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Stormwater Management Report 03.10.17 Storm,water Management Report, Stormwater Pollution Prevention Plan (SWPPP), and Post Construction Maintenance I r r Stewarts, Shops, 977 Route Town of Qu�eens,bury Warren County, r March, 10, 2017 w IZ Prepared by., EngineeChg and , L ani Surveying, P.C. d a part ark, u105 ;Biftan Pkr�eY 12065 ...o,R.,,,,,. aaomm, TI.518-371-0709 Fax 518-37'1-0822 STORMWATER MANAGEMENT REPORT For STEWARTS SHOPS TOWN OF QUEENSBURY,WARREN COUNTY, NEW YORK The overall Stormwater Management package consists of three reports.. • The first report is the Stormwater Management Report. The Engineering report demonstrates through calculations that the proposed management technique will operate correctly and that the practice is designed in accordance with applicable standards. • The second report is the Stormwater Pollution Prevention Plan (SWPPP). The SWPPP details activities that are to occur during construction of the site. The SWPPP identifies the individuals that are responsible to prevent water quality violations and offsite degradation. The narrative report, along with the plans, show locations for temporary measures, such as silt fence, that should be used to protect the site until the site is stabilized. Sample weekly, monthly and quarterly reports have been included for documenting compliance with the SPDES permit. • The third report is the Post-Construction Maintenance Plan. The Maintenance Plan identifies to the Owner which activities can be anticipated to ensure that the stormwater management practice operated correctly. Routine maintenance activities have been identified and typical annual operating expenses have been presented. A. Stormwater Management Report Table of Contents 1.0 EXECUTIVE SUMMARY............................................................................................................ 1 1.1 Methodology for Designing Storm Water Management................................................................... 1 2.0 SITE CONDITIONS.................................................................................................................... 2 2.1 Topography........................................................................................................................................... 2 2.2 Soils.......................................................................................................................................................2 2.3 Test Pits and Percolation Test............................................................................................................ 2 3.0 PRE AND POST DEVELOPMENT GRAPHICAL PEAK DISCHARGE......................................3 3.1 Pre-Development Area Descriptions and Discharge Points............................................................3 3.2 Post Development Area Descriptions and Discharge Points..........................................................3 3.3 Time of Concentration (TOC)..............................................................................................................3 3.4 Weighted Curve Number(CN).............................................................................................................4 3.5 Peak Discharges for Pre and Post Development Areas...................................................................4 3.6 Pre-Development vs Post Development Peak Discharges at Discharge Points ...........................4 3.7 Graphical Peak Discharges Usage.....................................................................................................4 4.0 PROPOSED WATER QUANTITY CONTROLS ......................................................................... 5 4.1 Proposed Stormwater Management Strategy...................................................................................5 4.2 Runoff Reduction Volume RRv 5 4.3 Water Quantity......................................................................................................................................7 4.4 Channel Protection Volume CPv 7 4.5 Overbank Flood Protection Volume...................................................................................................7 4.6 Extreme Flood Protection Volume .....................................................................................................7 4.7 Safe passage of the 100-Year Design Storm.....................................................................................7 5.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS................................................ 8 5.1 Proposed Stormwater Management Strategy ...................................................................................8 5.2 Water Quantity Using TR-55 Tabular Method For Post Development Areas#1 and #11C............. 8 5.3 Water Quality, Runoff Reduction Volume and Pretreatment for Post Development Area#1C....9 March 2017 5.4 Water Quantity Using TR-55 Tabular Method For Post Development Areas#1 B........................ 10 5.5 Water Quantity Using TR-55 Tabular Method For Post Development Areas#1 A........................ 10 6.0 . PROPOSED CONVEYANCE SYSTEM.................................................................................. 