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Stormwater Pollution Prevention Plan RECEIVED NOV 15 2018 TOWN OF QUEENSBURY PLANNING OFFICE STORMWATER POLLUTION PREVENTION PLAN South Queensbury Firehouse 409 Dix Ave Town of Queensbury, NY November 15, 2018 ************************ OWNER: South Queensbury Fire Department 409 Dix Ave. Queensbury, NY 12804 CONTRACTOR: To be determined PREPARED BY: Schoder Rivers Associates Consulting Engineers, P.C. 453 Dixon Rd., Bldg. 3, Ste. 7 Queensbury, NY 12804 (518) 761-0417 DESCRIPTION OF EXISTING SITE The property(Tax Map I.D. 301.16-1-6) is located north of the intersection of Dix Ave. and Phillips Ave. at 409 Dix Ave in the Town of Queensbury, NY. The property and surrounding properties along Dix Ave. are zoned as commercial moderate. The majority of the 8.15 acre site is generally flat with slopes between 0 and 3 percent. The site currently contains a 11,920 sq. ft firehouse approximately 40 ft north of the southern property line facing Dix Ave along with a 2,570 sq. ft. pavilion located 20 ft north of the existing firehouse. There is roughly 29,000 sq. ft. of paved area including multiple parking areas on the West, East and South sides of the building, sidewalks on the west side of the building, a paved access driveway south of the building and a paved basketball court to the north- west of the building. There is a large lawn area north of the pavilion with a swing set and a north- west facing baseball backstop. North of the firehouse and east of the pavilion there are grill and horseshoe pits. The remaining portion of the site north of the baseball field is wooded. The existing site was divided into two subcatchments to establish stormwater runoff flow rates and volumes for the existing developed conditions. Subcatchment 1 S is located north and west of the firehouse and is comprised of the northern lawn area, the pavilion roof, the basketball court and a small portion of the south-west parking. The runoff generated from these surfaces is conveyed overland to the south-west where it runs offsite. Subcatchment 2S is comprised of the firehouse roof and the majority of the paved parking areas with some small intermittent grassed areas between parking areas. Runoff from this subcatchment is conveyed offsite via the existing municipal storm sewer. The existing firehouse roof is internally drained and the runoff is conveyed to a catch basin south of the firehouse via roof leaders and ultimately into the municipal stormwater sewer. Runoff generated from the parking areas surrounding the building is conveyed to an existing catch basin overland through a combination of shallow concentrated flow and sheet flow. DESCRIPTION OF EXISTING SOILS The Web Soil Survey obtained from the Natural Resource Conservation Service website, indicates the underlying soil type on the property to be an Oakville loamy fine sand. The Oakville Series is hydrologic soil group"A" and is characterized by having a high infiltration rate resulting in low runoff potential. This soil consists mainly of well drained to excessively drained sands or gravelly sands. Three soil borings performed on August 28, 2018 at the site confirm the presence of mostly fine to medium sands with trace to some silts to a depth of 4-6 ft. Underlying the sand are layered silt, clay and sand soils that extend to a depth of 12 ft except for one boring which encountered bedrock at 10.2 ft. Along with the three soil borings three test pits were dug and witnessed on June 28, 2018. These test pits found that the sand layer varied from a depth of 48 in. to 68 in.. This layer is then underlain by a layer of clay to the bottom of the test pit roughly 72 in. below grade. Infiltration tests performed at the approximate locations of the proposed stormwater management practices yielded an infiltration rate of 24 inches per hour for the existing Oakville soils. DESCRIPTION OF PROPOSED DEVELOPMENT The project entails the removal of all existing pavement and sidewalks as well as a roughly 5,400 sq. ft. of the eastern portion of the existing firehouse. The pavilion will be relocated to the north-eastern portion of the grassed lawn area north of the firehouse and the existing 2,600 sq. ft. concrete floor slab will be removed. The fire pit, horseshoe pits, basketball court, swing set and baseball field backstop will all be removed. An approximately 10,400 square foot building addition will be constructed to the north of the remaining portion of the existing firehouse. An associated asphalt paved parking area (totaling 50 spaces including 2 ADA accessible spaces)and asphalt paved access driveways will be constructed. The asphalt paved parking areas will surround the proposed building to the north, east and west and will be accessed from the south by the two asphalt paved driveways. Approximately 3.74 acres of the 8.15 acre site will be disturbed during construction. Impervious areas proposed to be removed include: approximately 5,400 sq. ft. of the existing firehouse, paved access driveways, parking areas, sidewalks and basketball court. Impervious areas proposed to be constructed on the site will include: the 10,400 square foot addition, cast-in-place concrete sidewalks, asphalt paved parking areas and paved access roadways. The total impervious area being removed is approximately 35,000 sq. ft.. The newly created impervious area for the proposed development is approximately 48,000 sq. ft. resulting in a net increase of 13,000 sq. ft. of impervious area. The proposed construction includes the reclamation of 15,000 sq. ft. of green space south and east of the building. The proposed building will access the existing municipal water, gas and electric infrastructure located on Dix Ave.. The wastewater generated from the building will be treated onsite by two wastewater absorption beds west of the building. CONSTRUCTION PHASING All silt fences shall be installed in accordance with the construction drawings prior to any disturbance of the existing ground surface. Immediately following the silt fence installation, a stabilized construction entrance consisting of crushed stone and geotextile stabilization fabric will be installed as shown on the construction drawings. The project is estimated to begin in March, 2019 and be completed in one phase. POLLUTION PREVENTION MEASURES Any litter on site, including construction debris, will be picked up each day and disposed of into solid waste containers. The contractor shall provide an approved secondary containment system for all fuel and petroleum temporarily stored on site. During the placement of concrete for the building foundation, measures will be taken to ensure that fresh concrete does not enter any defined drainage paths. SEDIMENTATION AND EROSION CONTROL Prior to commencing any land clearing, silt fences will be installed in accordance with the construction drawings to collect silt from construction runoff. A stabilized temporary construction entrance will be required for all construction traffic entering and leaving the site. The contractor is required to maintain the silt fences and the temporary construction entrance throughout the construction period. All exposed surfaces not covered with paving, structures, and similar finished surfaces will be covered with topsoil and seeded to establish a turf covering or will be landscaped and mulched. The areas receiving seed will be mulched to minimize erosion. Silt fences shall be installed downslope of the newly seeded areas. The silt fences shall be maintained and replaced as required during the course of construction until a well established growth of turf is established. A qualified inspector will inspect the site once every seven days. Silt fences shall be replaced or new fences installed as directed by the qualified inspector. PERMANENT STORMWATER CONTROLS Permanent stormwater controls will include the construction of stormwater runoff reduction, area reduction and infiltration practices. The majority of stormwater runoff generated from the proposed building, sidewalks, associated driveways and parking area will be conveyed to infiltration basins west, east and north of the building via a combination of vegetated swales, sheet flow, grassed filter strips and direct piping. By applying green infrastructure techniques and standard stormwater management practices in accordance with the New York State Department of Environmental Conservation Stormwater Management Design Manual, the stormwater management system utilized in developing the site is sized to provide a total Runoff Reduction Volume(RRv)greater than or equal to the minimum Runoff Reduction Volume generated from the building, sidewalks, parking areas and access roads. The peak runoff discharge passing through the stormwater system for the channel protection volume (Cpv: 1 year 24 hour storm event), overbank flood (Qp:10-year storm event)and extreme storm ((Qf)h: 100-year storm event)will be attenuated to less than or equal to the pre-development flow rates. Additionally the Town of Queensbury requires that post-construction offsite flow be attenuated to pre-construction conditions for the 25-year storm event. Design storm events were assumed to be customized storm curves based upon Extreme Precipitation Data in New York& New England available through a joint collaboration between the Northeast Regional Climate Center and Natural Resources Conservation Service with rainfall magnitudes of 2.20 in., 3.67 in., 4.50 and 6.13 in. for the 1yr., 10yr., 25yr., and 100 yr. events, respectively. The runoff rates were modeled using HydroCAD version 10.0 software which calculates runoff based on the modified