slopes A/D % A/D % A/D % A/D % A/D % A/D % A/D % B/D % A/D % A/D % C/D % A/D % C/D % A/D % A/D % A/D % A/D % A/D % B % A/D % Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/4/2015 Page 3 of 4

34 Hydrologic Soil Group Charlotte County, Florida Hydrologic Soil Group Summary by Map Unit Charlotte County, Florida (FL015) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 99 Water % Totals for Area of Interest 1, % 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. 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 3/4/2015 Page 4 of 4

35 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas 1/ Curve numbers for Cover description hydrologic soil group Average percent Cover type and hydrologic condition impervious area 2/ A B C D Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.) 3/ : Poor condition (grass cover < 50%) Fair condition (grass cover 50% to 75%) Good condition (grass cover > 75%) Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way) Streets and roads: Paved; curbs and storm sewers (excluding right-of-way) Paved; open ditches (including right-of-way) Gravel (including right-of-way) Dirt (including right-of-way) Western desert urban areas: Natural desert landscaping (pervious areas only) 4/ Artificial desert landscaping (impervious weed barrier, desert shrub with 1- to 2-inch sand or gravel mulch and basin borders) Urban districts: Commercial and business Industrial Residential districts by average lot size: 1/8 acre or less (town houses) /4 acre /3 acre /2 acre acre acres Developing urban areas Newly graded areas (pervious areas only, no vegetation) 5/ Idle lands (CN s are determined using cover types similar to those in table 2-2c). 1 Average runoff condition, and I a = 0.2S. 2 The average percent impervious area shown was used to develop the composite CN s. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN s for other combinations of conditions may be computed using figure 2-3 or CN s shown are equivalent to those of pasture. Composite CN s may be computed for other combinations of open space cover type. 4 Composite CN s for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN = 98) and the pervious area CN. The pervious area CN s are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN s to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development (impervious area percentage) and the CN s for the newly graded pervious areas. (210-VI-TR-55, Second Ed., June 1986) 2 5

36 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2c Runoff curve numbers for other agricultural lands 1/ Curve numbers for Cover description hydrologic soil group Hydrologic Cover type condition A B C D Pasture, grassland, or range continuous Poor forage for grazing. 2/ Fair Good Meadow continuous grass, protected from grazing and generally mowed for hay. Brush brush-weed-grass mixture with brush Poor the major element. 3/ Fair Good 30 4/ Woods grass combination (orchard Poor or tree farm). 5/ Fair Good Woods. 6/ Poor Fair Good 30 4/ Farmsteads buildings, lanes, driveways, and surrounding lots. 1 Average runoff condition, and I a = 0.2S. 2 Poor: <50%) ground cover or heavily grazed with no mulch. Fair: 50 to 75% ground cover and not heavily grazed. Good: > 75% ground cover and lightly or only occasionally grazed. 3 Poor: <50% ground cover. Fair: 50 to 75% ground cover. Good: >75% ground cover. 4 Actual curve number is less than 30; use CN = 30 for runoff computations. 5 CN s shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CN s for woods and pasture. 6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing, and litter and brush adequately cover the soil. (210-VI-TR-55, Second Ed., June 1986) 2 7

37 EISTING CONDITION TIME OF CONCENTRATION CALCULATIONS

38 Project: Punta Gorda Airport Construct Taxiway A Sheet 1 of 1 Subject: Existing Condition Time of Concentration Calculations Computed By: RWP Date: Project No.: Checked By: Date: Basin Existing Condition Time of Concentration Calculations Sheet Flow Shallow Concentrated Flow T1 = (0.007*(n*L)^0.8) / (P2^0.5)*(s^0.4) *60min/hr Avg. Vel (V), Figure 3-1 T2 = (L/V) / 60 sec/min. Surface Mannings Flow 2yr-24hr Land Time Surface Flow Water Avg. Time Total Type Coeff. Lgth. Rainfall Slope Type Lgth. Course Vel. Time Slope n (1) L (2) P2 (3) s (4) T1 L s (4) V (5 & 6) T2 Tc (ft) (in) (ft/ft) (min) (ft) (ft/ft) (ft/s) (min) (min) 5 Dense Grass Unpaved C Dense Grass Unpaved Dense Grass Unpaved Dense Grass Unpaved Dense Grass Unpaved Dense Grass Unpaved Grass Unpaved A Grass Unpaved Paved Unpaved B Grass Total C Grass Unpaved WETLAND 1 Grass Unpaved