12 7.0 SOURCES AND BIBLIOGRAPHY........................................................................................... 13 8.0 EXHIBITS................................................................................................................................. 14 Exhibit A- Graphical Peak Discharge Calculations................................................................................... 15 .1 24-Hour Rainfall Intensity Table........................................................................................................ 15 .2 Pre-Development CN. TOC, Peak Discharge) 15 .3 Post Development(CN. TOC, Peak Discharge)............................................................................... 15 .4 NRCS Soil Information...................................................................................................................... 15 Exhibit B-WQv, RRv and Pretreatment....................................................................................................... 16 .1 Post Development Area #1 C, Water Quality Volume (WQv) and Redevelopment.......................... 16 .2 WQv peak flow.................................................................................................................................. 16 .3 RRv................................................................................................................................................... 16 .4 Hydrodynamic Unit............................................................................................................................ 16 .5 Oil water separator............................................................................................................................. 16 Exhibit C- Hydrologic Model Simulation Using TR-55 Tabular Method................................................... 17 .1 Routing Tables for the 1, 2, 10, 25 and 100 year storms with Inflow and Outflow Hydrographs...... 17 ExhibitD-Pipes ............................................................................................................................................. 18 ExhibitD -Maps.............................................................................................................................................. 19 19 .1 Project Location Map........................................................................................................................ 19 .2 Soil Map (Figure 1)............................................................................................................................ .3 Pre-Development Watersheds (Figure 2)......................................................................................... 19 .4 Post Development Watersheds (Figure 3)........................................................................................ 19 B Stormwater Pollution Prevention Plan (SWPPP) Table of Contents 1.0 OWNER AND CONTRACTOR'S/SUBCONTRACTOR'S CERTIFICATION .............................. 1 2.0 NYSDEC GUIDELINES FOR PREPARING A SWPPP.............................................................. 6 3.0 CONSTRUCTION EROSION CONTROL PRACTICES ........................................................... 16 4.0 CONSTRUCTION WASTE MANAGEMENT............................................................................ 17 5.0 SEQUENCE OF CONSTRUCTION.......................................................................................... 18 6.0 EROSION CONTROL MAINTENANCE DURING CONSTRUCTION....................................... 19 7.0 GENERAL PERMIT (GP 0-15-001) INFORMATIONS.............................................................. 20 Exhibits.............................................................................................................................................................21 Exhibit F-Stormwater Pollution Prevention Plan (SWPPP)......................................................................22 .1 Notice of Intent(NOI)........................................................................................................................22 .2 SWPPP Acceptance form................................................................................................................. 22 .3 General Permit.................................................................................................................................. 22 .4 Construction Site Log Book.............................................................................................................. 22 .5 Notice of Termination (NOT)............................................................................................................. 22 March 2017 C. Post Construction Maintenance Plan Table of Contents 1.0 OPERATION AND MAINTENANCE INFORMATION...................................................................... 1 2.0 DESIGN AND CONSTRUCTION INFORMATION ...........................................................................2 3.0 MAINTENANCE AND INSPECTION RESPONSIBILITIES.............................................................. 3 4.0 FUNDING MECHANISM..................................................................................................................4 5.0 POST-CONSTRUCTION STORMWATER MANAGEMENT FACILITIES (PRACTICES) ................7 6.0 ATTACHMENTS TO MAINTENANCE PLAN .................................................................................. 