SCS TR-20 method. Additionally, WQv volumes were established in accordance with the New York State Department of Environmental Conservation Stormwater Management Design Manual, January 2015. Based on the classification of soils as hydrologic group A in the proposed construction areas, the following curve numbers were assumed in the hydrologic analyses: Land Cover Type Curve Number > 75% Grass Cover, Good, HSG A CN 39 Paved Parking CN 98 Roofs CN 98 The site was divided into seven subcatchments based on the direction of flow for the runoff generated from the building, parking area, driveways and undisturbed portions of the site. Subcatchment 1 S includes runoff from the northern lawn area and from the relocated pavilion. The runoff is conveyed via a combination of sheet flow and shallow concentrated flow to a forebay and subsequent infiltration basin located in the northern lawn area. Subcatchment 2S includes the roof of the building addition as well as the adjacent parking area east of the addition. The roof is internally drained and runoff will be directed via roof leaders to a catch basin located in the adjacent parking area east of the addition. The runoff from the parking area east of the addition will be conveyed to a grate opening in the top of the catch basin. The runoff is then conveyed from the catch basin through a 18"diameter pipe to the forebay and infiltration basin located in the northern lawn area. Subcatchment 3S includes the parking area north of the addition. Runoff from this parking area will be conveyed via sheet flow to a grassed filter strip and ultimately into the previously mentioned infiltration basin in the northern lawn area. Subcatchment 4S is comprised of the south-western access driveway, parking area and grassed areas. Runoff from this subcatchment will be conveyed through overland sheet flow and shallow concentrated flow into a forebay and infiltration basin in the south-western corner of the site. Subcatchment 5S includes the south-eastern access driveway, parking area and grassed areas. Runoff generated from these areas will be conveyed to a forebay and infiltration basin in the south-east corner of the site via overland sheet flow and shallow concentrated flow. Subcatchment 6S is comprised of the southern lawn area and the runoff generated by this area is conveyed to an existing catch basin which is connected to the municipal storm sewer. It should be noted that this was the existing drainage pattern for this subcatchment and the impervious area of the subcatchment was reduced by 6,000 sq. ft. by removing pavement and replacing it with grass. Soil restoration techniques will be performed in accordance with section 5.1.6 of the New York State Stormwater Management Design Manual. Subcatchment 7S is comprised of the eastern lawn area which will not have any change in impervious area or drainage pattern. As a final note, the remaining portion of the existing roof structure will not be disturbed as part of this project. The roof is internally drained to the existing southern catch basin and no change to the existing roof runoff conveyance will occur as part of this project. The Subcatchment Plans and HydroCAD Diagram are included in Appendices B and C. Detailed calculations are included in Appendix C. The following table summarizes the RRv values of the standard stormwater management practices (SMP) used to pre-treat a RRv min.= 2,617 cubic feet. Drainage Area Subcatchment Green Infrastructure/ RRv Provided SMP Provided (ft3) Building Addition Roof, North-East Parking Area, 1S, 2S Infiltration Basin 2,215 Pavilion, Northern Lawn North Parking Area 3S Filter Strips 703 South-Western Parking Area, Access Driveway 4S Infiltration Basin 1,126 and Lawn South-Eastern Parking, Access Driveway and 5S Infiltration Basin 301 Lawn RRv total = 4,345 ft3 zRR‘., min. (See Appendix C for detailed calculations) Peak off-site discharge rates for the channel protection volume (Cpv: 1 year 24 hour storm event), overbank flood (Qp:10-year storm event), extreme storm ((Qf)h: 100-year storm event) and the additional Queensbury requirement(25-year storm event)are summarized in the following table: 1-year Storm 10-year storm 25-year storm 100-year storm Peak Discharge Peak Discharge Peak Discharge Peak Discharge Location (ft3/s) (ft3/s) (ft3/s) (ft3/s) Pre Post Pre Post Pre Post Pre Post West Off-Site 0 0 0.02 0.00 0.12 0.00 0.89 0.06 South Off-Site 1.13 0 2.60 0 3.43 0 5.09 0.04 Stormwater management and erosion control practices proposed for the project during construction include the installation of silt fences and similar typical practices in accordance with the New York State Stormwater Management Design Manual, January 2015 and the New York Standards and Specifications for Erosion and Sediment Control. Refer to the construction drawings for the locations and details of the proposed stormwater features. MAINTENANCE OF STORMWATER MANAGEMENT SYSTEM Each Spring all catch basins should be checked for the accumulation of silt and other debris. The catch basins allow for approximately 18 inches of silt accumulation before plugging the outlet pipe. It is recommended they be cleaned of all silt when the accumulation depth exceeds approximately 10 inches. All vegetated swales shall maintain a grass height of 4 to 6 inches and shall be monitored for excessive sediment build-up within the bottom of the channel. The broad crested overflow weir and culvert shall be checked for the accumulation of debris that may constrict runoff from flowing freely at the outlet invert elevations. In addition to the maintenance of the stormwater practices described, the lawns and landscaped areas shall be maintained in good condition to prevent erosion. Any deteriorated areas of lawn shall be re-seeded and a stable turf reestablished. The owner shall modify their deed of record to include a deed covenant that requires operation and maintenance of the post-construction stormwater management practices in accordance with the New York State Department of Environmental Conservation Stormwater Management Design Manual. RETENTION OF RECORDS The contractor shall maintain at the project site a copy of this Storm Water Pollution Prevention Plan (SWPPP). In addition, the contractor shall maintain a site log book which will contain all storm water and erosion control inspection reports to be prepared by the qualified professional. A current copy of the construction drawings shall also be kept in the log book with comments that may have been added by the qualified inspector. SWPPP Report Prepared by: Matthew E. Huntington, PE Sr. Project Engineer- Schoder Rivers Associates CONTRACTOR'S CERTIFICATION "I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings." Signed By: Date: Name -Title Contracting Firm: Phone#- DRAFT Stormwater Control Facility Maintenance Agreement South Queensbury Fire Company 409 Dix Ave. Queensbury, NY 12804 Whereas, the Town of Queensbury ('municipality') and South Queensbury Fire Company (the "facility owner") want to enter into an agreement to provide for the long term maintenance and continuation of stormwater control measures approved by the municipality for the below named project, and Whereas, the municipality and the facility owner desire that the stormwater control measures be built in accordance with the approved project plans and thereafter be maintained, cleaned, repaired, replaced and continued in perpetuity in order to ensure optimum performance of the components. Therefore, the municipality and the facility owner agree as follows: 1. This agreement binds the municipality and the facility owner, its successors and assigns, to the maintenance provisions depicted in the approved project plans which are attached as Schedule A of this agreement. 2. The facility owner shall maintain, clean, repair, replace and continue the stormwater control measures depicted in Schedule A as necessary to ensure optimum performance of the measures to design specifications. The stormwater control measures shall include, but shall not be limited to, the following: drainage ditches, swales, dry wells, infiltrators, drop inlets, pipes, culverts, soil absorption devices and retention ponds. 3. The facility owner shall be responsible for all expenses related to the maintenance of the stormwater control measures and shall establish a means for the collection and distribution of expenses among parties for any commonly owned facilities. 4. The facility owner shall provide for the periodic inspection of the stormwater control measures, not less than once in every five year period, to determine the condition and integrity of the measures. Such inspection shall be performed by a Professional Engineer licensed by the State of New York. The inspecting engineer shall prepare and submit to the municipality within 30 days of the inspection, a written report of the findings including recommendations for those actions necessary for the continuation of the stormwater control measures. 5. The facility owner shall not authorize, undertake or permit alteration, abandonment, modification or discontinuation of the stormwater control measures except in accordance with written approval of the municipality. 6. The facility owner shall undertake necessary repairs and replacement of the stormwater control measures at the direction of the municipality or in accordance with the recommendations of the inspecting engineer. 7. The facility owner shall provide to the municipality within 30 days of the date of this agreement, a security for the maintenance and continuation of the stormwater control measures in the form of a (Bond, letter of credit or escrow account). 