39 PROPOSED CONDITION TIME OF CONCENTRATION CALCULATIONS

40 Project: Punta Gorda Airport Construct Taxiway A Sheet 1 of 1 Subject: Proposed Condition Time of Concentration Calculations Computed By: RWP Date: Project No.: Checked By: Date: Basin Proposed Condition Time of Concentration Calculations Sheet Flow Shallow Concentrated Flow T1 = (0.007*(n*L)^0.8) / (P2^0.5)*(s^0.4) *60min/hr Avg. Vel (V), Figure 3-1 T2 = (L/V) / 60 sec/min. Surface Mannings Flow 2yr-24hr Land Time Surface Flow Water Avg. Time Total Type Coeff. Lgth. Rainfall Slope Type Lgth. Course Vel. Time Slope n (1) L (2) P2 (3) s (4) T1 L s (4) V (5 & 6) T2 Tc (ft) (in) (ft/ft) (min) (ft) (ft/ft) (ft/s) (min) (min) 5 Dense Grass Unpaved C Dense Grass Unpaved Dense Grass Unpaved Dense Grass Unpaved Dense Grass Unpaved Dense Grass Unpaved Grass Unpaved Pavement A Grass Total Unpaved Pavement B Grass Total Unpaved C Grass Unpaved D Grass Unpaved

41 BACKUP DATA FOR TIME OF CONCENTRATION CALCULATIONS

42 Chapter 3 Time of Concentration and Travel Time Technical Release 55 Urban Hydrology for Small Watersheds Sheet flow Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With sheet flow, the friction value (Manning s n) is an effective roughness coefficient that includes the effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and erosion and transportation of sediment. These n values are for very shallow flow depths of about 0.1 foot or so. Table 3-1 gives Manning s n values for sheet flow for various surface conditions. Table 3-1 Roughness coefficients (Manning s n) for sheet flow Surface description n 1/ Smooth surfaces (concrete, asphalt, gravel, or bare soil) Fallow (no residue) Cultivated soils: Residue cover 20% Residue cover >20% Grass: Short grass prairie Dense grasses 2/ Bermudagrass Range (natural) Woods: 3/ Light underbrush Dense underbrush The n values are a composite of information compiled by Engman (1986). 2 Includes species such as weeping lovegrass, bluegrass, buffalo grass, blue grama grass, and native grass mixtures. 3 When selecting n, consider cover to a height of about 0.1 ft. This is the only part of the plant cover that will obstruct sheet flow. For sheet flow of less than 300 feet, use Manning s kinematic solution (Overtop and Meadows 1976) to compute T t : nl Tt = ( ).. ( P2 ) s where: [eq. 3-3] T t = travel time (hr), n = Manning s roughness coefficient (table 3-1) L = flow length (ft) P 2 = 2-year, 24-hour rainfall (in) s = slope of hydraulic grade line (land slope, ft/ft) This simplified form of the Manning s kinematic solution is based on the following: (1) shallow steady uniform flow, (2) constant intensity of rainfall excess (that part of a rain available for runoff), (3) rainfall duration of 24 hours, and (4) minor effect of infiltration on travel time. Rainfall depth can be obtained from appendix B. Shallow concentrated flow After a maximum of 300 feet, sheet flow usually becomes shallow concentrated flow. The average velocity for this flow can be determined from figure 3-1, in which average velocity is a function of watercourse slope and type of channel. For slopes less than ft/ft, use equations given in appendix F for figure 3-1. Tillage can affect the direction of shallow concentrated flow. Flow may not always be directly down the watershed slope if tillage runs across the slope. After determining average velocity in figure 3-1, use equation 3-1 to estimate travel time for the shallow concentrated flow segment. Open channels Open channels are assumed to begin where surveyed cross section information has been obtained, where channels are visible on aerial photographs, or where blue lines (indicating streams) appear on United States Geological Survey (USGS) quadrangle sheets. Manning s equation or water surface profile information can be used to estimate average flow velocity. Average flow velocity is usually determined for bankfull elevation. (210-VI-TR-55, Second Ed., June 1986) 3 3