8 Exhibits...............................................................................................................................................................9 Exhibit G—Post Construction Maintenance Information ............................................................................. 9 LAPROJECTS\MJ984 STEWARTS\984.08(QUEENSBURY RT 149)\SWMR\SWMR 3.10.17.DOCX March 2017 MJ. f ng¢ne erinq and Land Surveying P.0, o-wrm it i"ws /,..--"iw aei.aaaa. .... w Stormwater wManagement R! tpgq 1.0 EXECUTIVE SUMMARY Stewarts Shop is proposing to construct a 3,695 sf convenient store, along with a parking lot and' gas pump islands on approximately 1.8 acre parcel located at intersection of Route 149 and Route 9,L in the Town of Queensbury, Warren County. Stewarts has an existing convenient acre and gas pumps at this location. Currently storm water runoff is collected by the on-site closed drainage system and sent to an infiltration basin in the rear of the property, The existing infiltration basin pre-dates NYSD C stormwater design guidelines for a designated NYSD C "Hot Spot". The proposed plan the protect will be subject to NYSDEC SPCDPS Phase II requirements for water quality and quantity as the project will disturb greater than 1 acre, The proposed site improvements have been designed in accordance with the Stormwater Management Design Manual (SWCDM) published by the New York State department of Environmental Conservation (NY SEDC) The objective of controlling water quantity is to ensure that the peak rate of runoff leaving the site does not increase as result of site development. Enhanced stormwater regulations implemented in 2003 call for more stringent design standards when dealing with stormwater runoff on sites disturbing more than 1 acre of land. The"new" regulations are commonly referred to as "Phase ll'" guidelines. The proposed improvements for the project site meet or exceed water quantity, runoff reduction and water quality requirements as specified in the 2015 NYSfDC SWtDM guidelines The proposed management strategy consists of using and underground storage array system to temporary hold stormwater runoff generated by new impervious areas and then meter the stormwater out to the proposed infiltration area. Pre versus Post development peak flows for varies storm intensities will be maintained at all existing discharge points for thus project. Water quality for the site will be achieved by the two methods for this project. Per table 4.3 of the stormwater design manual (SW DM) the proposed site is classified as "blot Spot". tinder section 4.9 of the SV1til M a classified hot spot cannot recharge stormwater runoff, but per section 5.3.1 of the S"M1/IfCDM infiltration of stormwater runoff is allowed as long as redundant pretreatment is provided by two practices in series. The proposed plan is to grade the gas aprons, fuels storage areas and parking lot to a closed drainage system that will direct the stormwater runoff from the NY SCD C classified blot Spot to a prefabricated concrete hydrodynamic underground water quality unit manufactured by Contech commonly called a "Vortechs"' tank and then to an Oil water separator before the stormwater is discharged to the Infiltration basin. The hydrodynamic and oil water separator units will treat the required water quality volume set forth by NYSfDPC guidelines for the Hot Spot portion of the site, whiffle the infiltration basin (1-1) will treat the Water Quality (WQv) and Reduction Runoff (RRv) volumes and set forth by NYSCDRC guidelines within the infiltration basin. Routine imaintenance is a key component in the successful operation of the stormwater management practice. Provisions ensuring the upkeep are required and are submitted in the accompanying maintenance plan. The Maintenance Plan, Stormwater Pollution Prevention Plan (SWPPP) and draft Notice-of-Intent (NODI') Application have been completed for this site. The NODI is required to be submitted to NYSCDEC in order to obtain a SPt3PS Phase II permit. ,application to NIYS DEC for coverage under the Phase II permit occurs prior to construction activities and after municipal)site plan approvals are obtained. The following Stormwater Management Report quantitatively assesses the pre-development and post- development runoff conditions of the site. The report documents that the proposed improvements will meet the minimum requirements of water quality parameters as set forth in the NYSCDPC guidelines, 1.1 Methodology for Designing Storm Water Management 1. Determine contributory watershed area(s) and subsequent sub-watersheds for proposed site according to site conditions. Design a pipe layout to convey stormwater to selected locations. 2. Evaluate pre and post development stormwater runoff conditions for various storm intensities, durations and frequencies of occurrences using USDA Technical Release 55 (TR-55) methodology. 3. Evaluate peak runoff and storage requirements for the NYSCDRC specified 1„ 2„ 10, 25 and 100-year storm frequencies. March 2017 Page 1 MJ,Erqineer6ng and Land Surveying, P.C. I '01,W I Stormwater Management report 2.0SITE CONDITIONS 2.1 Topography The existing topography is fairly flat for a majority of the site, The, steepest slopes on the site are approximately 8% and are in the rear of the property. The topography generally flows from south to north, and is collated via a catch basins and sent to an on-site infiltration basin, See Exhibit E.2 for the existing topography. 