8. This agreement shall be recorded in the Office of the County Clerk, County of Warren, together with the deed for the common property and shall be included in the offering plan and/or prospectus approved pursuant to the South Queensbury Firehouse Building Addition and Renovations. 9. If ever the municipality determines that the facility owner has failed to construct or maintain the stormwater control measures in accordance with the project plan or has failed to undertake corrective action specified by the municipality or by the inspecting engineer, the municipality is authorized to undertake such steps as reasonably necessary for the preservation, continuation or maintenance of the stormwater control measures and to affix the expenses thereof as a lien against the property. 10. This agreement is effective beginning on: To be determined. APPENDIX A Project Location Map -;. Water) it�:: V. 4.- _, -..,.. -0. -4.- - f‘'..\ • 46' -: • • • lb- ...--;- le.—-.0- ..- t7 ' ►k .! I' Project N ° 1M �\ x 4 z ;� , ,I3,° Locat• ion ,��\ -- oop 1 1 tt 7: Cem `•!• /, I • 0 ES ,,N .- c /� . 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Ste L O%j -EY'x yV �\ ` t It • .• Dunham Ba -5c R acVD tip\y i� � �, 't l „ I / x x 5k x e-I �( f•,I. . . -__`�•••_h•t. 794.i. , ��' au hC11\'` 5 \, cP�p� ,g x. 6uarfy' �e i I • •tv�-_ ��y� �.7110 uE \\,t�'Y� �j \ �l l/ r '-"�. , ••I t QG� enn; I% ��; M Lock ,v\\�-�1.`_ r • WlI, �,t �� Fenimore 1,., �t� ho1;•,' \I ___--- —sr / .y,� _r it J ok` I131 '�l8 9:' fr h O �., roe DV-1 _ f1 V° •/ sV _ - Yard !' ! ,— t e n�u�il s,?lrJ i �. -� �ns _ -- F BM % � `... • . fx, 1 a x Iv -, 't ?�,L1 • u Tail;ngs F ' . .� r 1 t ,• Vf.•. 3/e HARRISON AV � j / -" 7 `• ' TTV== / � e = __ • Xt � � � INJHarrison Ave '• eF9 ,, � �, ;� J -_1 Elm Sch � �\ /• r O / E� h� I tf P) Aab .• oV I - — sl s L U i/ s i—�r11,n> r/ Ix xxnAA cr `l j .4i, /ubOn ¢i L I" I 7761 v � / f` .\ II County Cc �. \/� / _� O •1 �l Off ces ��---/ Cem, t '� / „t s -J . y •i U1_��K-6 nion Cemetery �' o°utcher .Y/ /" • B`esyo �' X • - _�__.ubat � �. —� _x o�h/ �• /may' • Trailer / �• ur Dyne Ave — .Y/� /, • Park x f '/. '.t' _■ �i / ("g; VAj /„ lem Schy / • c� 1• � • im _�. �4?,,, �` �/" /i ,Lock _ -� • • I ,,8 -�I� '�, �• /1,I.,r BM136 // �:' t¢tiE' � • 'u/s •l — -\ --___APPBO% �►7,.a - BDY # I /./ ill. / / , I11 i /�/ ) M 0 R E ) i p �I ��' \,r it.l ;real r, �� ,Q °�f���r�A§- ii /ark, Reardon � • 0-r 1� r 1 F� dwarA I �/ /,yJReserrooir • , s�r, h5r h tl• ��, E 1. "1�% °_,� ���r t F �'S T E IY W A R ti r- _ ,�,> > rN,I 7' "ass- "/i' f ; s SCHODER RIVERS 'PROJECT TITLE SOUTH QUEENSBURY FIRE DEPARTMENT DRAWING NO. ASSOCIATES 409 DIX AVE. QUEENSBURY, NY _ Consulting Engineers, P.C. SHEET TITLE ° Evergreen Professional Park LOCATION MAP LOC-1 453 Dixon Road,Suite 7, Bldg.3 Queensbury, New York 12804 (518)761-0417,FAX:(518)761-0513 Proj. No.: 18-389 Date: 11/15/2018 Scale: N.T.S. Drawn By: SRA Chk. By: MEN Modifies Dwg. No.: 1 APPENDIX B Subcatchment Plans I I r � ��� � i�~. ,.(tili a 1 / 11 ♦ I I / r1 \ I I 0 T/ I/ 1 krA SUBCATCHMENT 1 S Tc. I 1 1 1 1 i :Aiejtio. /I ^ I w.tAmor AMIN.rr i I \ wr.w w..m l ,\ wvrir i / \ 6l I 416%51 1 • i ,z f i:i::iiiiiii.iiiiii••;••;i:I:iiiiiii*.i:isii -- \ I :MO 'AM l sIFtY y ' Miil •:•:•••33:•I3 .".......iv3'••• ue_ ! i am _ '' —=�- i►ti/ src --- ---- -- . < o_ i. 1 QHV OHV 0 SUBCATCHMENT 2S Tc.- SCHODER RIVERS PROJECT TITLE SOUTH QUEENSBURY FIRE DEPARTMENT DRAWING NO. ASSOCIATES 409 DIX AVE. QUEENSBURY, NY Consulting Engineers, P.C. SHEET TITLE Evergreen Professional Park PRE—CONSTRUCTION SUBCATCHMENT PLAN �� 453 Dixon Road,Suite 7, Bldg.3 Queensbury, New York 12804 (518)761-0417,FAX:(518)761-0513 Prof. No.: 18-389 Dote: 11/15/2018 Scale: N.T.S. Drawn By: SRA Chk. By: MEN Modifies Dwg. No.: 1 I � � � � � ` �. - �r � , . I / / '` II SUBCATCHMENT 1 S Tc. Cc i I / i 0 CI-- 1 \ ..., I/ I/ I/ r ..-- k.)- _I / 102 3S SUBCATCHMENT 7S Tc. I \ J 1 02 I ` SUBCATCHMENT 3S Tc. 0 —(-C) FTTT ,, .11, , i im. ita.\ 2S " -• II I'\ I \.SUBCATCHMENT 2S Tc. I/ \ r.. I -`" O' 1 SUBCATCHMENT 5S Tc. 11 ( SUBCATCHMENT 4S Tc. 1 �,o I 4S , 1 7 ARM Mama. I I 1Ij 0 uL‘ ,/ \ Jam_; ,►. , L ( __— ",fie —¢�0-_ - m.,,,,� Yy ____c„_________ 3 PIv °"� - ._ ,,, SUBCATCHMENT 6S Tc. e 6S0 SCHODER RIVERS PROJECT TITLE SOUTH QUEENSBURY FIRE DEPARTMENT DRAWING NO. ASSOCIATES 409 DIX AVE. QUEENSBURY, NY Consulting Engineers, P.C. SHEET TITLE Evergreen Professional Park POST—CONSTRUCTION SUBCATCHMENT PLAN SW-2 453 Dixon Road,Suite 7, Bldg.3 Queensbury, New York 12804 (518)761-0417,FAX (518)761-0513 Prof. No.: 18-389 Date: 11/15/2018 Seals: N.T.S. Drawn By: SPA Chk. By: MEN Modifies Dwg. No.: 1 APPENDIX C Stormwater Calculations Pre-construction 1 Northern Subcatchment < 2S > Southern Subcatchment Subca) Reach "on. Link Routing Diagram for ExistSubcatchment Prepared by{enter your company name here), Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC ExistSubcatchment Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.176 39 >75% Grass cover, Good, HSG A (2S) 2.543 39 Pasture/grassland/range, Good, HSG A (1S) 0.489 98 Paved parking, HSG A (2S) 0.274 98 Roof (2S) 0.256 98 Unconnected pavement, HSG A (1S) ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: Northern Subcatchment Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Adj Description 110,761 39 Pasture/grassland/range, Good, HSG A 11,135 98 Unconnected pavement, HSG A 121,896 44 42 Weighted Average, UI Adjusted 110,761 90.87% Pervious Area 11,135 9.13% Impervious Area 11,135 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 6.3 294 0.0125 0.78 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.2 394 Total ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Southern Subcatchment Runoff = 1.53 cfs @ 12.00 hrs, Volume= 0.075 af, Depth> 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 21,284 98 Paved parking, HSG A 11,918 98 Roof 7,646 39 >75% Grass cover, Good, HSG A 40,848 87 Weighted Average 7,646 18.72% Pervious Area 33,202 81.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2=2.57" 1.9 285 0.0150 2.49 Shallow Concentrated Flow, Paved Swale Paved Kv=20.3 fps 2.8 345 Total ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: Northern Subcatchment Runoff = 0.02 cfs @ 17.36 hrs, Volume= 0.008 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Adj Description 110,761 39 Pasture/grassland/range, Good, HSG A 11,135 98 Unconnected pavement, HSG A 121,896 44 42 Weighted Average, UI Adjusted 110,761 90.87% Pervious Area 11,135 9.13% Impervious Area 11,135 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 6.3 294 0.0125 0.78 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.2 394 Total ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 2S: Southern Subcatchment Runoff = 3.32 cfs @ 12.00 hrs, Volume= 0.169 af, Depth> 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 21,284 98 Paved parking, HSG A * 11,918 98 Roof 7,646 39 >75% Grass cover, Good, HSG A 40,848 87 Weighted Average 7,646 18.72% Pervious Area 33,202 81.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" 1.9 285 0.0150 2.49 Shallow Concentrated Flow, Paved Swale Paved Kv= 20.3 fps 2.8 345 Total ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1 S: Northern Subcatchment Runoff = 0.12 cfs @ 12.66 hrs, Volume= 0.034 af, Depth> 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt=0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Adj Description 110,761 39 Pasture/grassland/range, Good, HSG A 11,135 98 Unconnected pavement, HSG A 121,896 44 42 Weighted Average, UI Adjusted 110,761 90.87% Pervious Area 11,135 9.13% Impervious Area 11,135 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 6.3 294 0.0125 0.78 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.2 394 Total ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Southern Subcatchment Runoff = 4.31 cfs @ 12.00 hrs, Volume= 0.225 af, Depth> 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 21,284 98 Paved parking, HSG A * 11,918 98 Roof 7,646 39 >75% Grass cover, Good, HSG A 40,848 87 Weighted Average 7,646 18.72% Pervious Area 33,202 81.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2=2.57" 1.9 285 0.0150 2.49 Shallow Concentrated Flow, Paved Swale Paved Kv=20.3 fps 2.8 345 Total ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1 S: Northern Subcatchment Runoff = 0.83 cfs @ 12.44 hrs, Volume= 0.128 af, Depth> 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Adj Description 110,761 39 Pasture/grassland/range, Good, HSG A 11,135 98 Unconnected pavement, HSG A 121,896 44 42 Weighted Average, UI Adjusted 110,761 90.87% Pervious Area 11,135 9.13% Impervious Area 11,135 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 6.3 294 0.0125 0.78 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.2 394 Total ExistSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 2S: Southern Subcatchment Runoff = 6.28 cfs @ 12.00 hrs, Volume= 0.339 af, Depth> 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 21,284 98 Paved parking, HSG A * 11,918 98 Roof 7,646 39 >75% Grass cover, Good, HSG A 40,848 87 Weighted Average 7,646 18.72% Pervious Area 33,202 81.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2=2.57" 1.9 285 0.0150 2.49 Shallow Concentrated Flow, Paved Swale Paved Kv=20.3 fps 2.8 345 Total Post-construction Version 1.8 Total Water Quality Volume Calculation Last Updated: 11/09/2015 WQv(acre-feet)= [(P)(Rv)(A)]/12 Is this project subject to Chapter 10 of the NYS Design Manual(i.e.WQv is equal to post- development 1 year runoff volume)? No Design Point: Queensbury P. 1.20 inch Manually enter P, Total Area and Impervious Cover. 