43 Appendix F Equations for figures and exhibits This appendix presents the equations used in procedure applications to generate figures and exhibits in TR-55. Figure 2-1 (runoff equation): P CN Q = P CN where Q = runoff (in) P = rainfall (in) CN = runoff curve number Figure 2-3 (composite CN with connected impervious area): Pimp CNc = CNp + CN ( 98 p) 100 where CN c = composite runoff curve number CN p = pervious runoff curve number P imp = percent imperviousness. Figure 2-4 (composite CN with unconnected impervious areas and total impervious area less than 30%): Pimp CNc = CNp + CNp R ( 98 ) where R = ratio of unconnected impervious area to total impervious area. 2 ( ) Figure 3-1 (average velocities for estimating travel time for shallow concentrated flow): Unpaved V = (s) 0.5 Paved V = (s) 0.5 where V= average velocity (ft/s) s = slope of hydraulic grade line (watercourse slope, ft/ft) These two equations are based on the solution of Manning s equation (eq. 3-4) with different assumptions for n (Manning s roughness coefficient) and r (hydraulic radius, ft). For unpaved areas, n is 0.05 and r is 0.4; for paved areas, n is and r is 0.2. Exhibit 4 (unit peak discharges for SCS tvpe I, IA, II, and III distributions): 2 ( u)= o + ( c)+ ( c) log q C C log T C log T 1 2[ ] where q u = unit peak discharge (csm/in) T c = time of concentration (hr) (minimum, 0.1; maximum, 10.0) C 0, C 1, C 2 = coefficients from table F-1 Figure 6-1 (approximate detention basin routing through single- and multiple-stage structures for 24-hour rainfalls of the indicated type): C q 2 o o C q o q1 q1 VS C C q = o + 1 Vr q where V s /V r = ratio of storage volume (V s ) to runoff volume (V r ) q o /q i = ratio of peak outflow discharge (q o ) to peak inflow discharge (q i ) C 0, C 1, C 2, C 3 = coefficients from table F-2 3 (210-VI-TR-55, Second Ed., June 1986) F 1

44 APPENDI B EISTING CONDITION ICPR INPUT AND OUTPUT

45 EISTING CONDITION ICPR LINK- NODE CONNECTIVITY

46 Punta Gorda Airport Construct Taxiway A Existing Condition Basin Link Node ICPR Connectivity Report Name Group From Node To Node Type U/S Geometry D/S Geometry Flow Dir Count BASE Pipe Circular Circular Both C BASE C Pipe Circular Circular Both 2 161B-161C BASE 16-1B 16-1C Channel Irregular Irregular Both 1 161C-161 BASE 16-1C 16-1 Channel Irregular Irregular Both BASE Channel Irregular Irregular Both BASE Channel Irregular Irregular Both BASE Channel Irregular Irregular Both BASE Vertical WGO Paved Rectangular Both 1 161_141 BASE Vertical WGO Paved Rectangular Both 1 161A-161B BASE 16-1A 16-1B Vertical WGO Mavis Irregular Both 1 51_161C BASE C Vertical WGO Paved Rectangular Both B1 BASE 5-2 5B-1 Vertical WGO Fread Irregular Both BASE Vertical WGO Fread Rectangular Both BASE Vertical WGO Fread Rectangular Both BASE Vertical WGO Fread Rectangular Both BASE Vertical WGO Mavis Irregular Both BASE Vertical WGO Mavis Irregular Both BASE Vertical WGO Mavis Irregular Both 1 WET1-161B BASE WETLAND B Vertical WGO Mavis Irregular Both 1