2.2 Soils The USIA Soil Survey was used to determine the existing soils within the project boundaries. Hydrologic soil groups were determined to analyze, runoff volumes and flow rates. Soils found within the project and adjacent properties are as follows: OaC/OaB OakVille (sand soil) HSG A See Exhibit AA for further soil information. The information in Exhibit A.4 is depicted in Exhibit E.2, entitled "Soil Map"for soil delineation within the project site. 2.3 Test Piits and Percolation Test Contained with the plans there are multiply test pits and percolation test that have been performed by Stewarts. The proposed Infiltration system is situated near in test pits "D2", Per Stewarts test pit results the test pit went about elevation 413 feet deep at had a starting elevation of about 422.0. The proposed bottom of infiltration system will be at elevation 413. This is also the same elevation as the functioning existing infiltration system so we can ensure that it will function as it currently does. The infiltration rate of the proposed infiltration area has been set at 1 inch in 10 min (6 inchesihour) in the design calculations or a 2,0 safety factor has been used based upon the existing percolation rate of 1 inch per 5 minutes. ...................... March 2017 Page 2 MJ,Engineeriing and [.�ind Surveying, P.C. VIVI�1a„,d .......... Storrnwatermainaqe!2�en!_[�� 3.0 PRE AND POST DEVELOPMENT GRAPHICAL PEAK DISCHARGE This section describes, the stormwater analysis internal to the site, including the runoff generated within the limits of the site, Analysis of upstream/downstream watershed to the receiving waters for this project site is not included in the computations for this report. The peak discharge rates represented in this report demonstrate only the expected peak flows from the delineated watersheds and do not take into account the overall watersheds. The non-delineated Pre and Post Development upstream/downstream watersheds are considered base flow and where the proposed site improvement will not have an effect on, stormwater runoff. Therefore, the Pre and Post Development non-delineated upstream/downstream watershed will have the exact same stormwater runoff characteristics, 3.1 Pre-Development Area Descriptions and Discharge Points, The Pre-Development stormwater system was analyzed by reviewing the contributing watershed to the discharge point which was identified based on the existing topography. To analyze and compare the post development conditions, with the pre-development conditions, the watershed consists of one area (Refer to"Pre-Development” in Exhibit E.3). Pre,-Development Area #1 is approximately 3.02 acres, and contains impervious area from the site, impervious area from Town/DOT roadways, grass, and! wooded areas. Stormwater runoff is collected by closed drainage system on the parcel and is sent to the existing infiltration basin (Discharge Point#1) in the rear of property. 3.,2 Post Development Area Descriptions and Discharge Points The following section describes the post development drainage patterns, To analyze and compare the post development conditions, with the post development conditions, the watershed was divided into four sub-areas.. The post dievelopment watershed has been delineated based on the discharge point, and analyzed. (Refer to "`Post-Development"' in Exhibit EA). The watershed designated as Post-Development Area #1 is approximately 1.018 acres in size, and drains to the proposed infiltration basin (Discharge Point #1) , The watershed contains a small amount of impervious area associated with the existing road, grass and woods. The stormwater runoff from this watershed sheet flows directly into the infiltration basin. Post-Development#1A is approximately 0.48 acres and contains impervious area from Town/DOT roadways and grass. Stormwater runoff is allowed to drain towards, a depression in the front portion of the site. The depression will allow stormwater runoff from offsite to infiltrate into the ground as there, are no defined swales, or closed drainage system for the roadway system, Post-Development Area #11 is approximately 0.53 acres and contains impervious area from Town/DOT roadways, grass and woods. Stormwater runoff is allowed to drain towards a Route 149. . Post-Development Area #1C, is approximately 0,99 acres and collects stormwater runoff via the closed drainage system on the property. Stormwater runoff is direction generally north to an underground storage array system. The underground array holds stormwater runoff and the flow is then metered out at a control rate to discharge point #1, The watershed coverage consists of grass, and impervious area associated with the proposed building and parking lot. 3.,3 Time of Concentration (TOC) Times of Concentration (TOC) paths were determined for pre and post development subareas by using the methodology described in National Resource Conservation Service's TR-55 manual. Sheet flow never exceeded 150 feet over natural terrain and 100 feet for newly disturbed areas. A Manning's n=0.40 was used for Pre and Post development areas that sheet flowed across wooded areas, and n=0.24 over grassed areas. Calculations for the TOC paths can be found in Exhibit A.2 and A.3. March 2017 Page 3 M.J.Eng�neering and Load Survoying, FI.C. Stormwater ManN,e_mept Report 3.4 Weighted Curve Number (CN) Within each watershed area, cover type and hydrologic condition are compared to the Hydrologic Soil Group classification to derive a runoff curve number. Subsequently, a weighted average, or composite runoff curve number (CN) is determined. Runoff curve number supporting calculations for pre-development and post- development scenarios are presented in Exhibit A.2 and A.3. 