1 1.89 046 24% 0.27 2,215 Infiltratio(Basin' 2 'AL ._ fir' 3 0.17 047 100% 0.95 703 Fitter Strips 4 0.48 017 56% 0.56 1,163 infiltration Basin ' 5 0.55 0.25 ;; 45% 0.46 1,100 Infiltration Basin 6 7 8 9 10 Subtotal(1-30) 3.09 1.15 37% 0.38 5,181 Subtotal 1 Total 3.09 1.15 37% 0.38 5,181 initial WQv e6 ,. Conservation of Natural Areas 0.00 0.00 minimum 10,000 sf maximum contributing length 75 feet to Riparian Buffers 0.00 0.00 150 feet Filter Strips 0.17 0.17 Up to 100 sf directly connected Tree Planting 0.00 0.00 impervious area may be subtracted per Total 0.17 0.17 "«Initial WQv" 3.09 1.15 37% 0.38 5,181 Subtract Area -0.17 -0.17 WQv adjusted after Area Reductions 2.92 0.98 34% 0.35 4,478 Disconnection of Rooftops 0.00 Adjusted WQv after Area Reduction and Rooftop 2.92 0.98 34% 0.35 4,478 Disconnect WQv reduced by Area 703 Reduction techniques Filter Strip Queensbury 3 0.17 0.17 1.00 0.95 703.49 1.20 Filter Strips Is another area based practice applied to No Y/N this area? Amended Soils&Dense Turf Cover? Yes YIN Is area protected from compaction from heavy equipment during construction? Yes YIN Small Area of Impervious Area&close to source? Yes YIN Composte Amendments? No Y/N Boundary Spreader? Yes Y/N Gravel Diaphram at top Boundary Zone? Yes Y/N 25 feet of level grass level spreader shall be used for buffer Specify how sheet flow will be ensured. slopes ranging from 3-15% Average contributing slope 2 % 3%maximum unless a level spreader is Slope of first 10 feet of Filter Strip 2 % 2%maximum Overall Slope 2 % 8%maximum Contributing Length of Pervious Areas(PC) F 150 ft maximum Contributing Length of Impervious areas (IC) 42 75 ft maximum Maximum PC Contributing Length for combination of PC&IC 108 Soil Group(HSG) A 50 ft minimum for slopes 0-8% 75 ft minimum for slopes 8-12% Filter Strip Width 50 100 ft minimum for slopes 12-15% HSG C or D increase by 15-20% Are All Criteria for Filter Strips in Section 5.3.2 met? Yes Subtract 0.17 Acres from total Area Subtract 0.17 Acres from total Impervious Area TRUE Infiltration Basin Worksheet Queensbury 1 1.89 0.46 0.24 0.27 2215.03 1.20 Infiltration Basin «WQv after adjusting for Reduced by Disconnection 0.00 24% 0.27 2,215 Disconnected Rooftops .. routed to this practice. p Sill Infiltration Rate 24.00 in/hour Okay 25%minimum; Pretreatment Sizing 100 %WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 2,215 13111111 Pretreatment Provided 3 479 r7u Pretreatment Techniques utilized Sedimentation Basin Design 2,215 NM WQv Volume Basal Area Infiltration practices shall be designed to exfiltrate the entire WQv Required 1' III 477 through the floor of each practice. Basal Area III Provided 1,963 Design Depth 1.50 Volume Storage Volume provided in infiltration basin area(not including Provided 2,945 pretreatment. RRv 2,215 3 90%of the storage provided in the basin or WQv whichever Is smaller Volume Treated 0 1.11 This is the portion of the WQv that is not reduced/infiltrated Sizing V OK The infiltration basin must provide storage equal to or greater than the WQv of the contributing area. Infiltration Basin Worksheet Queensbury 4 0.48 0.27 0.56 0.56 1163.05 1.20 Infiltration Basin �Itl" i n(ulJ ivuu,-ica *! «WQv after adjusting for Reduced by Disconnection 56% 0.56 1,163 �„`' ;} `i Disconnected Rooftops C�ICCf lT�e�V�LRJII V� Li �C YY.4 1�,0� 1�V�1 UICU iV� Oil 111-OLI.LL7 routed to this practice. 0 i 3 Infiltration Rate 24.00 in/hour Okay 25%minimum; Pretreatment Sizing 100 %WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 1,163 ft3 Pretreatment Provided 1,277 ft3 Pretreatment Techniques utilized Sedimentation Basin Design 1,163 ft3 WQv Volume Basal Area Infiltration practices shall be designed to exfiltrate the entire WQv Required 1,163 ft2 through the floor of each practice. Basal Area 1,251_ ft 2 Provided Design Depth 1.00 ft Volume 3 Storage Volume provided in infiltration basin area(not including Provided 1,251 ft pretreatment. RRv 1,126 ft3 90%of the storage provided in the basin or WQv whichever is smaller Volume Treated 37 ft 3 This is the portion of the WQv that is not reduced/infiltrated Sizing OK The infiltration basin must provide storage equal to or greater than the WQv of the contributing area. Infiltration Basin Worksheet Queensbury�"}} * 0.55 0.25 0.45 0.46 1099.89 1.20 Infiltration Basin LI IICI 11 i I V .. M�C� «WQv after adjusting for Reduced by Disconnection 45% 0.46 1,100 Cfper, p Disconnected Rooftops rE4 tevy,uvn t..( ula� �I UUt.GU ivi au at-La-az routed to this practice. 0 ft3 Infiltration Rate ,dam in/hour Okay 25%minimum; Pretreatment Sizing 1. %WQv 50%if>2 in/hr 100%if>5in/hour Pretreatment Required Volume 1,100 ft3 Pretreatment Provided 1,185 ft3 Pretreatment Techniques utilized Staimentation,Basinl Design 1,100 ft3 WQv Volume Basal Area z Infiltration practices shall be designed to exfiltrate the entire WQv ft Required 733 through the floor of each practice. Basal Area Provided 223 ft z Error, too small Design Depth 1.50 ft Volume 3 Storage Volume provided in infiltration basin area(not including Provided 335 ft pretreatment. Rltt►. 301 f a 9oliot the storage pthvlded in the basin or WQv whichever it smaller Volume Treated 799 ft3 This is the portion of the WQv that is not reduced/infiltrated Sizing V Error The infiltration basin must provide storage equal to or greater than the WQv of the contributing area. 41) North Par ing,Lawn and avillion 3P <i--- 2P 41111/ Infiltratio Basin Fo e ayN 1P. /stern Lawn 0 Cali Basin 9P North Parking Western Offsite Runoff (4s) ) 0 Roof and Parking So -Western So S catchment Subcatchment 6P 4P 6S Sedimentation asin Sedimentation Basin Southern Lawn A A AN:' Infiltration Basin Infiltration Basin Southern Offsite (Subca) Reach 'on• til Routing Diagram for PostSubcatchment Prepared by{enter your company name here}, Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC PostSubcatchment Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 106,063 39 >75% Grass cover, Good, HSG A (1 S,2S,4S, 5S,6S, 7S) 38,071 98 Paved parking, HSG A (1 S,2S, 3S,4S, 5S) 12,938 98 Roofs, HSG A (1S, 2S) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by(enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: North Parking, Lawn and Pavillion Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 59,554 39 >75% Grass cover, Good, HSG A 2,569 98 Roofs, HSG A 603 98 Paved parking, HSG A 62,726 42 Weighted Average 59,554 94.94% Pervious Area 3,172 5.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.1000 0.29 Sheet Flow, From north east corner Grass: Short n= 0.150 P2= 2.57" 0.6 70 0.0750 1.92 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 170 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Roof and Parking Runoff = 0.84 cfs @ 12.01 hrs, Volume= 1,962 cf, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 10,369 98 Roofs, HSG A 6,817 98 Paved parking, HSG A 3,672 39 >75% Grass cover, Good, HSG A 20,858 88 Weighted Average 3,672 17.60% Pervious Area 17,186 82.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 10 0.0500 0.14 Sheet Flow, Eastern Grass Grass: Short n= 0.150 P2= 2.57" 1.9 70 0.0040 0.60 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.3 20 0.0040 1.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.4 100 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by {enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3S: North Parking Runoff = 0.52 cfs @ 11.99 hrs, Volume= 1,289 cf, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 7,839 98 Paved parking, HSG A 7,839 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: South-Western Subcatchment Runoff = 0.26 cfs @ 12.01 hrs, Volume= 718 cf, Depth= 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 11,923 98 Paved parking, HSG A 8,912 39 >75% Grass cover, Good, HSG A 20,835 73 Weighted Average 8,912 42.77% Pervious Area 11,923 57.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 45 0.0050 0.60 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.9 85 0.0100 1.50 Shallow Concentrated Flow, Swale Grassed Waterway Kv= 15.0 fps 2.1 130 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 5S: South-Eastern Subcatchment Runoff = 0.06 cfs @ 12.03 hrs, Volume= 428 cf, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt=0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 10,889 98 Paved parking, HSG A 12,864 39 >75% Grass cover, Good, HSG A 23,753 66 Weighted Average 12,864 54.16% Pervious Area 10,889 45.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" 0.6 55 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.0 155 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 6S: Southern Lawn Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 8,434 39 >75% Grass cover, Good, HSG A 8,434 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n= 0.011 P2=2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 7S: Western Lawn Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Area (sf) CN Description 12,627 39 >75% Grass cover, Good, HSG A 12,627 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 0.2 25 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 125 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by(enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 10 Summary for Pond 1 P: Catch Basin Inflow Area = 20,858 sf, 82.40% Impervious, Inflow Depth = 1.13" for 1-yr event Inflow = 0.84 cfs @ 12.01 hrs, Volume= 1,962 cf Outflow = 0.84 cfs @ 12.01 hrs, Volume= 1,962 cf, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.01 hrs, Volume= 1,962 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.48' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 100.00' 18.0" Round Culvert L= 110.