47 D T:5B-1 D W:52-5B1 A:5-2 A:6-1 U:6 W:71-81 A:7-1 A:16-1A U:7 U:16A C:52-53 W:161A-161B A:5-3 U:5C W:61-51 A:8-1 U:8 C A:WETLAND 1 U:WETLAND 1 W:WET1-161B A:16-1B U:16B C:53-54 A:5-4 W:81-51 A:9-1 U:9 W:81-91 C C:161B-161C C:54-51 W:91-51 W:71-51 A:16-1A U:16A T:14-1 T:14-1 P: W:161_141 A:16-1 U:16 C:161C-161 A:16-1C U:16C W:51_161C P:51-161C A:5-1 U:5 W:51_161C P:51-161C W: T:17-1 B B A A URS Corporation 7650 West Courtney Campbell Causeway Tampa, FL Tel: PUNTA GORDA AIRPORT A-1 Airport Road Punta Gorda, FL CONSTRUCT TAIWAY "A" ETENSION EISTING CONDITION BASIN-LINK-NODE CONNECTIVITY DIAGRAM B-1

48 EISTING CONDITION ICPR INPUT

49 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 16 Node: 16-1 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(%): Name: 16A Node: 16-1A 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(%): Name: 16B Node: 16-1B 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(%): Name: 16C Node: 16-1C 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(%): Name: 5 Node: 5-1 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(%): Name: 5C Node: 5-3 Status: Onsite Page 1 of 16

50 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report 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(%): Name: 6 Node: 6-1 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(%): Name: 7 Node: 7-1 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(%): Name: 8 Node: 8-1 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(%): Name: 9 Node: 9-1 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(%): Name: WETLAND 1 Node: WETLAND 1 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 Page 2 of 16

51 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 14-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: 16-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 16-1A Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 16-1B Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 16-1C Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Page 3 of 16

52 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Stage(ft) Area(ac) Name: 17-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: 5-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 5-2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 5-3 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 5-4 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Page 4 of 16

53 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Name: 5B-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: 6-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 7-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 8-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 9-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Page 5 of 16

54 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Name: WETLAND 1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: 161 Encroachment: No Group: BASE Station(ft) Elevation(ft) Manning's N Name: 161A-161B Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: 161B Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Page 6 of 16

55 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Name: 161CN Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: 161CS Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: 52-5B1 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Page 7 of 16

56 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Page 8 of 16

57 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: WET1-161B Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: From Node: 16-1 Length(ft): Group: BASE To Node: 14-1 Count: 3 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn 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: C From Node: 5-1 Length(ft): Group: BASE To Node: 16-1C Count: 2 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 0.00 Page 9 of 16

58 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: 161B-161C From Node: 16-1B Length(ft): Group: BASE To Node: 16-1C Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: 161B 161CN Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: 161C-161 From Node: 16-1C Length(ft): Group: BASE To Node: 16-1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: 161CS 161 Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: From Node: 5-2 Length(ft): Group: BASE To Node: 5-3 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Page 10 of 16

59 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: From Node: 5-3 Length(ft): Group: BASE To Node: 5-4 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: From Node: 5-4 Length(ft): Group: BASE To Node: 5-1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: From Node: 16-1 Page 11 of 16

60 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Group: BASE To Node: 17-1 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: 161_141 From Node: 16-1 Group: BASE To Node: 14-1 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: 161A-161B From Node: 16-1A Group: BASE To Node: 16-1B Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: 161A-161B Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: 51_161C From Node: 5-1 Group: BASE To Node: 16-1C Flow: Both Count: 1 Type: Vertical: Paved Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Page 12 of 16

61 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Name: 52-5B1 From Node: 5-2 Group: BASE To Node: 5B-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Irregular Sec: 52-5B1 Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 6-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 7-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 7-1 Group: BASE To Node: 8-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Page 13 of 16

62 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Name: From Node: 8-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 8-1 Group: BASE To Node: 9-1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 9-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: WET1-161B From Node: WETLAND 1 Group: BASE To Node: 16-1B Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: WET1-161B Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Page 14 of 16

63 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 233yr-24hr Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\EISTING\233yr-24hr.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FLMOD Rainfall Amount(in): 4.50 Time(hrs) Print Inc(min) Name: 25yr-24hr Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\EISTING\25yr-24hr.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FLMOD Rainfall Amount(in): 8.00 Time(hrs) Print Inc(min) ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 233yr-24hr Hydrology Sim: 233yr-24hr Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\EISTING\233yr-24hr.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: Time(hrs) Print Inc(min) Group Run BASE Yes Name: 25yr-24hr Hydrology Sim: 25yr-24hr Page 15 of 16