3.6 Peak Discharges for Pre and Post Development Areas Using TR-55 Graphical Method, the peak discharges, for both pre and post development areas/watersheds are shown in the following tables. Note. the peak discharges,for both pre and post development were based on TO runoff(Q), Weighted Curve, Number(CN) and other factors. The calculations for these values are found in Exhibit A.2 and A.3. Table-1 Pre-Development Peak Discharge 26-Year 100- 1-Year 2-Year .10-Year Peak Year Area TOC Watershed Peak Flow Peak Flow Peak Flow Flow, Peak CN (Acres) (Hrs.) (cfs) (cfs) (cfs) (cfs) Flow (cfs) r ------- 0 0 2.11 1.44 3,027 0,312 .............. ............ "2................................ 1 11111--11.................. Table-2 Post Development Peak Discharge (Unattenuated) ................................26_-Y_eir.........f 6-W-W 1-Year 2-Year 10-Year Peak Peak Watershed Peak Flow Peak Flow Peak Flow Flow Flow CN, Area TOC (Acres) (Hrs.) (cfs) (cfs) (cfs) (cfs) (cfs) ost#1 0.01 0.02 0.04 010 1 022 41 11,018 1 0.199 Post 1A 0.40) 0.54 1.23 1.62 225 77 0,482 0.104 Post 1 0.00 6.01 ............................—0.02 0.05 0.111 44 0,531 0392 ................ _ Post#1 C 2.78 24 5.26 6'21 7-78 96— 0.006 0.10000 ......................_.—L I 1". � . I..................I-,""I'll" Post Area#1C time of concentration was seta rninimurn of 01 hours to determine tare worstcase runoff for this watershed 3.6 Pre-Development vs, Post Development Peak Discharges at Discharge Points S,tormwater management systems are proposed at each watershed where new impervious is proposed. A further discussion of how stormwater runoff quantity is managed is discussed in Section 5.0 of this report. 3.7 Graphical Peak Discharges Usage The graphical peak discharge method was used for the following: 1. Preliminary sizing of Holding Facility; 2. Sizing the Proposed Conveyance System; 3. Sizing of Holding Facility 4, Analysis of Holding Facility. March 2017 Page 4 M.Y. Enginee6rack and Land Suiveying, KC, tl nrc.;G;V:. A IP e..mete.wl l"A�.d m.....a�i¢�n1 tartmater_Cvint ort 4.0 PROPOSED POSEi WATER QUANTITY CONTROL .1 Proposed Stormwater Management Strategy The proposed strategy consists of utilizing a closed drainage system that directs the runoff towards underground. stormwater detention array. The underground stormwater detention array system meter flow to double pretreatment deveoace them send stormwater runoff to the infiltration basin. The stormwater analysis was performed using Hydraffow Hydrogra hs software developed by fntefffsofveC).. The software uses the Soil Conservation Service (SCS), now known as (NR S) National Resources Conservation Service-, hydrologic methods to compute the 4-hour precipitation event. The runoff curve numbers and time of concentrations were computedusing the NRS TR-ab tabular methodology as describe in Section 3,0 of this report. The 4-hour rainfall amounts for Town of Colonie are documented in Exhibit A."i. 4. Runoff Reduction Volume (RRv) Implementation of green infrastructure practices aids in the reduction of runoff by Iproactiveliy reducing runoff volume, peau flow, and flow duration. It promotes infiltration and evapotranspiration to improve groundwater recharge, and also relieves pollutants for the "end of pipe"' stormwater treatment practice. The green infrastructure techniques listed below are pre-approved methods that the NYSDEC has deemed acceptable to be used towards the planning of development projects, and runoff reduction. Some standard SMPs may also be used instead of the factors below. Table-4 Runoff Reduction Techniques 7eM�.Preservation of Noexist on the site. MWUndisturbed AreasPreservationofBufter's Noy exist on the site. . oaf Inegardru and .... �fte eria ofwarts parcel is small and the site— ion develo ment Corporation and site grading as be Preservation of; reduced so to construct the site. Natural ResourcesmLocating Development in None presently exist on the site. Less Sensitive Areas Open Space Design ... The site is not conducive to open space....... . � � .. � design §oil Restoration S and restoration is provided for this project. See Construction Drawings for motes dictating this to be done. Roadway.,.Reductj........m. m ...,._— �. .. �._ .. �..._. �._.m. ......, on None presently exist on the site. _...,, . Sidewalk Reduction Per the requirements ofTown ....._ �. .m,.._ Driveway Reduction eductnon .�e None ...�.presently.exist orthe e.. _........ ._ ..... �_w. site. Reduction of Cul-de-sac Reduction Nene ppresently exist on the site. Urnp+erwriou ower ._ .