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06 Bobcat Great Escape SMR September 14, 2023 Stormwater Management Report for Bobcat Wooden Roller Coaster Town of Niskayuna Schenectady County, New York Prepared for: Great Escape Theme Park, LLC 1172 Route 9 Queensbury, NY 12804 Prepared by: C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE & GEOLOGY, D.P.C. 50 Century Hill Drive Latham, New York 12110 (518) 786-7400 FAX (518) 786-7299 C.T. Male Associates Project No: 04.9465 Unauthorized alteration or addition to this © Copyright 2022 Document is a violation of the New C.T. MALE ASSOCIATES York State Education Law. C.T. MALE ASSOCIATES 1.0 INTRODUCTION C.T. Male Associates Engineering, Surveying, Architecture, Landscape Architecture & Geology D.P.C. (C.T. Male) has performed an evaluation of the pre-development and post-development drainage conditions for the proposed Bobcat Wooden Roller Coaster, located at the Great Escape Theme Park in the Town of Queensbury, Warren County, NY. The proposed project includes the construction of new wooden roller coaster with associated appetences to replace the existing bobsled ride. The proposed project is a commercial project and will involve approximately 1 acre of disturbance less than 5 acres of disturbance; therefore, post construction practices are not required. 2.0 METHODOLOGY The basic methodology utilized in the preparation of the stormwater management plan is the United States Department of Agriculture (USDA) Soil Conservation Service’s (SCS) Technical Release No. 20 (TR-20). The design storm events used to analyze the stormwater runoff have return frequencies of 1, 10 and 100 years. The calculations performed utilizing TR-20 methodology were accomplished using a computer software application program known as HydroCAD. This calculation technique was applied to both existing and proposed condition scenarios for all storm events. Subcatchments are represented by hexagons, on the drainage maps provided in the calculation attachment to this report. The 24-hour precipitation amounts for the various storm events analyzed are as follows: 10 year – 3.62”, and 100 year – 5.99”. This SMR has been prepared in accordance with the following technical standards:  New York Standards and Specifications for Erosion and Sediment Control, published by the “Empire State Chapter of the Soil and Water Conservation Society,” dated November 2016. This is the technical standard for erosion and sediment controls.  New York State Stormwater Design Manual, published by “New York State Department of Environmental Conservation,” dated January 2015. This is the technical standard for design of stormwater management practices. Evaluation of hydrologic and hydraulic characteristics associated with existing and post- developed conditions considers elements such as land cover, soil type, groundwater condition, topography, wetlands and surface waters. C.T. MALE ASSOCIATES 3.0 EXISTING CONDITIONS Base mapping for the project site was prepared by Van Dusen & Steves Land Surveyors. The existing project area occupies approximately 1.70 acres. There is an existing bobsled ride and associated queuing walkway, ride operations and loading building and a garage for the adjacent go-kart track. The bobsled ride has several drains locations that release stormwater that drain to catch basins and end sections and then is piped to the west to the Raging River ride water. The rest of the site generally flows overland to the west of the project site and towards the paved midway. The western boundary of the project site will be utilized as the design point. The existing conditions are presented on the “Existing Drainage Plan”, which is part of the attached calculations. Based on a review of the soils map generated by USDA NRCS Web Soil Survey website, on-site soils are classified as Hydrologic Soil Group (HSG) “A”, which generally have good infiltration rates. The mapped soils within the property are Oakville Loamy Fine Sand (3-15% slopes). The soils were modeled in the HydroCAD models as HSG “A” soils. 