64 Punta Gorda Airport Construct Taxiway A Existing Condition ICPR Input Report Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\EISTING\25yr-24hr.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: Time(hrs) Print Inc(min) Group Run BASE Yes Page 16 of 16

65 EISTING CONDITION ICPR BASIN MAIMUM COMPARISON OUTPUT REPORT

66 Punta Gorda Airport Construct Taxiway A Existing Condition Basin Maximum Condition ICPR Output Report Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft yr-24hr 16 BASE yr-24hr 16 BASE yr-24hr 16A BASE yr-24hr 16A BASE yr-24hr 16B BASE yr-24hr 16B BASE yr-24hr 16C BASE yr-24hr 16C BASE yr-24hr 5 BASE yr-24hr 5 BASE yr-24hr 5C BASE yr-24hr 5C BASE yr-24hr 6 BASE yr-24hr 6 BASE yr-24hr 7 BASE yr-24hr 7 BASE yr-24hr 8 BASE yr-24hr 8 BASE yr-24hr 9 BASE yr-24hr 9 BASE yr-24hr WETLAND 1 BASE yr-24hr WETLAND 1 BASE Page 1 of 1

67 EISTING CONDITION ICPR NODE MAIMUM COMPARISON OUTPUT REPORT

68 Punta Gorda Airport Construct Taxiway A Existing Condition Node Maximum Condition ICPR Output Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr A BASE 233yr-24hr A BASE 25yr-24hr B BASE 233yr-24hr B BASE 25yr-24hr C BASE 233yr-24hr C BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr B-1 BASE 233yr-24hr B-1 BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr WETLAND 1 BASE 233yr-24hr WETLAND 1 BASE 25yr-24hr Page 1 of 1

69 EISTING CONDITION ICPR LINK MAIMUM COMPARISON OUTPUT REPORT

70 Punta Gorda Airport Construct Taxiway A Existing Condition Link Maximum Condition ICPR Output Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr _141 BASE 233yr-24hr _141 BASE 25yr-24hr A-161B BASE 233yr-24hr A-161B BASE 25yr-24hr B-161C BASE 233yr-24hr B-161C BASE 25yr-24hr C-161 BASE 233yr-24hr C-161 BASE 25yr-24hr C BASE 233yr-24hr C BASE 25yr-24hr _161C BASE 233yr-24hr _161C BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr B1 BASE 233yr-24hr B1 BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr Page 1 of 2

71 Punta Gorda Airport Construct Taxiway A Existing Condition Link Maximum Condition ICPR Output Report BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr WET1-161B BASE 233yr-24hr WET1-161B BASE 25yr-24hr Page 2 of 2

72 APPENDI C PROPOSED CONDITION ICPR INPUT AND OUTPUT

73 PROPOSED CONDITION ICPR LINK- NODE CONNECTIVITY

74 Punta Gorda Airport Construct Taxiway A Proposed Condition Basin Link Node Connectivity Report Name Group From Node To Node Type U/S Geometry D/S Geometry Flow Dir Count BASE Pipe Circular Circular Both 3 161A-161D BASE 16-1A 16-1D Pipe Horz Ellipse Horz Ellipse Both 2 161B-161C BASE 16-1B 16-1C Pipe Horz Ellipse Horz Ellipse Both B BASE B Pipe Circular Circular Both 2 161C-161 BASE 16-1C 16-1 Channel Irregular Irregular Both 1 161D-161C BASE 16-1D 16-1C Channel Irregular Irregular Both BASE Channel Irregular Irregular Both BASE Channel Irregular Irregular Both BASE Channel Irregular Irregular Both BASE Vertical WGO Paved Rectangular Both 1 161_141 BASE Vertical WGO Paved Rectangular Both 1 51_161C BASE C Vertical WGO Paved Rectangular Both B1 BASE 5-2 5B-1 Vertical WGO Fread Irregular Both BASE Vertical WGO Fread Rectangular Both BASE Vertical WGO Fread Rectangular Both BASE Vertical WGO Fread Rectangular Both BASE Vertical WGO Mavis Irregular Both BASE Vertical WGO Mavis Irregular Both BASE Vertical WGO Mavis Irregular Both 1 BASE Drop Structure Circular Circular Both 1