�. luilprint Per the sizing of Stewart Corporation and Reduction a secondstory for aconv convenient store is not practicalthis Vocation --Parking R-e,du�ction -Parking area and-t �g to�..@ �. turn aisle are desn n to Townstandards .. ...... ...m .. ,�.... �.. . � �.._.... Runoff Reduction Conservation of None presently exist on the site. 'Techniques natural areas —S eetflow to riparian _ �N�one'_Pr6iently exn.st on the si.te._ ._......... .....� !Larch 2017 Page M.J.Enpinee6rig and I.and Surveying, r.0 Irbbmu I.�r fool im"GG ,>... tl fiuimrW,lb 5/NNWa tl1N X3k.hhifiO w4vr��xk¢.nown tormwater Mir a req!JR pqrt buffers or filter strips ..� design site is not physically nreguirementssetforth inthe to satisfythe h WWIMI. . ..� _Vegetated...open s � l ...� g p ngltree box Landscaping along-both roads that front ro —rt Tree land p party and within is proposed. ._........ � t3isconnecticn of Project site does-not allow eno"ug—hs pace f-'d- ted... r deduca Runoff Reduction rooftop runoff filter strip area Techniques Stream daylighfing far The proposed.. ..... .. project is not a redevelopment,project. redevelopment projects Rain garden Rain Gardens is not allowed within NY t EC HOT SPOT.... sites. ...... Green roof mm The architect has reviewed the option of installing green roof, and has determined it was not feasible for this site, SOriwater Plante.,._ — — in .p .. A. �....�. F— Practice is not being proposed as practice would make proposed sidewalks non ACA compliant or may interfere with sidewalk maintenance. train tanklCi tern d site Practice is not being proposed as the propose it �. te does not have a lot of grass to water with cistern volume. Porous Pavement mm Porous — .. .,m s pavement. is not allowed within hdYCEC HOT POT sites.. The RRv is the minimum volume of runoff that is to be removed from the runoff volume that is sent to the "end of pipe" treatment practice by utilizing infiltration, evaporation, recycling, recharging, etc. The Intent of implementing the green infrastructure techniques Is to redistribute the W{ v prior to runoff 'being collected by the proposed stormwater drainage system. M(aucr+e-feet) = [(P)(Rv*)(,Aic)(S)] P12 Where: (Aic)=Total area of new impervious cover Rv*= 0.05+0,009(1) where I Is 100% impervious =Hydrologic Soil Group(HSG,) Specific Reduction Factor(S) HSG A= 0.55 HSG R = 0,40 HSG C = 0.30 IASG D= 0.20 It has been determined that the minimum RRv for the project is 996 cf for this project.. Project achieves= 1,784 cf of RRv reduction on the site., As the Project site is consider a riot 'Spot, limited RRv practices can use on the site. The proposed infiltration for the protect achieves about 100%, reduction in 'WWGv by implementing RRv practices. See Exhibit B.3 for RRv calculations. Tree planting were not used for RRv calculations as stormwater from proposed impervious areas was not directed to these locations.. _............. March 207 Page 6 rA.J. Engineering and Land Surveying, PC, Stormwater Ma�� 9�� ent I�qp,,Ort 4.3 Water Quantity The Water Quality Volume is designed to improve water quality of the discharged stormwater runoff; to capture and treat 90% of the average annual stormwater runoff volume. The proposed stormwater management strategy for this project is sized to accommodate the Water Quality Volume, Each treatment watershed will, at minimum, detain and thus treat the WQv, See Exhibit B.1 for calculations. WQv(acre-feet) = [(P)(IRv)(A)] 112 Where: fav= O05+0,009(l) 1 = Impervious Cover(Percent) Minimum Iry=0,2 if WQv> R P(inch) = 90% Rainfall Event Number A= site area in acres The WQv was determined to be 1,784 cf for Post Development Area #1C accounting for redevelopment, The Water Quality volume was based upon the proposed buildings and parking lot areas. 4.4 Channel Protection Volume (CPv) The channel protection storage volume requirements are designed to protect downstream channels from erosion. This goal is accomplished by providing 24-hour extended detention of the one-year, 24-hour rainfall storm event. This volume is held over a 24 hour period; controlled by a discharge rate (volume/24 hours). 4.5 Overbank Flood Protection Volume The overbank flood protection volume requirements are incorporated to, prevent an increase in the frequency of flooding and magnitude of out-of-bank flooding downstream of the management practice. verbank control requires storage to attenuate the post-development 10-year, storm,, and reduce the 24-hour peak discharge rate to the pre-development rates, 4.6 Extreme Flood Protection Volume The intent of the extreme flood protection volume is to a) prevent the increased risk of flood damage from large storm events, b,) maintain the boundaries of the pre-development 100-year floodplain, and c) protect the physical integrity of the stormwater management practices. Extreme flood protection control: requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate to the pre-development rates. The 100-y,ear attenuated storm event is further discussed in Section "5.0 Proposed Water Quality and Quantity Controls". 