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 100.00'/98.85' S= 0.0105 'P Cc= 0.900 n=0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf Primary OutFlow Max=0.84 cfs @ 12.01 hrs HW=100.48' (Free Discharge) t-1=Culvert (Barrel Controls 0.84 cfs @ 2.59 fps) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: Forebay Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 0.43" for 1-yr event Inflow = 1.34 cfs @ 12.00 hrs, Volume= 3,251 cf Outflow = 0.28 cfs @ 12.31 hrs, Volume= 3,251 cf, Atten= 79%, Lag= 18.7 min Discarded = 0.28 cfs @ 12.31 hrs, Volume= 3,251 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 99.63' @ 12.31 hrs Surf.Area= 2,000 sf Storage= 782 cf Plug-Flow detention time= 22.6 min calculated for 3,249 cf(100% of inflow) Center-of-Mass det. time= 22.6 min ( 834.3-811.7 ) Volume Invert Avail.Storage Storage Description #1 98.85' 5,952 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 98.85 0 0 0 99.00 382 29 29 100.00 2,938 1,660 1,689 101.00 5,589 4,264 5,952 Device Routing Invert Outlet Devices #1 Primary 100.50' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 98.85' 6.000 in/hr Exfiltration over Surface area 4iscarded OutFlow Max=0.28 cfs @ 12.31 hrs HW=99.63' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.28 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=98.85' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 12 Summary for Pond 3P: Infiltration Basin Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag=0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 99.00' @ 0.00 hrs Surf.Area= 1,962 sf Storage=0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 99.00' 5,460 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.00 1,962 0 0 100.00 2,510 2,236 2,236 101.00 3,937 3,224 5,460 Device Routing Invert Outlet Devices #1 Discarded 99.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 102.03' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 1.09 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 13 Summary for Pond 4P: Sedimentation Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 0.41" for 1-yr event Inflow = 0.26 cfs @ 12.01 hrs, Volume= 718 cf Outflow = 0.12 cfs @ 12.12 hrs, Volume= 718 cf, Atten= 55%, Lag= 6.8 min Discarded = 0.12 cfs @ 12.12 hrs, Volume= 718 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.05' @ 12.12 hrs Surf.Area= 849 sf Storage=45 cf Plug-Flow detention time= 2.5 min calculated for 718 cf(100% of inflow) Center-of-Mass det. time= 2.5 min ( 918.2 -915.7 ) Volume Invert Avail.Storage Storage Description #1 100.00' 2,299 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 796 0 0 101.00 1,764 1,280 1,280 101.50 2,313 1,019 2,299 Device Routing Invert Outlet Devices #1 Primary 101.00' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 100.00' 6.000 in/hr Exfiltration over Surface area 4iscarded OutFlow Max=0.12 cfs @ 12.12 hrs HW=100.05' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) t-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 14 Summary for Pond 5P: Infiltration Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.00' @ 0.00 hrs Surf.Area= 1,251 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 100.00' 2,386 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 1,251 0 0 101.00 1,662 1,457 1,457 101.50 2,056 930 2,386 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.00' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 4iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.70 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) L2=Broad-Crested Rectangular Weir(Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 15 Summary for Pond 6P: Sedimentation Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 0.22" for 1-yr event Inflow = 0.06 cfs @ 12.03 hrs, Volume= 428 cf Outflow = 0.05 cfs @ 12.13 hrs, Volume= 428 cf, Atten= 13%, Lag= 5.8 min Discarded = 0.05 cfs @ 12.13 hrs, Volume= 428 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.01' @ 12.13 hrs Surf.Area=296 sf Storage=4 cf Plug-Flow detention time= 1.2 min calculated for 428 cf(100%of inflow) Center-of-Mass det. time= 1.2 min ( 967.0-965.8 ) Volume Invert Avail.Storage Storage Description #1 100.00' 1,472 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 290 0 0 101.00 722 506 506 102.00 1,210 966 1,472 Device Routing Invert Outlet Devices #1 Discarded 100.00' 12.000 in/hr Exfiltration over Surface area #2 Primary 101.75' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.08 cfs @ 12.13 hrs HW=100.01' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) ,Primary Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 16 Summary for Pond 7P: Infiltration Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten=0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.00' @ 0.00 hrs Surf.Area=223 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det.time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 100.00' 782 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 223 0 0 101.00 379 301 301 102.00 582 481 782 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.50' 6.0' long x 4.0'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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 4iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.12 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 1-yr Rainfall=2.20" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 17 Summary for Pond 8P: Southern Offsite Inflow Area = 144,445 sf, 35.31% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 90.00' @ 0.00 hrs Surf.Area=2,000 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 90.00' 40,000 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 90.00 2,000 0 0 110.00 2,000 40,000 40,000 PostSubcatchment NY-South QueensburyFirehouse 24-hr Si 1-yr Rainfall=2.20" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 18 Summary for Pond 9P: Western Offsite Runoff Inflow Area = 12,627 sf, 0.00% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 95.00' @ 0.00 hrs Surf.Area= 2,000 sf Storage=0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 95.00' 20,000 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 95.00 2,000 0 0 105.00 2,000 20,000 20,000 PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Pace 19 Summary for Subcatchment 1S: North Parking, Lawn and Pavillion Runoff = 0.01 cfs @ 17.24 hrs, Volume= 293 cf, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-27.00 hrs, dt=0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 59,554 39 >75% Grass cover, Good, HSG A 2,569 98 Roofs, HSG A 603 98 Paved parking, HSG A 62,726 42 Weighted Average 59,554 94.94% Pervious Area 3,172 5.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.1000 0.29 Sheet Flow, From north east corner Grass: Short n= 0.150 P2= 2.57" 0.6 70 0.0750 1.92 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 170 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 2S: Roof and Parking Runoff = 1.76 cfs @ 12.01 hrs, Volume= 4,214 cf, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 10,369 98 Roofs, HSG A 6,817 98 Paved parking, HSG A 3,672 39 >75% Grass cover, Good, HSG A 20,858 88 Weighted Average 3,672 17.60% Pervious Area 17,186 82.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 10 0.0500 0.14 Sheet Flow, Eastern Grass Grass: Short n= 0.150 P2= 2.57" 1.9 70 0.0040 0.60 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.3 20 0.0040 1.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.4 100 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 3S: North Parking Runoff = 0.87 cfs @ 11.99 hrs, Volume= 2,245 cf, Depth= 3.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 7,839 98 Paved parking, HSG A 7,839 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 4S: South-Western Subcatchment Runoff = 0.97 cfs @ 12.01 hrs, Volume= 2,249 cf, Depth= 1.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt=0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 11,923 98 Paved parking, HSG A 8,912 39 >75% Grass cover, Good, HSG A 20,835 73 Weighted Average 8,912 42.77% Pervious Area 11,923 57.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 45 0.0050 0.60 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.9 85 0.0100 1.50 Shallow Concentrated Flow, Swale Grassed Waterway Kv= 15.0 fps 2.1 130 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr Si 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 5S: South-Eastern Subcatchment Runoff = 0.67 cfs @ 12.02 hrs, Volume= 1,770 cf, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 10,889 98 Paved parking, HSG A 12,864 39 >75% Grass cover, Good, HSG A 23,753 66 Weighted Average 12,864 54.16% Pervious Area 10,889 45.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n= 0.011 P2=2.57" 0.6 55 0.0050 1.44 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.0 155 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 6S: Southern Lawn Runoff = 0.00 cfs @ 24.00 hrs, Volume= 13 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 8,434 39 >75% Grass cover, Good, HSG A 8,434 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 7S: Western Lawn Runoff = 0.00 cfs @ 24.01 hrs, Volume= 19 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Area (sf) CN Description 12,627 39 >75% Grass cover, Good, HSG A 12,627 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2= 2.57" 0.2 25 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 125 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 26 Summary for Pond 1 P: Catch Basin Inflow Area = 20,858 sf, 82.40% Impervious, Inflow Depth = 2.42" for 10-yr event Inflow = 1.76 cfs @ 12.01 hrs, Volume= 4,214 cf Outflow = 1.76 cfs @ 12.01 hrs, Volume= 4,214 cf, Atten= 0%, Lag= 0.0 min Primary = 1.76 cfs @ 12.01 hrs, Volume= 4,214 cf Routing by Stor-Ind method, Time Span=0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.71' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 100.00' 18.0" Round Culvert L= 110.