75 D D T:5B-1 A:16-1A U:16A W:52-5B1 A:6-1 U:6 W:71-81 A:7-1 U:7 P:161A-161D A:5-2 W:61-51 A:8-1 U:8 A:16-1D U:16D C:52-53 C A:5-3 U:5C W:81-51 W:81-91 C C:161D-161C A:16-1B U:16B P:51-161B C:53-54 A:9-1 A:5-4 U:9 A:16-1A U:16A W:91-51 P:161B-161C C:54-51 T:14-1 T:14-1 P: W:161_141 A:16-1 U:16 C:161C-161 A:16-1C U:16C W:51_161C A:5-1 U:5 W:71-51 P: W:161_141 W: T:17-1 B B A A URS Corporation 7650 West Courtney Campbell Causeway Tampa, FL Tel: PUNTA GORDA AIRPORT A-1 Airport Road Punta Gorda, FL CONSTRUCT TAIWAY "A" ETENSION PROPOSED CONDITION BASIN-LINK-NODE CONNECTIVITY DIAGRAM C-1

76 PROPOSED CONDITION ICPR INPUT

77 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 16 Node: 16-1 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(%): Name: 16A Node: 16-1A 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(%): Name: 16B Node: 16-1B 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(%): Name: 16C Node: 16-1C 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(%): Name: 16D Node: 16-1D 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(%): Name: 5 Node: 5-1 Status: Onsite Page 1 of 16

78 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report 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(%): Name: 5C Node: 5-3 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(%): Name: 6 Node: 6-1 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(%): Name: 7 Node: 7-1 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(%): Name: 8 Node: 8-1 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(%): Name: 9 Node: 9-1 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 Page 2 of 16

79 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Curve Number: Max Allowable Q(cfs): DCIA(%): ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 14-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: 16-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 16-1A Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 16-1B Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Page 3 of 16

80 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Name: 16-1C Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 16-1D Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 17-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: 5-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 5-2 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 5-3 Base Flow(cfs): Init Stage(ft): Page 4 of 16

81 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 5-4 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 5B-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) Name: 6-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 7-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: 8-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Page 5 of 16

82 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Type: Stage/Area Stage(ft) Area(ac) Name: 9-1 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: 161 Encroachment: No Group: BASE Station(ft) Elevation(ft) Manning's N Name: 161CN Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Page 6 of 16

83 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Name: 161CS Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: 161D Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: 52-5B1 Group: BASE Page 7 of 16

84 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Page 8 of 16

85 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Name: Encroachment: No Group: BASE Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: From Node: 16-1 Length(ft): Group: BASE To Node: 14-1 Count: 3 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn 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: 161A-161D From Node: 16-1A Length(ft): Group: BASE To Node: 16-1D Count: 2 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Page 9 of 16

86 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Name: 161B-161C From Node: 16-1B Length(ft): Group: BASE To Node: 16-1C Count: 2 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Name: B From Node: 5-1 Length(ft): Group: BASE To Node: 16-1B Count: 2 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Channels ============================================================================ ========================================================================================== Name: 161C-161 From Node: 16-1C Length(ft): Group: BASE To Node: 16-1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: 161CS 161 Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Page 10 of 16

87 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Name: 161D-161C From Node: 16-1D Length(ft): Group: BASE To Node: 16-1C Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: 161D 161CN Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: From Node: 5-2 Length(ft): Group: BASE To Node: 5-3 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: From Node: 5-3 Length(ft): Group: BASE To Node: 5-4 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): Page 11 of 16

88 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report RtSdSlp(h/v): Name: From Node: 5-4 Length(ft): Group: BASE To Node: 5-1 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main Sec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux Sec1: Stabilizer Option: None AuxElev2(ft): Aux Sec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: From Node: Length(ft): 0.00 Group: BASE To Node: 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 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: From Node: 16-1 Group: BASE To Node: 17-1 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Page 12 of 16