43 Safe passage of the 100-Year Design, Storm, Downstream properties must be protected from the adverse affects of new development and thus the 100 year storm event must not exhibit increases in runoff rates. The runoff generated from the 100 year design storm must not exceed the pre-development runoff rates. All proposed outlet structures and walls of the treatment practices must be able to withstand the 100-year design storm and properly discharge The 100-year storm event is further discussed in Section`5.0 Proposed Water Quality and Quantity Controls". ................. March 2017 Page 7 M.J.Erigunee6ng and Land Surveying, PC, Stormwater MaqA, T 5.0 PROPOSED WATER QUALITY AND QUANTITY CONTROLS 5A Proposed Stormwater Management Strategy The proposed strategy consists of utilizing a closed drainage system that directs the runoff towards underground stormwater detention array system. The underground stormwater detention array system will be comprised of 4 sticks of 48" pipe solid pipe so stormwater and WQv runoff can be metered out to, the infiltration basin, Catch Basin #8 (CB#8) meters the stormwater out to the proposed infiltration area and also separates WQv flow to the double pretreatment requirement before stormwater runoff enters the infiltration area. During large storm events CB#8 allows the stormwater to be diverted arouind the double pretreatment and enter directly into the infiltration basin, The stormwater analysis was performed using Hydraflow Hydrographs software developed by Intellisolveo. The software uses the Soil Conservation Service (SCS), now known as (NRCS) National Resources Conservation Service, hydrologic methods to compute the 24-hour precipitation event. The runoff curve numbers and time of concentrations were computed using the NRCS TR-55 tabular methodology as describe in Section 3.0 of this report. The 24-hour rainfall amounts for Warren County are documented in Exhibit A.1.. The hydrograph model is set up to simulate Post-Development Area watersheds. Exhibit C.1 shows a schematic of the model elements, It is the goal of the hydraulic model to demonstrate the water surface elevation within underground storage array system and the net elevation within the infiltration basin for the 1, 2, 101, 25 and 100- year storm events. 6.2 Water Quantity Using TR-55 Tabular Method For Post Development Areas #1 and #1�C Under the proposed condition stormwater runoff from Post Development Areas#1 and#1C travel to the proposed infiltration basin. The infiltration basin has been sized to infiltrate the 100-year stormwater event from both of these watersheds. As the existing site utilizes an infiltration basin and no stormwater is anticipated to leave the site under present condition. Infiltration of stormwater from the redeveloped project site will need to be utilized to meet pre vs. post development peak discharges conditions. Stormwater runoff from Post Development Areas #1C watershed is collect by on-site catch basin and directs the stormwater runoff to an underground stormwater array. The underground stormwater array consists of 4 sticks of 484th solid pipe, The small array ensures the WQv flow to go to the double pretreatment as required by NYSDEC at a metered rate. Hydraflow Hydrographs software was used to develop a hydraulic model of the proposed underground storage pipe array system located in Post Development Area#1C delineated watershed, Hydraflow Hydrographs software was used to calculate the effectiveness of the proposed outlet structure (CB#8) with orifice restrictions Would attenuate flows from Post Development Area #1C watershed. The model demonstrates that the underground storage array pipe will store the WQv event and will meter stormwater either the double pretreatment or directly to the infiltration basin. The hydraulic modeling was simulated for the 1, 2, 10, 25 and 100-year storm events. See Exhibit C.1 for model information and design. Table-5 Post Flow to Storage Array ............ ..................... ............................ .......... 1-Year 2-Year Flow 10-Year 25-Year 100-Year Flow(cfs) (cfs) Flow(cfs) Flow(cfs) Flow(cfs) Post Development Area#1C to Array 2.759 1184 5.005 5.839 7.221 ........... .......... Outflow(Cl3#8 to Double Pretreatment) 0,556 0.607 0.690 0309 0.742 Outflow(Cl3#8 directly to Infiltration lbasin) 0.00 0,349 3.332 4.382 6.243 _.—_.......... Max.Water Surface Elevation(WSEL) 417.59 417,86 418A8 418.65 418.90 ——-—------------------------------------- ............ March 2017 Page 8, MJ En�,'p_leeMl�,]arid Lond Surveying, PC, 1,N,I M,�, Stormwater Management Repqqri . .............. To obtain the peak outflow from the proposed underground pipe storage array system labeled "Array" in the software model, an 4" orifice labeled as "Clv A" at elevation 415.60 and 18" orifice labeled as "Civ A" at elevation 417.60 was used in the Hydraflow Hydrographs software model. To obtain the results in, Table 5, inflow (hydrograph #3 labeled "Post #1C" in Hydraflow Hydrographs software model) vs, outflow (hydrograph #4 labeled "Route Array"' in Hydraflow Hydrographs software, model) hydrographs and routings tables were calculated for the proposed underground storage pipe system. Hydrograph#5 labeled "To WQv Double Pretreatment" and Hydrograph #6 labeled "High flow by-pass" accurately models the flow of stormwater as CB#8 directs stormwater runoff either to the double pretreatment or directly to the infiltration basin as shown in Table 5. After the stormwater is either diverted to double pretreatment or directly to infiltration basin from the underground upstream array, all stormwater runoff converges from Post Development Areas#1 and#1C watersheds within the infiltration basin, TaNe-6 Infiltration Basin, Summary 1-Yea,r 2-Year 10-Year 25-Year -Year Flow (cfs) Flow (cfs) Flow (cfs) Flow (cfs) Flow(cfs) ............................... .................