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 100.00'/98.85' S= 0.0105 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf Primary OutFlow Max=1.76 cfs @ 12.01 hrs HW=100.71' (Free Discharge) t-1=Culvert (Barrel Controls 1.76 cfs @ 3.16 fps) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 27 Summary for Pond 2P: Forebay Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 0.89" for 10-yr event Inflow = 2.60 cfs @ 12.00 hrs, Volume= 6,751 cf Outflow = 0.45 cfs @ 12.51 hrs, Volume= 6,751 cf, Atten=83%, Lag= 30.6 min Discarded = 0.45 cfs @ 12.51 hrs, Volume= 6,751 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.10' @ 12.51 hrs Surf.Area= 3,204 sf Storage= 1,997 cf Plug-Flow detention time= 38.4 min calculated for 6,751 cf(100% of inflow) Center-of-Mass det. time= 38.4 min ( 844.5-806.1 ) Volume Invert Avail.Storage Storage Description #1 98.85' 5,952 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 98.85 0 0 0 99.00 382 29 29 100.00 2,938 1,660 1,689 101.00 5,589 4,264 5,952 Device Routing Invert Outlet Devices #1 Primary 100.50' 6.0' long x 4.0'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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 98.85' 6.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.45 cfs @ 12.51 hrs HW=100.10' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.45 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=98.85' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 28 Summary for Pond 3P: Infiltration Basin Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 99.00' @ 0.00 hrs Surf.Area= 1,962 sf Storage=0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 99.00' 5,460 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.00 1,962 0 0 100.00 2,510 2,236 2,236 101.00 3,937 3,224 5,460 Device Routing Invert Outlet Devices #1 Discarded 99.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 102.03' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 1.09 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) 1-2=Broad-Crested Rectangular Weir(Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 sin 00870 ©2018 HydroCAD Software Solutions LLC Page 29 Summary for Pond 4P: Sedimentation Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 1.30" for 10-yr event Inflow = 0.97 cfs @ 12.01 hrs, Volume= 2,249 cf Outflow = 0.18 cfs @ 12.52 hrs, Volume= 2,249 cf, Atten= 81%, Lag= 30.9 min Discarded = 0.18 cfs @ 12.52 hrs, Volume= 2,249 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.51' @ 12.52 hrs Surf.Area= 1,294 sf Storage= 538 cf Plug-Flow detention time= 20.1 min calculated for 2,248 cf(100% of inflow) Center-of-Mass det. time= 20.1 min ( 884.3-864.2 ) Volume Invert Avail.Storage Storage Description #1 100.00' 2,299 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 796 0 0 101.00 1,764 1,280 1,280 101.50 2,313 1,019 2,299 Device Routing Invert Outlet Devices #1 Primary 101.00' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 100.00' 6.000 in/hr Exfiltration over Surface area 4iscarded OutFlow Max=0.18 cfs @ 12.52 hrs HW=100.51' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 30 Summary for Pond 5P: Infiltration Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.00' @ 0.00 hrs Surf.Area= 1,251 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 100.00' 2,386 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 1,251 0 0 101.00 1,662 1,457 1,457 101.50 2,056 930 2,386 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.00' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.70 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) ,Primary Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 31 Summary for Pond 6P: Sedimentation Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 0.89" for 10-yr event Inflow = 0.67 cfs @ 12.02 hrs, Volume= 1,770 cf Outflow = 0.17 cfs @ 12.52 hrs, Volume= 1,770 cf, Atten= 75%, Lag= 30.2 min Discarded = 0.17 cfs @ 12.52 hrs, Volume= 1,770 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.73' @ 12.52 hrs Surf.Area= 606 sf Storage=328 cf Plug-Flow detention time= 12.7 min calculated for 1,770 cf(100% of inflow) Center-of-Mass det. time= 12.7 min ( 902.1 -889.4 ) Volume Invert Avail.Storage Storage Description #1 100.00' 1,472 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 290 0 0 101.00 722 506 506 102.00 1,210 966 1,472 Device Routing Invert Outlet Devices #1 Discarded 100.00' 12.000 in/hr Exfiltration over Surface area #2 Primary 101.75' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.17 cfs @ 12.52 hrs HW=100.73' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 32 Summary for Pond 7P: Infiltration Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.00' @ 0.00 hrs Surf.Area=223 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 100.00' 782 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 223 0 0 101.00 379 301 301 102.00 582 481 782 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.50' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 2iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.12 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) ,Primary Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr Si 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 33 Summary for Pond 8P: Southern Offsite Inflow Area = 144,445 sf, 35.31% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 13 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 90.01' @ 24.14 hrs Surf.Area=2,000 sf Storage= 13 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 90.00' 40,000 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 90.00 2,000 0 0 110.00 2,000 40,000 40,000 PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 10-yr Rainfall=3.67" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Paae 34 Summary for Pond 9P: Western Offsite Runoff Inflow Area = 12,627 sf, 0.00% Impervious, Inflow Depth = 0.02" for 10-yr event Inflow = 0.00 cfs @ 24.01 hrs, Volume= 19 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 95.01' @ 24.63 hrs Surf.Area= 2,000 sf Storage= 19 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 95.00' 20,000 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 95.00 2,000 0 0 105.00 2,000 20,000 20,000 PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 1S: North Parking, Lawn and Pavillion Runoff = 0.08 cfs @ 12.53 hrs, Volume= 1,016 cf, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 59,554 39 >75% Grass cover, Good, HSG A 2,569 98 Roofs, HSG A 603 98 Paved parking, HSG A 62,726 42 Weighted Average 59,554 94.94% Pervious Area 3,172 5.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.7 100 0.1000 0.29 Sheet Flow, From north east corner Grass: Short n= 0.150 P2= 2.57" 0.6 70 0.0750 1.92 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 170 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 2S: Roof and Parking Runoff = 2.27 cfs @ 12.01 hrs, Volume= 5,556 cf, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt=0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 10,369 98 Roofs, HSG A 6,817 98 Paved parking, HSG A 3,672 39 >75% Grass cover, Good, HSG A 20,858 88 Weighted Average 3,672 17.60% Pervious Area 17,186 82.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 10 0.0500 0.14 Sheet Flow, Eastern Grass Grass: Short n= 0.150 P2= 2.57" 1.9 70 0.0040 0.60 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.3 20 0.0040 1.28 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.4 100 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 3S: North Parking Runoff = 1.05 cfs @ 11.99 hrs, Volume= 2,785 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 7,839 98 Paved parking, HSG A 7,839 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2=2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 4S: South-Western Subcatchment Runoff = 1.42 cfs @ 12.01 hrs, Volume= 3,291 cf, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 11,923 98 Paved parking, HSG A 8,912 39 >75% Grass cover, Good, HSG A 20,835 73 Weighted Average 8,912 42.77% Pervious Area 11,923 57.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 45 0.0050 0.60 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2=2.57" 0.9 85 0.0100 1.50 Shallow Concentrated Flow, Swale Grassed Waterway Kv= 15.0 fps 2.1 130 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 5S: South-Eastern Subcatchment Runoff = 1.09 cfs @ 12.01 hrs, Volume= 2,764 cf, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 10,889 98 Paved parking, HSG A 12,864 39 >75% Grass cover, Good, HSG A 23,753 66 Weighted Average 12,864 54.16% Pervious Area 10,889 45.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n=0.011 P2=2.57" 0.6 55 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.0 155 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 6S: Southern Lawn Runoff = 0.00 cfs @ 13.91 hrs, Volume= 78 cf, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-27.00 hrs, dt=0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 8,434 39 >75% Grass cover, Good, HSG A 8,434 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr Si 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment 7S: Western Lawn Runoff = 0.00 cfs @ 14.07 hrs, Volume= 116 cf, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Area (sf) CN Description 12,627 39 >75% Grass cover, Good, HSG A 12,627 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n=0.150 P2= 2.57" 0.2 25 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 125 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr Si 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 42 Summary for Pond 1 P: Catch Basin Inflow Area = 20,858 sf, 82.40% Impervious, Inflow Depth = 3.20" for 25-yr event Inflow = 2.27 cfs @ 12.01 hrs, Volume= 5,556 cf Outflow = 2.27 cfs @ 12.01 hrs, Volume= 5,556 cf, Atten= 0%, Lag= 0.0 min Primary = 2.27 cfs @ 12.01 hrs, Volume= 5,556 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.81' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 100.00' 18.0" Round Culvert L= 110.