3.1 Stormwater Run-off Simulation Under existing conditions, the site was modeled as one 1 subcatchment area. E3. The table below summarizes the calculated peak stormwater runoff rates during existing conditions: Subcatchments Condition 10-yr cfs) 100-yr (cfs) E1 Existing 1.39 5.30 C.T. MALE ASSOCIATES 4.0 POST-DEVELOPED CONDITIONS Post-developed conditions include the redevelopment of impervious areas (such as rooftops, queuing areas and the bobsled ride) onto the existing site. Refer to the attached site plans. The stormwater treatment areas have been sized to treat 100% of the water quality volume (WQv) associated with new development and 25% of the WQv associated with redevelopment areas. The drainage subcatchments are shown on the existing and proposed conditions drainage maps, which are included in Appendix. The treatment area was determined by summing the total area of new impervious and 25% of the area of impervious surfaces to be redeveloped. For this project, the area of new impervious was determined to be approximately 4,672 square feet and the redeveloped impervious area was determined to be approximately 28,358 square feet. When 100% of the new impervious area(s) and 25% of the redeveloped impervious area(s) are combined, the total required area to be treated is approximately 11,762 square feet (the impervious area that will be treated by the Infiltration Basin is approximately 15,181 square feet). The total calculated WQv required is approximately 1,494 CF (90% rainfall event (1.2). The entire WQv that will be treated by the Infiltration Basin. the amount of treatment provided is 1,494 CF, which is greater than the calculated WQv required; therefore, the WQv treatment requirement has been met. Calculations for the WQv are included in the Appendix. Although runoff reduction is not required for redevelopment portions of the site, due to the presence of well-draining and the incorporation of infiltration practices, much of the WQv will be reduced. The minimum RRv for the newly created impervious areas is calculated to be 774 CF and the proposed practice(s) reduce the runoff by 1,494 CF; therefore, the RRv criteria is met Under post-developed conditions, the watershed was modeled as two (2) subcatchment areas. The subcatchments are describe as follows. Subcatchment Area P1A will drain into off the proposed roller coaster foundation slabs that will have a cross slope and sheet flow to catch basins. Pipes will direct the flow to the preteatment forebay and then into the infiltration basin. There will be outflow from the infiltration in any of the design storms. An infiltration rate of 8 inches per hour was used based on the HSG “A” soils. Subcatchment Area P1B will drain off the proposed roller coaster foundation slabs that will have a cross slope and sheet flow to catch basins or overland to the design point much as it does in the existing conditions. C.T. MALE ASSOCIATES Subcatchments Condition 10-yr (cfs) 100-yr (cfs) P1A Proposed 0.00 0.00 P1B Proposed 1.12 3.43 Total to DP1 Proposed 1.12 3.43 C.T. MALE ASSOCIATES 5.0 CONCLUSIONS / RECOMMENDATIONS In order to control peak runoff rates to existing conditions rates or less, the runoff from a portion of the impervious surfaces will be routed to the infiltration basin. The infiltration basin an infrastructure practice allowed by the New York State Stormwater Design Manual treat water quality and quantity. The runoff rate and volume to the Design Location will be the very similar, or less, under post-developed conditions than under existing condition. Stormwater management facilities/outlets shall also be regularly inspected (at a minimum, in fall and spring and after large rainfall events) and kept free of debris, such that the design volume is maintained, and the outlet(s) continue to be functional. In closing, it is our opinion that the proposed improvements on this site will not adversely impact adjacent or downstream properties if stormwater management facilities are constructed and maintained in accordance with the attached plan and calculations. Respectfully submitted, C.T. MALE ASSOCIATES, D.P.C. Owen Speulstra, P.E. Project Engineer C.T. MALE ASSOCIATES USDA SOIL MAPPING Hydrologic Soil Group—Warren County, New York (Bobcat) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/5/2023 Page 1 of 4 48 0 0 5 8 0 48 0 0 6 0 0 