89 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Name: 161_141 From Node: 16-1 Group: BASE To Node: 14-1 Flow: Both Count: 1 Type: Vertical: Paved Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: 51_161C From Node: 5-1 Group: BASE To Node: 16-1C Flow: Both Count: 1 Type: Vertical: Paved Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: 52-5B1 From Node: 5-2 Group: BASE To Node: 5B-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Irregular Sec: 52-5B1 Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 6-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: TABLE Page 13 of 16

90 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Orifice Discharge Coef: Name: From Node: 7-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 7-1 Group: BASE To Node: 8-1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 8-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: From Node: 8-1 Group: BASE To Node: 9-1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): TABLE Page 14 of 16

91 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Weir Discharge Coef: Orifice Discharge Coef: Name: From Node: 9-1 Group: BASE To Node: 5-1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular Sec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 233yr-24hr Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\PROPOSED\233yr-24hr.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FLMOD Rainfall Amount(in): 4.50 Time(hrs) Print Inc(min) Name: 25yr-24hr Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\PROPOSED\25yr-24hr.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FLMOD Rainfall Amount(in): 8.00 Time(hrs) Print Inc(min) ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 233yr-24hr Hydrology Sim: 233yr-24hr Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\PROPOSED\233yr-24hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Page 15 of 16

92 Punta Gorda Airport Construct Taxiway A Proposed Condition ICPR Input Report Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) Group Run BASE Yes Name: 25yr-24hr Hydrology Sim: 25yr-24hr Filename: S:\Projects\C\Charlotte Co Airport Authority\ _TWAExt\Design\Drainage\Drainage Calcs\ICPR\PROPOSED\25yr-24hr.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: Time(hrs) Print Inc(min) Group Run BASE Yes Page 16 of 16

93 PROPOSED CONDITION ICPR BASIN MAIMUM COMPARISON OUTPUT REPORT

94 Punta Gorda Airport Construct Taxiway A Proposed Condition Basin Maximum Condition ICPR Output Report Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft yr-24hr 16 BASE yr-24hr 16 BASE yr-24hr 16A BASE yr-24hr 16A BASE yr-24hr 16B BASE yr-24hr 16B BASE yr-24hr 16C BASE yr-24hr 16C BASE yr-24hr 16D BASE yr-24hr 16D BASE yr-24hr 5 BASE yr-24hr 5 BASE yr-24hr 5C BASE yr-24hr 5C BASE yr-24hr 6 BASE yr-24hr 6 BASE yr-24hr 7 BASE yr-24hr 7 BASE yr-24hr 8 BASE yr-24hr 8 BASE yr-24hr 9 BASE yr-24hr 9 BASE Page 1 of 1

95 PROPOSED CONDITION ICPR NODE MAIMUM COMPARISON OUTPUT REPORT

96 Punta Gorda Airport Construct Taxiway A Proposed Condition Node Maximum Condition ICPR Output Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr A BASE 233yr-24hr A BASE 25yr-24hr B BASE 233yr-24hr B BASE 25yr-24hr C BASE 233yr-24hr C BASE 25yr-24hr D BASE 233yr-24hr D BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr B-1 BASE 233yr-24hr B-1 BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr Page 1 of 1

97 PROPOSED CONDITION ICPR LINK MAIMUM COMPARISON OUTPUT REPORT

98 Punta Gorda Airport Construct Taxiway A Proposed Condition Link Maximum Condition ICPR Output Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr _141 BASE 233yr-24hr _141 BASE 25yr-24hr A-161D BASE 233yr-24hr A-161D BASE 25yr-24hr B-161C BASE 233yr-24hr B-161C BASE 25yr-24hr C-161 BASE 233yr-24hr C-161 BASE 25yr-24hr D-161C BASE 233yr-24hr D-161C BASE 25yr-24hr B BASE 233yr-24hr B BASE 25yr-24hr _161C BASE 233yr-24hr _161C BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr B1 BASE 233yr-24hr B1 BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr Page 1 of 2