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 100.00'/98.85' S= 0.0105 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf Primary OutFlow Max=2.27 cfs @ 12.01 hrs HW=100.81 (Free Discharge) t 1=Culvert (Barrel Controls 2.27 cfs @ 3.37 fps) PostSubcatchment NY-South QueensburyFirehouse 24-hr SI 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 43 Summary for Pond 2P: Forebay Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 1.23" for 25-yr event Inflow = 3.29 cfs @ 12.00 hrs, Volume= 9,357 cf Outflow = 0.53 cfs @ 12.54 hrs, Volume= 9,357 cf, Atten= 84%, Lag= 32.3 min Discarded = 0.53 cfs @ 12.54 hrs, Volume= 9,357 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span=0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.33' @ 12.54 hrs Surf.Area= 3,825 sf Storage= 2,820 cf Plug-Flow detention time= 47.2 min calculated for 9,353 cf(100% of inflow) Center-of-Mass det. time= 47.2 min ( 858.0-810.8 ) Volume Invert Avail.Storage Storage Description #1 98.85' 5,952 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 98.85 0 0 0 99.00 382 29 29 100.00 2,938 1,660 1,689 101.00 5,589 4,264 5,952 Device Routing Invert Outlet Devices #1 Primary 100.50' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 98.85' 6.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.53 cfs @ 12.54 hrs HW=100.33' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.53 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=98.85' (Free Discharge) ,Primary Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 44 Summary for Pond 3P: Infiltration Basin Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method,Time Span=0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 99.00' @ 0.00 hrs Surf.Area= 1,962 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 99.00' 5,460 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.00 1,962 0 0 100.00 2,510 2,236 2,236 101.00 3,937 3,224 5,460 Device Routing Invert Outlet Devices #1 Discarded 99.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 102.03' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) '-1=Exfiltration (Passes 0.00 cfs of 1.09 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 45 Summary for Pond 4P: Sedimentation Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 1.90" for 25-yr event Inflow = 1.42 cfs @ 12.01 hrs, Volume= 3,291 cf Outflow = 0.22 cfs @ 12.53 hrs, Volume= 3,291 cf, Atten= 84%, Lag= 31.5 min Discarded = 0.22 cfs @ 12.53 hrs, Volume= 3,291 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.82' @ 12.53 hrs Surf.Area= 1,589 sf Storage= 977 cf Plug-Flow detention time= 33.4 min calculated for 3,290 cf(100%of inflow) Center-of-Mass det. time= 33.3 min ( 883.8-850.4 ) Volume Invert Avail.Storage Storage Description #1 100.00' 2,299 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 796 0 0 101.00 1,764 1,280 1,280 101.50 2,313 1,019 2,299 Device Routing Invert Outlet Devices #1 Primary 101.00' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 100.00' 6.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.22 cfs @ 12.53 hrs HW=100.82' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.22 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 sin 00870 ©2018 HydroCAD Software Solutions LLC Page 46 Summary for Pond 5P: Infiltration Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.00' @ 0.00 hrs Surf.Area= 1,251 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 100.00' 2,386 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 1,251 0 0 101.00 1,662 1,457 1,457 101.50 2,056 930 2,386 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.00' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 4iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.70 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) ,Primary Rectangular Weir(Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 sin 00870 ©2018 HydroCAD Software Solutions LLC Page 47 Summary for Pond 6P: Sedimentation Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 1.40" for 25-yr event Inflow = 1.09 cfs @ 12.01 hrs, Volume= 2,764 cf Outflow = 0.23 cfs @ 12.53 hrs, Volume= 2,764 cf, Atten= 79%, Lag= 31.1 min Discarded = 0.23 cfs @ 12.53 hrs, Volume= 2,764 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 101.23' @ 12.53 hrs Surf.Area= 833 sf Storage=682 cf Plug-Flow detention time= 22.1 min calculated for 2,763 cf(100% of inflow) Center-of-Mass det. time= 22.1 min ( 894.0 -871.9 ) Volume Invert Avail.Storage Storage Description #1 100.00' 1,472 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 290 0 0 101.00 722 506 506 102.00 1,210 966 1,472 Device Routing Invert Outlet Devices #1 Discarded 100.00' 12.000 in/hr Exfiltration over Surface area #2 Primary 101.75' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.23 cfs @ 12.53 hrs HW=101.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 48 Summary for Pond 7P: Infiltration Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 0.00" for 25-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten=0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.00' @ 0.00 hrs Surf.Area=223 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det.time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 100.00' 782 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 223 0 0 101.00 379 301 301 102.00 582 481 782 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.50' 6.0' long x 4.0'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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) 1=Exfiltration (Passes 0.00 cfs of 0.12 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) t2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 49 Summary for Pond 8P: Southern Offsite Inflow Area = 144,445 sf, 35.31% Impervious, Inflow Depth = 0.01" for 25-yr event Inflow = 0.00 cfs @ 13.91 hrs, Volume= 78 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 90.04' @ 24.14 hrs Surf.Area=2,000 sf Storage= 78 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 90.00' 40,000 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 90.00 2,000 0 0 110.00 2,000 40,000 40,000 PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 25-yr Rainfall=4.50" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 50 Summary for Pond 9P: Western Offsite Runoff Inflow Area = 12,627 sf, 0.00% Impervious, Inflow Depth = 0.11" for 25-yr event Inflow = 0.00 cfs @ 14.07 hrs, Volume= 116 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 95.06' @ 24.63 hrs Surf.Area= 2,000 sf Storage= 116 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 95.00' 20,000 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area lnc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 95.00 2,000 0 0 105.00 2,000 20,000 20,000 PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment IS: North Parking, Lawn and Pavillion Runoff = 0.50 cfs @ 12.15 hrs, Volume= 3,452 cf, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 59,554 39 >75% Grass cover, Good, HSG A 2,569 98 Roofs, HSG A 603 98 Paved parking, HSG A 62,726 42 Weighted Average 59,554 94.94% Pervious Area 3,172 5.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.1000 0.29 Sheet Flow, From north east corner Grass: Short n= 0.150 P2= 2.57" 0.6 70 0.0750 1.92 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.3 170 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment 2S: Roof and Parking Runoff = 3.27 cfs @ 12.01 hrs, Volume= 8,258 cf, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt=0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 10,369 98 Roofs, HSG A 6,817 98 Paved parking, HSG A 3,672 39 >75% Grass cover, Good, HSG A 20,858 88 Weighted Average 3,672 17.60% Pervious Area 17,186 82.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 10 0.0500 0.14 Sheet Flow, Eastern Grass Grass: Short n= 0.150 P2= 2.57" 1.9 70 0.0040 0.60 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2= 2.57" 0.3 20 0.0040 1.28 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.4 100 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment 3S: North Parking Runoff = 1.41 cfs @ 11.99 hrs, Volume= 3,849 cf, Depth= 5.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 7,839 98 Paved parking, HSG A 7,839 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.9 60 0.0200 1.11 Sheet Flow, Parking Lot Smooth surfaces n= 0.011 P2=2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by(enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 4S: South-Western Subcatchment Runoff = 2.36 cfs @ 12.00 hrs, Volume= 5,550 cf, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 11,923 98 Paved parking, HSG A 8,912 39 >75% Grass cover, Good, HSG A 20,835 73 Weighted Average 8,912 42.77% Pervious Area 11,923 57.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 45 0.0050 0.60 Sheet Flow, Parking Lot Smooth surfaces n=0.011 P2= 2.57" 0.9 85 0.0100 1.50 Shallow Concentrated Flow, Swale Grassed Waterway Kv= 15.0 fps 2.1 130 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 5S: South-Eastern Subcatchment Runoff = 2.05 cfs @ 12.01 hrs, Volume= 5,022 cf, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt=0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 10,889 98 Paved parking, HSG A 12,864 39 >75% Grass cover, Good, HSG A 23,753 66 Weighted Average 12,864 54.16% Pervious Area 10,889 45.