48 0 0 6 2 0 48 0 0 6 4 0 48 0 0 6 6 0 48 0 0 6 8 0 48 0 0 7 0 0 48 0 0 7 2 0 48 0 0 5 8 0 48 0 0 6 0 0 48 0 0 6 2 0 48 0 0 6 4 0 48 0 0 6 6 0 48 0 0 6 8 0 48 0 0 7 0 0 48 0 0 7 2 0 606300 606320 606340 606360 606380 606400 606300 606320 606340 606360 606380 606400 43° 21' 6'' N 73 ° 4 1 ' 1 8 ' ' W 43° 21' 6'' N 73 ° 4 1 ' 1 3 ' ' W 43° 21' 1'' N 73 ° 4 1 ' 1 8 ' ' W 43° 21' 1'' N 73 ° 4 1 ' 1 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 35 70 140 210 Feet 0 10 20 40 60 Meters Map Scale: 1:784 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 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 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Warren County, New York Survey Area Data: Version 22, Sep 10, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 9, 2022—Oct 22, 2022 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. Hydrologic Soil Group—Warren County, New York (Bobcat) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/5/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI OaB Oakville loamy fine sand, 3 to 8 percent slopes A 1.2 74.4% OaC Oakville loamy fine sand, 8 to 15 percent slopes A 0.4 25.6% Totals for Area of Interest 1.6 100.0% 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. Hydrologic Soil Group—Warren County, New York Bobcat Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/5/2023 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Warren County, New York Bobcat Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/5/2023 Page 4 of 4 C.T. MALE ASSOCIATES STORMWATER CALCULATIONS NW Cor Rim=427.39' SSAC Rim=424.51' NW Cor Rim=424.14' Electric Access Cover Rim=424.87' Electric Access Cover Rim=424.23' SSAC Rim=424.12' CB NW Cor Rim=427.29' Metal Access Cover NW Cor Rim=427.02' Electric Box 4x4 Post w/ Fire Extinguisher 6" Maple 6" Hemlock14" Pine 14" Pine 4" Hemlock 4" Hemlock 4" Hemlock CB NW Cor Rim=427.74' CB NW Cor Rim=422.15' Edg e o f W o o d s Edg e o f W o o d s 14" White Pine On e S t o r y B u i l d i n g "T r a d e w i n d s " 21 2 7 s f 6" Birch 6" Hemlock 12" Pine 4" Triple Birch 8" White Pine 8" White Pine 14" White Pine 4" Hemlock 6" Maple 14" Maple12" White Pine 4x4 Wood Post w/ Speakers 4x4 Post w/ Fire Extinguisher Electric Box Traffic Light 14" Oak 16" Oak 4x4 Post w/ Electric Water Spigot Water Spigot 14" Maple 6" White Pine Air Filler Traffic Light 6" Twin Maple 8" Oak Fountain Outlet Wood Post Pl a n t e r 6" Birch 6" Oak 6" Poplar 12" Birch 6" Oak 6" Oak 6" Spruce 4" Oak 6" Hemlock 4" Birch 4" White Pine 4" Triple Birch SignTunn e l Lo c k e r s Lo c k e r s AT M Concrete Bu i l d i n g O v e r h a n g 26" Oak Birch Cluster Water Spigot Wood Post w/ Speaker Wood Post w/ Electric " D i p p i n D o t s " IC V ICV ICV A/ C El e c t r i c P o s t Wo o d D e c k 4" Spruce 6" Spruce 14" Poplar 26" Oak 6" Spruce 6" Spruce 4" Spruce 26" Oak 4" Spruce Si g n Sig n Electric Access Cover Rim=420.42' " A i r b r u s h S h o p " F F = 4 2 1 . 5 1 ' R o o f E l e v . = 4 3 8 . 3 0 ' 4" Spruce 12" Oak 3" Ash 4" Ash 4" Ash 3" Ash 4" Ash 18" Oak 4" Locust 4" Locust 4" Spruce 10" Locust 3" Locust 4" Locust 4" Locust 8" Locust 8" Locust 4" Birch 12" Spruce 12" Spruce 8" Spruce 12" Spruce 6" Cherry Birch Cluster 6" Spruce 4" Spruce 6" Hemlock 4" Spruce 8" Spruce Water Spigot Water Spigot Water Spigot ICV 6" Spruce Electric Panel Electric Panel Wood Post w/ Speaker Water Spigot ICV 14" White Pine 8" Spruce 8" Spruce 4" Triple Birch 6" Spruce 4" Spruce 6" Ash Yew Tree Yew Tree Yew Tree Yew Tree Electric Post Wood Ramp Wood Ramp Wood Ramp Wood Ramp Wood Ramp Wo o d R a m p St a i r s t o R i d e Stairs to Ride Wo o d L a n d i n g Water Spigot 6" Maple Water Spigot L P Traffic Light Electric Box CB Electric Box Wood Post Stam p e d C o n c r e t e W a l k Stamped Concrete Walk Wood Railing Wood Railing Wood R a i l i n g Wood R a i l i n g Edg e o f W o o d s Ed g e o f W o o d s F u e l T a n k Co n c r e t e Cru s h e d S t o n e D r i v e Cr u s h e d S t o n e D r i v e C o v e r e d D e c k Meta l G u i d e R a i l Conc r e t e T r a c k R o o f O v e r h a n g T i r e B u m p e r s Conc r e t e W a l k Conc r e t e W a l k Conc r e t e W a l k Conc r e t e W a l k Elec t r i c P a n e