99 Punta Gorda Airport Construct Taxiway A Proposed Condition Link Maximum Condition ICPR Output Report BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr BASE 233yr-24hr BASE 25yr-24hr Page 2 of 2

100 APPENDI D WATER QUALITY CALCULATIONS

101 VEGETATED UPLAND BUFFER CALCULATIONS FOR OVERLAND FLOW WATER QUALITY TREATMENT

102 Blue Numbers Red Numbers = Input data = Answers Vegetative Upland Buffer Travel Time (sec) = hours Manning's n = 0.15 Composiitonof Vegetated Upland Buffer adjacet both sides of Taxiway P 2.33 = 4.5 in/hr Width Slope Average Slope Item S = ft/ft (ft) (ft/ft) (ft/ft) Factor of Safety = 2 Shoulder Safety Aaea Buffer Width = feet VEGETTIVE UPLAND BUFFER (VUB) DESIGN USING OVERLAND FLOW METHODOLOGY VUBs along the north and south sides of the propsoed Taxiway A are propsoed to treat the stormwater flowing of the proposed pavement Given: Objective: where: A proposed taxiway project in at the Punta Gorda Airport in Charlotte County, discharges to Class III waters. Sheet flow off the taxiway pavement enters the grassed shoulder where it continues to sheet flow to the proposed storm sewer collection system comprised of ditches. Maximum average land slope (S) along the proposed VUB contributing area is 3.44% ( ft/ft) (see calculation above). The poorest land cover along the proposed VUB has short Bahia grass cover. Size a VUB width and length to meet the criteria given above and using the overland flow methodology discussed herein, as summarized by the following equation. (Tt ) 1.25 ( P 2.33 ) (S) 0.5 WB = (0.002) (n) Tt = Travel time (hr) n = Manning's roughness coefficient for sheet flow WB = VUB (buffer) width (ft) in direction of sheetflow P 2.33 = 2.33-year, 24-hour rainfall depth (in), or mean annual, 24-hr. rainfall (in) S = Slope of the hydraulic grade line (average land slope) (ft/ft)

103 Values for the 2.33-year, 24-hour rainfall (P2.33) storm can be obtained from Figure D-2 in the Southwest Florida Water Management District, "ENVIRONMENTAL RESOURCE PERMITTING INFORMATION MANUAL, MANAGEMENT AND STORAGE OF SURFACE WATERS," Section B, Basis of Review. Values of Manning's roughness coefficient (n) for sheet flow can be obtained from the Table below. Table of Manning's Roughness Coefficients (n) for Sheet Flow (+0.1 ft. depth) Surface Description Smooth surface (bare soil) Short grass Dense grass Dense and tall grass Range land Woods with Light underbrush Woods with Dense underbrush Source: Soil Conservation Service (1986) Design Calculations: Calculate the VUB width (WB). a. Set the travel time to (Tt) = 200 sec, since the project discharges to Class III waters. Converting the time to hours gives: (Tt) = 200 sec (1 hour/3600 sec) = hr. b. The rainfall depth for the mean annual storm (P 2.33) for Polk County = 4.5 in, from Basis of Review, Figure D-2. c. Slope (S) = 3.44% = ft/ft. (see calcuation above) d. Manning's roughness coefficient (n) for mowed Bahaia grass = 0.15 (from Table 3-1). e. A safety factor of two (0.5) will be used, as the VUB is not likely to be accessible to the public or other land uses. f. The VUB width (WB) can be determined using equation 3-2: (n) ( ) 1.25 (4.5 ) (0.0344) 0.5 (WB) = = ft. (0.5SF) (0.002) (0.15) (WB) = ft. ROUNDED up to = 90 ft.

104 Conclusion: A VUB width of 90 feet or greater, measured up from the taxiway edge of pavement to the toe of slope for the adjacent swale shall be constructed along the north and south sides of the propsoed taxiway.

105 APPENDI F FLOODPLAIN MAP

106 Project Location 1

107 APPENDI E RAINFALL DATA

108

109

110 APPENDI G TAILWATER DATA

111 ' = 18.72' '-1.14' = 19.88'

112 22.25'-1.14' = 21.11' 1 2