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" 0.6 55 0.0050 1.44 Shallow Concentrated Flow, Paved Kv=20.3 fps 3.0 155 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 6S: Southern Lawn Runoff = 0.04 cfs @ 12.41 hrs, Volume= 340 cf, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 8,434 39 >75% Grass cover, Good, HSG A 8,434 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 100 0.0050 0.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.57" PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 7S: Western Lawn Runoff = 0.06 cfs @ 12.52 hrs, Volume= 509 cf, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs NY-SouthQueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Area (sf) CN Description 12,627 39 >75% Grass cover, Good, HSG A 12,627 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.0200 0.15 Sheet Flow, Grass: Short n= 0.150 P2=2.57" 0.2 25 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 11.1 125 Total PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 58 Summary for Pond 1 P: Catch Basin Inflow Area = 20,858 sf, 82.40% Impervious, Inflow Depth = 4.75" for 100-yr event Inflow = 3.27 cfs @ 12.01 hrs, Volume= 8,258 cf Outflow = 3.27 cfs @ 12.01 hrs, Volume= 8,258 cf, Atten= 0%, Lag=0.0 min Primary = 3.27 cfs @ 12.01 hrs, Volume= 8,258 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 101.00' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 100.00' 18.0" Round Culvert L= 110.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 100.00'/98.85' S=0.0105 '/' Cc= 0.900 n=0.020 Corrugated PE, corrugated interior, Flow Area= 1.77 sf Primary OutFlow Max=3.27 cfs @ 12.01 hrs HW=101.00' (Free Discharge) L1=Culvert (Barrel Controls 3.27 cfs @ 3.68 fps) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 59 Summary for Pond 2P: Forebay Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 2.04" for 100-yr event Inflow = 4.72 cfs @ 12.00 hrs, Volume= 15,559 cf Outflow = 1.53 cfs @ 12.34 hrs, Volume= 15,559 cf, Atten=68%, Lag=20.3 min Discarded = 0.65 cfs @ 12.34 hrs, Volume= 13,941 cf Primary = 0.88 cfs @ 12.34 hrs, Volume= 1,618 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.66' @ 12.34 hrs Surf.Area=4,678 sf Storage=4,187 cf Plug-Flow detention time= 52.9 min calculated for 15,559 cf(100% of inflow) Center-of-Mass det. time= 52.9 min ( 865.0-812.1 ) Volume Invert Avail.Storage Storage Description #1 98.85' 5,952 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 98.85 0 0 0 99.00 382 29 29 100.00 2,938 1,660 1,689 101.00 5,589 4,264 5,952 Device Routing Invert Outlet Devices #1 Primary 100.50' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 98.85' 6.000 in/hr Exfiltration over Surface area 4iscarded OutFlow Max=0.65 cfs @ 12.34 hrs HW=100.66' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.65 cfs) Primary OutFlow Max=0.88 cfs @ 12.34 hrs HW=100.66' (Free Discharge) t-1=Broad-Crested Rectangular Weir(Weir Controls 0.88 cfs @ 0.94 fps) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here) Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 60 Summary for Pond 3P: Infiltration Basin Inflow Area = 91,423 sf, 30.84% Impervious, Inflow Depth = 0.21" for 100-yr event Inflow = 0.88 cfs @ 12.34 hrs, Volume= 1,618 cf Outflow = 0.88 cfs @ 12.35 hrs, Volume= 1,618 cf, Atten= 0%, Lag= 0.9 min Discarded = 0.88 cfs @ 12.35 hrs, Volume= 1,618 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 99.02' @ 12.35 hrs Surf.Area= 1,975 sf Storage=48 cf Plug-Flow detention time= 0.9 min calculated for 1,618 cf(100% of inflow) Center-of-Mass det. time= 0.9 min ( 746.9-746.0 ) Volume Invert Avail.Storaqe Storage Description #1 99.00' 5,460 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.00 1,962 0 0 100.00 2,510 2,236 2,236 101.00 3,937 3,224 5,460 Device Routing Invert Outlet Devices #1 Discarded 99.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 102.03' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=1.10 cfs @ 12.35 hrs HW=99.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 1.10 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.00' (Free Discharge) t-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 61 Summary for Pond 4P: Sedimentation Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 3.20" for 100-yr event Inflow = 2.36 cfs @ 12.00 hrs, Volume= 5,550 cf Outflow = 0.77 cfs @ 12.21 hrs, Volume= 5,550 cf, Atten=67%, Lag= 12.6 min Discarded = 0.26 cfs @ 12.21 hrs, Volume= 4,813 cf Primary = 0.51 cfs @ 12.21 hrs, Volume= 737 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 101.11' @ 12.21 hrs Surf.Area= 1,883 sf Storage= 1,477 cf Plug-Flow detention time= 38.5 min calculated for 5,548 cf(100%of inflow) Center-of-Mass det. time= 38.5 min ( 870.1 -831.7 ) Volume Invert Avail.Storage Storage Description #1 100.00' 2,299 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 796 0 0 101.00 1,764 1,280 1,280 101.50 2,313 1,019 2,299 Device Routing Invert Outlet Devices #1 Primary 101.00' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 100.00' 6.000 in/hr Exfiltration over Surface area piscarded OutFlow Max=0.26 cfs @ 12.21 hrs HW=101.11' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.26 cfs) Primary OutFlow Max=0.51 cfs @ 12.21 hrs HW=101.11' (Free Discharge) ,Primary OutFlow Rectangular Weir(Weir Controls 0.51 cfs @ 0.78 fps) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 62 Summary for Pond 5P: Infiltration Basin Inflow Area = 20,835 sf, 57.23% Impervious, Inflow Depth = 0.42" for 100-yr event Inflow = 0.51 cfs @ 12.21 hrs, Volume= 737 cf Outflow = 0.51 cfs @ 12.22 hrs, Volume= 737 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.51 cfs @ 12.22 hrs, Volume= 737 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.01' @ 12.22 hrs Surf.Area= 1,255 sf Storage= 14 cf Plug-Flow detention time= 0.4 min calculated for 737 cf(100% of inflow) Center-of-Mass det. time= 0.4 min ( 740.1 -739.7) Volume Invert Avail.Storage Storage Description #1 100.00' 2,386 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 1,251 0 0 101.00 1,662 1,457 1,457 101.50 2,056 930 2,386 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.00' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.70 cfs @ 12.22 hrs HW=100.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.70 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) ,Primary Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 63 Summary for Pond 6P: Sedimentation Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 2.54" for 100-yr event Inflow = 2.05 cfs @ 12.01 hrs, Volume= 5,022 cf Outflow = 0.72 cfs @ 12.22 hrs, Volume= 5,022 cf, Atten= 65%, Lag= 12.7 min Discarded = 0.31 cfs @ 12.22 hrs, Volume= 4,567 cf Primary = 0.41 cfs @ 12.22 hrs, Volume= 454 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 101.82' @ 12.22 hrs Surf.Area= 1,121 sf Storage= 1,259 cf Plug-Flow detention time= 30.6 min calculated for 5,020 cf(100% of inflow) Center-of-Mass det. time= 30.6 min ( 880.2 -849.6 ) Volume Invert Avail.Storage Storage Description #1 100.00' 1,472 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 290 0 0 101.00 722 506 506 102.00 1,210 966 1,472 Device Routing Invert Outlet Devices #1 Discarded 100.00' 12.000 in/hr Exfiltration over Surface area #2 Primary 101.75' 10.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.31 cfs @ 12.22 hrs HW=101.82' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=0.41 cfs @ 12.22 hrs HW=101.82' (Free Discharge) ,Primary Rectangular Weir(Weir Controls 0.41 cfs @ 0.62 fps) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 64 Summary for Pond 7P: Infiltration Basin Inflow Area = 23,753 sf, 45.84% Impervious, Inflow Depth = 0.23" for 100-yr event Inflow = 0.41 cfs @ 12.22 hrs, Volume= 454 cf Outflow = 0.18 cfs @ 12.53 hrs, Volume= 454 cf, Atten= 55%, Lag= 18.5 min Discarded = 0.18 cfs @ 12.53 hrs, Volume= 454 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 100.69' @ 12.53 hrs Surf.Area= 331 sf Storage= 192 cf Plug-Flow detention time= 11.8 min calculated for 454 cf(100%of inflow) Center-of-Mass det. time= 11.8 min ( 751.4 -739.7 ) Volume Invert Avail.Storage Storage Description #1 100.00' 782 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 223 0 0 101.00 379 301 301 102.00 582 481 782 Device Routing Invert Outlet Devices #1 Discarded 100.00' 24.000 in/hr Exfiltration over Surface area #2 Primary 101.50' 6.0' long x 4.0' 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) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Qiscarded OutFlow Max=0.18 cfs @ 12.53 hrs HW=100.69' (Free Discharge) T-1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=100.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 65 Summary for Pond 8P: Southern Offsite Inflow Area = 144,445 sf, 35.31% Impervious, Inflow Depth = 0.03" for 100-yr event Inflow = 0.04 cfs @ 12.41 hrs, Volume= 340 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 90.17' @ 24.14 hrs Surf.Area=2,000 sf Storage= 340 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 90.00' 40,000 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 90.00 2,000 0 0 110.00 2,000 40,000 40,000 PostSubcatchment NY-South QueensburyFirehouse 24-hr S1 100-yr Rainfall=6.13" Prepared by{enter your company name here} Printed 11/14/2018 HydroCAD®10.00-21 s/n 00870 ©2018 HydroCAD Software Solutions LLC Page 66 Summary for Pond 9P: Western Offsite Runoff Inflow Area = 12,627 sf, 0.00% Impervious, Inflow Depth = 0.48" for 100-yr event Inflow = 0.06 cfs @ 12.52 hrs, Volume= 509 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag=0.0 min Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.01 hrs Peak Elev= 95.25' @ 24.63 hrs Surf.Area=2,000 sf Storage= 509 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 95.00' 20,000 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 95.00 2,000 0 0 105.00 2,000 20,000 20,000