l 12" CPP Culvert Top=426.72' Building Concrete Building "Alpine Bobsled" 1397 SF Building on Piers Electric Box Electric Box 43 5 4 3 5 435 4 3 5 4 3 0 43 0 43 0 430 43 0 4 3 0 4 3 0 430 430 430 430 43 0 430 430 430 430 43 0 430 430 4 3 0 43 0 430 430 4 3 0 43 0 430 430 430 430 4 3 0 43 0 43 0 430 425 425 425 42 5 425 425 425 42 5 42 0 420 415 415 EMH SMH CB # SMH EMH WV WV Bob s l e d R i d e T r a c k Bob s l e d R i d e T r a c k Bobs l e d R i d e T r a c k Bobs l e d R i d e T r a c k Bobsled Ride Track Bob s l e d R i d e T r a c k Bob s l e d R i d e T r a c k Bobsl e d R i d e T r a c k Bobsled Ride Track Bobsl e d R i d e T r a c k Paved Access Path Paved Access Path Paved Access Path Paved Access Path Paved Access Path Paved Access Path Retaining Wall Retaining Wall Retaining Wall Retaining Wall R e t a i n i n g W a l l R e t a i n i n g W a l l Re t a i n i n g W a l l Decorative Fence Decorative Fence Decorative Fence Decorative Fence Chainlink Fence Chainlink Fence Chainlink Fence Concrete Pier Concrete Pier ST ST ST ST ST ST ST 425 428 G a r a g e 5 7 6 S F DIS C H A R G E S T O RO A R I N G R I V E R E1 ±1.56 ACRES DP1 EXISTING DRAINAGE MAP OKS OKS FGP PRELIMINARY 2023 TOWN OF QUEENSBURY WARREN COUNTY, NEW YORK 23.3496 AUG. 23, 2023 23.3496 23-0555 01 6 FLAGS GREAT ESCAPE 1172 ROUTE 9 01 DRE CA D D W G . F I L E N A M E : K: \ P r o j e c t s \ 2 3 3 4 9 6 \ L D \ 0 0 _ D r a w i n g s a n d M a p s \ S t o r m _ E X . d w g c PROJECT NUMBER: DATE REVISIONS RECORD/DESCRIPTION PROJ. NO CHECKED DRAFTED C.T. MALE ASSOCIATES SCALE : CHECKDRAFTER APPR. : : : : OFSHEET DWG. NO: UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW. DATE : DESIGNED www.ctmale.com AS NOTED 1 2 3 4 5 6 7 8 9 C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY BAR SCALE 1 inch = ft. 20 0 10 20 40 20 E1 E1 EDP1 DESIGN POINT 1 Routing Diagram for 2023.09.13 Existing Conditions_Bobcat_Queensbury Prepared by C T Male Associates, Printed 9/13/2023 HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 2HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 10 yr Type II 24-hr Default 24.00 1 3.62 2 2 100 yr Type II 24-hr Default 24.00 1 5.99 2 2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 3HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.651 98 Pavement Roofs Walks (E1) 0.910 32 Woods/grass comb., Good, HSG A (E1) 2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 4HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.910 HSG A E1 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.651 Other E1 2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 5HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 0.651 0.651 Pavement Roofs Walks E1 0.910 0.000 0.000 0.000 0.000 0.910 Woods/grass comb., Good E1 Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 6HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 Runoff = 1.39 cfs @ 11.99 hrs, Volume= 0.076 af, Depth= 0.58" Routed to Reach EDP1 : DESIGN POINT 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=3.62" Area (sf) CN Description * 28,358 98 Pavement Roofs Walks 39,644 32 Woods/grass comb., Good, HSG A 68,002 60 Weighted Average 39,644 58.30% Pervious Area 28,358 41.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type II 24-hr 10 yr Rainfall=3.62" Runoff Area=68,002 sf Runoff Volume=0.076 af Runoff Depth=0.58" Tc=6.0 min CN=60 1.39 cfs Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 7HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Reach EDP1: DESIGN POINT 1 Inflow Area = 1.561 ac, 41.70% Impervious, Inflow Depth = 0.58" for 10 yr event Inflow = 1.39 cfs @ 11.99 hrs, Volume= 0.076 af Outflow = 1.39 cfs @ 11.99 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach EDP1: DESIGN POINT 1 Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=1.561 ac 1.39 cfs 1.39 cfs Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 8HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 Runoff = 5.30 cfs @ 11.98 hrs, Volume= 0.249 af, Depth= 1.92" Routed to Reach EDP1 : DESIGN POINT 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=5.99" Area (sf) CN Description * 28,358 98 Pavement Roofs Walks 39,644 32 Woods/grass comb., Good, HSG A 68,002 60 Weighted Average 39,644 58.30% Pervious Area 28,358 41.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 100 yr Rainfall=5.99" Runoff Area=68,002 sf Runoff Volume=0.249 af Runoff Depth=1.92" Tc=6.0 min CN=60 5.30 cfs Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Existing Conditions_Bobcat_Queensbury Printed 9/13/2023Prepared by C T Male Associates Page 9HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Reach EDP1: DESIGN POINT 1 Inflow Area = 1.561 ac, 41.70% Impervious, Inflow Depth = 1.92" for 100 yr event Inflow = 5.30 cfs @ 11.98 hrs, Volume= 0.249 af Outflow = 5.30 cfs @ 11.98 hrs, Volume= 0.249 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach EDP1: DESIGN POINT 1 Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=1.561 ac 5.30 cfs 5.30 cfs ST S T ST ST ST 425 426 428 428 426 428 428 428 425 NW Cor Rim=427.39' SSAC Rim=424.51' NW Cor Rim=424.14' Electric Access Cover Rim=424.87' Electric Access Cover Rim=424.23' SSAC Rim=424.12' CB NW Cor Rim=427.29' Metal Access Cover NW Cor Rim=427.02' Electric Box 4x4 Post w/ Fire Extinguisher CB NW Cor Rim=427.74' CB NW Cor Rim=422.15' Edg e o f W o o d s On e S t o r y B u i l d i n g "T r a d e w i n d s " 21 2 7 s f 4x4 Wood Post w/ Speakers 4x4 Post w/ Fire Extinguisher Electric Box Traffic Light 4x4 Post w/ Electric Water Spigot Water Spigot Air Filler Traffic Light Wood Post Pl a n t e r Sign Lo c k e r s Lo c k e r s AT M Concrete Bu i l d i n g O v e r h a n g Wood Post w/ Electric " D i p p i n D o t s " IC V ICV ICV A/ C Sig n Electric Access Cover Rim=420.42' Water Spigot Water Spigot Electric Panel Electric Panel Wood Post w/ Speaker Electric Post Wood Ramp Wood Ramp Wood Ramp Wood Ramp Wood Ramp Water Spigot L P Traffic Light CB F u e l T a n k Co n c r e t e C o v e r e d D e c k Meta l G u i d e R a i l Conc r e t e T r a c k R o o f O v e r h a n g T i r e B u m p e r s Conc r e t e W a l k Conc r e t e W a l k Conc r e t e W a l k Conc r e t e W a l k Elec t r i c P a n e l 12" CPP Culvert Top=426.72' Building Concrete Building "Alpine Bobsled" 1397 SF Building on Piers Electric Box 43 5 4 3 5 435 4 3 5 4 3 0 43 0 43 0 430 43 0 4 3 0 4 3 0 430 430 430 430 43 0 430 430 430 430 43 0 430 430 4 3 0 43 0 430 430 4 3 0 43 0 430 430 430 430 4 3 0 43 0 43 0 430 425 425 425 42 5 425 425 425 42 5 42 0 420 415 415 EMH SMH CB # SMH EMH WV WV Paved Access Path Paved Access Path Paved Access Path Paved Access Path Paved Access Path Paved Access Path Retaining Wall Retaining Wall Retaining Wall Retaining Wall Re t a i n i n g W a l l Decorative Fence Decorative Fence Decorative Fence Decorative Fence Chainlink Fence Chainlink Fence Chainlink Fence Concrete Pier Concrete Pier ST ST ST ST ST ST ST 425 428 G a r a g e 5 7 6 S F DIS C H A R G E S T O RO A R I N G R I V E R P1B ±0.82 ACRES P1A ±0.74 ACRES DP1 PROPOSED DRAINAGE MAP OKS OKS FGP PRELIMINARY 2023 TOWN OF QUEENSBURY WARREN COUNTY, NEW YORK 23.3496 AUG. 23, 2023 23.3496 23-0555 01 6 FLAGS GREAT ESCAPE 1172 ROUTE 9 01 DRP CA D D W G . F I L E N A M E : K: \ P r o j e c t s \ 2 3 3 4 9 6 \ L D \ 0 0 _ D r a w i n g s a n d M a p s \ S t o r m _ P R . d w g c PROJECT NUMBER: DATE REVISIONS RECORD/DESCRIPTION PROJ. NO CHECKED DRAFTED C.T. MALE ASSOCIATES SCALE : CHECKDRAFTER APPR. : : : : OFSHEET DWG. NO: UNAUTHORIZED ALTERATION OR ADDITION TO THIS DOCUMENT IS A VIOLATION OF THE NEW YORK STATE EDUCATION LAW. DATE : DESIGNED www.ctmale.com AS NOTED BAR SCALE 1 inch = ft. 20 0 10 20 40 20 1 2 3 4 5 6 7 8 9 C.T. MALE ASSOCIATES Engineering, Surveying, Architecture, Landscape Architecture & Geology, D.P.C. 50 CENTURY HILL DRIVE, LATHAM, NY 12110 PH: 518.786.7400 GLENS FALLS, NY · JOHNSTOWN, NY · POUGHKEEPSIE, NY · SYRACUSE, NY P1A P1A P1B P1B PDP1 DESIGN POINT 1 3P Infiltration Basin FB Forebay Routing Diagram for 2023.09.13 Proposed Conditions_Bobcat_Queensbury - Copy Prepared by C T Male Associates, Printed 9/13/2023 HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2023.09.13 Proposed Conditions_Bobcat_Queensbury - Copy Printed 9/13/2023Prepared by C T Male Associates Page 2HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 10 yr Type II 24-hr Default 24.00 1 3.62 2 2 100 yr Type II 24-hr Default 24.00 1 5.99 2 2023.09.13 Proposed Conditions_Bobcat_Queensbury - Copy Printed 9/13/2023Prepared by C T Male Associates Page 3HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.758 98 Pavement Roofs (P1A, P1B) 0.803 32 Woods/grass comb., Good, HSG A (P1A, P1B) 2023.09.13 Proposed Conditions_Bobcat_Queensbury - Copy Printed 9/13/2023Prepared by C T Male Associates Page 4HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.803 HSG A P1A, P1B 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.758 Other P1A, P1B 2023.09.13 Proposed Conditions_Bobcat_Queensbury - Copy Printed 9/13/2023Prepared by C T Male Associates Page 5HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 0.758 0.758 Pavement Roofs P1A, P1B 0.803 0.000 0.000 0.000 0.000 0.803 Woods/grass comb., Good P1A, P1B Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 6HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1A: P1A Runoff = 0.87 cfs @ 11.99 hrs, Volume= 0.045 af, Depth= 0.72" Routed to Pond FB : Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=3.62" Area (sf) CN Description * 15,185 98 Pavement Roofs 17,236 32 Woods/grass comb., Good, HSG A 32,421 63 Weighted Average 17,236 53.16% Pervious Area 15,185 46.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1A: P1A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10 yr Rainfall=3.62" Runoff Area=32,421 sf Runoff Volume=0.045 af Runoff Depth=0.72" Tc=6.0 min CN=63 0.87 cfs Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 7HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1B: P1B Runoff = 1.12 cfs @ 11.99 hrs, Volume= 0.056 af, Depth= 0.82" Routed to Reach PDP1 : DESIGN POINT 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall=3.62" Area (sf) CN Description * 17,845 98 Pavement Roofs 17,736 32 Woods/grass comb., Good, HSG A 35,581 65 Weighted Average 17,736 49.85% Pervious Area 17,845 50.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1B: P1B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Type II 24-hr 10 yr Rainfall=3.62" Runoff Area=35,581 sf Runoff Volume=0.056 af Runoff Depth=0.82" Tc=6.0 min CN=65 1.12 cfs Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 8HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Reach PDP1: DESIGN POINT 1 Inflow Area = 1.561 ac, 48.57% Impervious, Inflow Depth = 0.43" for 10 yr event Inflow = 1.12 cfs @ 11.99 hrs, Volume= 0.056 af Outflow = 1.12 cfs @ 11.99 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node PT Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach PDP1: DESIGN POINT 1 Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 1 0 Inflow Area=1.561 ac 1.12 cfs 1.12 cfs Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 9HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: Infiltration Basin Inflow Area = 0.744 ac, 46.84% Impervious, Inflow Depth = 0.29" for 10 yr event Inflow = 0.04 cfs @ 14.47 hrs, Volume= 0.018 af Outflow = 0.04 cfs @ 14.47 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min Discarded = 0.04 cfs @ 14.47 hrs, Volume= 0.018 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach PDP1 : DESIGN POINT 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 426.00' @ 0.00 hrs Surf.Area= 1,041 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 1,102.3 - 1,102.3 ) Volume Invert Avail.Storage Storage Description #1 426.00' 2,941 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 426.00 1,041 0 0 427.00 1,456 1,249 1,249 428.00 1,928 1,692 2,941 Device Routing Invert Outlet Devices #1 Primary 425.00'12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 424.00' / 425.00' S= -0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 427.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 426.00'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 14.47 hrs HW=426.00' (Free Discharge) 3=Exfiltration (Passes 0.00 cfs of 0.19 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=426.00' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 2.11 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 10HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Pond 3P: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.744 ac Peak Elev=426.00' Storage=0 cf 0.04 cfs 0.04 cfs 0.04 cfs 0.00 cfs Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 11HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Pond FB: Forebay Inflow Area = 0.744 ac, 46.84% Impervious, Inflow Depth = 0.72" for 10 yr event Inflow = 0.87 cfs @ 11.99 hrs, Volume= 0.045 af Outflow = 0.04 cfs @ 14.47 hrs, Volume= 0.018 af, Atten= 96%, Lag= 148.6 min Primary = 0.04 cfs @ 14.47 hrs, Volume= 0.018 af Routed to Pond 3P : Infiltration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 427.51' @ 14.47 hrs Surf.Area= 809 sf Storage= 1,161 cf Plug-Flow detention time= 378.3 min calculated for 0.018 af (41% of inflow) Center-of-Mass det. time= 213.0 min ( 1,102.3 - 889.3 ) Volume Invert Avail.Storage Storage Description #1 425.00' 1,594 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 425.00 172 0 0 426.00 380 276 276 427.00 645 513 789 428.00 966 806 1,594 Device Routing Invert Outlet Devices #1 Primary 427.50'13.0' long + 3.0 '/' SideZ x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.04 cfs @ 14.47 hrs HW=427.51' TW=426.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.25 fps) Type II 24-hr 10 yr Rainfall=3.62"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 12HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Pond FB: Forebay Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.744 ac Peak Elev=427.51' Storage=1,161 cf 0.87 cfs 0.04 cfs Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 13HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1A: P1A Runoff = 2.88 cfs @ 11.98 hrs, Volume= 0.135 af, Depth= 2.17" Routed to Pond FB : Forebay Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=5.99" Area (sf) CN Description * 15,185 98 Pavement Roofs 17,236 32 Woods/grass comb., Good, HSG A 32,421 63 Weighted Average 17,236 53.16% Pervious Area 15,185 46.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1A: P1A Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100 yr Rainfall=5.99" Runoff Area=32,421 sf Runoff Volume=0.135 af Runoff Depth=2.17" Tc=6.0 min CN=63 2.88 cfs Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 14HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1B: P1B Runoff = 3.43 cfs @ 11.98 hrs, Volume= 0.160 af, Depth= 2.34" Routed to Reach PDP1 : DESIGN POINT 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr Rainfall=5.99" Area (sf) CN Description * 17,845 98 Pavement Roofs 17,736 32 Woods/grass comb., Good, HSG A 35,581 65 Weighted Average 17,736 49.85% Pervious Area 17,845 50.15% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1B: P1B Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100 yr Rainfall=5.99" Runoff Area=35,581 sf Runoff Volume=0.160 af Runoff Depth=2.34" Tc=6.0 min CN=65 3.43 cfs Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 15HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Reach PDP1: DESIGN POINT 1 Inflow Area = 1.561 ac, 48.57% Impervious, Inflow Depth = 1.23" for 100 yr event Inflow = 3.43 cfs @ 11.98 hrs, Volume= 0.160 af Outflow = 3.43 cfs @ 11.98 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node PT Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach PDP1: DESIGN POINT 1 Inflow Outflow Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.561 ac 3.43 cfs 3.43 cfs Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 16HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Pond 3P: Infiltration Basin Inflow Area = 0.744 ac, 46.84% Impervious, Inflow Depth = 1.74" for 100 yr event Inflow = 2.81 cfs @ 12.00 hrs, Volume= 0.108 af Outflow = 0.27 cfs @ 12.54 hrs, Volume= 0.108 af, Atten= 90%, Lag= 32.5 min Discarded = 0.27 cfs @ 12.54 hrs, Volume= 0.108 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach PDP1 : DESIGN POINT 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 427.04' @ 12.54 hrs Surf.Area= 1,474 sf Storage= 1,306 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 36.9 min ( 926.6 - 889.7 ) Volume Invert Avail.Storage Storage Description #1 426.00' 2,941 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 426.00 1,041 0 0 427.00 1,456 1,249 1,249 428.00 1,928 1,692 2,941 Device Routing Invert Outlet Devices #1 Primary 425.00'12.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 424.00' / 425.00' S= -0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Device 1 427.50'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Discarded 426.00'8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.27 cfs @ 12.54 hrs HW=427.04' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=426.00' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 2.11 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 17HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Pond 3P: Infiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.744 ac Peak Elev=427.04' Storage=1,306 cf 2.81 cfs 0.27 cfs 0.27 cfs 0.00 cfs Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 18HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Summary for Pond FB: Forebay Inflow Area = 0.744 ac, 46.84% Impervious, Inflow Depth = 2.17" for 100 yr event Inflow = 2.88 cfs @ 11.98 hrs, Volume= 0.135 af Outflow = 2.81 cfs @ 12.00 hrs, Volume= 0.108 af, Atten= 3%, Lag= 1.0 min Primary = 2.81 cfs @ 12.00 hrs, Volume= 0.108 af Routed to Pond 3P : Infiltration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 427.70' @ 12.00 hrs Surf.Area= 869 sf Storage= 1,318 cf Plug-Flow detention time= 123.7 min calculated for 0.108 af (80% of inflow) Center-of-Mass det. time= 37.9 min ( 889.7 - 851.8 ) Volume Invert Avail.Storage Storage Description #1 425.00' 1,594 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 425.00 172 0 0 426.00 380 276 276 427.00 645 513 789 428.00 966 806 1,594 Device Routing Invert Outlet Devices #1 Primary 427.50'13.0' long + 3.0 '/' SideZ x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=2.80 cfs @ 12.00 hrs HW=427.70' TW=426.31' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 2.80 cfs @ 1.03 fps) Type II 24-hr 100 yr Rainfall=5.99"2023.09.13 Proposed Conditions_Bobcat_Queensbury - Printed 9/13/2023Prepared by C T Male Associates Page 19HydroCAD® 10.20-2f s/n 00410 © 2022 HydroCAD Software Solutions LLC Pond FB: Forebay Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.744 ac Peak Elev=427.70' Storage=1,318 cf 2.88 cfs 2.81 cfs Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre-feet) = [(P)(Rv)(A)] /12 Design Point:1 P= 1.20 inch Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Description 1 0.74 0.34 46% 0.46 1,494 2 3 4 5 6 7 8 9 10 Subtotal (1-30)0.74 0.34 46% 0.46 1,494 Subtotal 1 Total 0.74 0.34 46% 0.46 1,494 Initial WQv Total Contributing Area Contributing Impervious Area (Acre) (Acre) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Area (Acres) Impervious Area (Acres) Percent Impervious % Runoff Coefficient Rv WQv (ft 3 ) 0.74 0.34 46% 0.46 1,494 0.00 0.00 0.74 0.34 46% 0.46 1,494 0.00 0.74 0.34 46% 0.46 1,494 0 Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post- development 1 year runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area may be subtracted per treeTree Planting Filter Strips Total NotesTechnique minimum 10,000 sfConservation of Natural Areas WQv reduced by Area Reduction techniques Adjusted WQv after Area Reduction and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions Infiltration Basin Worksheet Design Point:1 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 1 0.74 0.34 0.46 0.46 1494.11 1.20 46% 0.46 1,494 ft 3 8.00 in/hour 100 % WQv 1,494 ft 3 1,500 ft 3 Design Volume 1,494 ft 3 Basal Area Required 498 ft 2 Basal Area Provided 623 ft 2 Design Depth 3.00 ft Volume Provided 1,869 ft 3 RRv 1,494 ft 3 Volume Treated 0 ft 3 Sizing √ OK Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops WQv Enter Site Data For Drainage Area to be Treated by Practice Pretreatment Techniques to Prevent Clogging Size An Infiltration Basin Infiltration Rate Pretreatment Sizing Pretreatment Required Volume Pretreatment Provided Pretreatment Techniques utilized Okay 25% minimum; 50% if >2 in/hr 100% if >5in/hour 90% of the storage provided in the basin or WQv whichever is smaller The infiltration basin must provide storage equal to or greater than the WQv of the contributing area. This is the portion of the WQv that is not reduced/infiltrated Storage Volume provided in infiltration basin area (not including pretreatment. Determine Runoff Reduction Plunge Pool Enter the portion of the WQv that is not reduced for all practices routed to this practice. Infiltration practices shall be designed to exfiltrate the entire WQv through the floor of each practice.