—_ -.................... Peak inflow to Infiltration Basin M66 0.956 4.021 5MI 7.043 x.Water Surface Elevation 414.36 414.56 415A1 415,80 416.41 (WSEL) Outflow from Basin 0.00 OM 0.00 ww0.00 0.00 The 100-year WSEL has been determined to be 416,41 and the top of basin is elevation 420,0, This allows for approximately 4.0 feet of additional storage within the basin. As all stormwater is recharged for the project site there is 0.0 cfs discharge from the site. The infiltration rate of the proposed infiltration area Ihas been set at 1 inch in 10 min (6 inches/hour) in the design calculations or a 2.0 safety factor has been used based upon the existing percolation rate of 1 inch per 5 minutes. To obtain the results in Table 6, inflow (hydrograph #7 labeled "Flow to Rear Basin" in Flydraflow Hydrographs software model) vs. outflow (hydrograph #8 labeled "Route Rear Basin" in Hydraflow Hydrographs software model) hydrographs wase performed to calculate for the proposed infiltration basin. Hydrograph#7 is comprised of the combination of stormwater runoff from the following: Hydrograph 1, Post Area#1 (overall flow directly to infiltration basin) Hydrograph 5, flow from WQv Double pretreatment Hydrograph 6, High flow bypass from CB#8 5.3 Water Q ua I ity, Runoff Reduction Vol u me and P retreatme nt for Post Develo pme nt Area #1C The Post-Development Area #1C has been designed in accordance with NYSDEC Phase 11 Management Guidelines with respect to Water Quality requirements. Per table 4.3 of the stormwater design manual (SWDM) the proposed site is classified as "Hot Spot", Under section 4.9 of the SWDM a classified hot spot cannot recharge stormwater runoff although per section 6,3,1 of the SWDM infiltration of stormwater runoff is allowed as long as redundant pretreatment is provided by two practices in, series. The proposed plan is to grade the gas aprons and fuels storage areas to a closed drainage system that will direct the Hot Spot area of the site to a prefabricated concrete hydrodynamic underground water quality unit manufactured by Contech commonly called a"Vortechs" tank and then to an Oil Water separator before the stormwater is discharged to the infiltration basin. _www_..........— March 2017 Page 9 M.J. Eng'ur ieering and Land Surveying P.C. _-41 1-N,I,",W., ......... ...............................___...............St,q,r,rn,w,ater Manna pjtqtBeport Catch basin #8 will send stormwater first to a hydrodynamic unit to act as the first system in series to allow storrnwater recharge from a hot spot. Using the New York State Stormwater Design Manual the WQv was established to be 1,784 cf this calculation can be found in Exhibit B.1. The 1,784 cf equals to a WQv peak flow 0.69 cfs (Exhibit 13.2). The proposed hydrodynamic unit will be model CDS 015 by Contech which can treat a WQv rate up to 0.7 cfs. (See Exhibits B.4) and is sized per NJIDEP treatment standards. After the first treatment the second treatment in series will occur by an oil water separator. The oil water separator units will be model OSV 8 by Contech which can treat 600 gpm or 1.34 cfs.(See Exhibits B.5). After the stormwater runoff is pretreated by the hydrodynamic unit and oil water separator in series, the stormwater will enter the infiltration basin. The two systems in series meet NYSDEC requirements for treatment of stormwater of a hot spot before stormwater runoff is allowed to infiltrate. The double pretreatment will also meet the pretreatment requirements of NYSDEC SWDIVI of stormwater before it enters the infiltration area. As indicated above in Table 5, the entire 1-year storm event will go through the double pretreatment. This ensures that WQv storm event is fully treated before it enters the infiltration basin. As the flow rates from CB#8 to double pretreatment vary from 0.56 cfs to 0.76 cfs, it allows for the treatment of stormwater at the design treatment rates or capacity of their practices. The main intent of the underground array allows for temporarily holding of the WQv/1-year storm event so control release rates of stormwater to the double pretreatment can be achieved, but also the 48-inch underground array allows for 6-inches of sediment in the pipe. The 4-inch orifice to the double pretreatment is 6-inches higher than the bottom of the 48-inch pipe. This allows for heavy sediment removal before stormwater enters the double pretreatment and acts a thirdi measure of protection before stormwater enters the infiltration basin. As all stormwater runoff will be recharged, RRv and WQv for the project are satisfied as infiltration per NYSDEC SW'DM provides 100% RRv and WQv treatment 5.4 Water Quantity Using: TR-55 Tabular Method For Post Development Areas #1 B Under the proposed condition, stormwater runoff from Post Development Areas #I B will sheet flow to Stewart's western property line from the neighbor's property. Per the proposed grading plan stormwater from Post Development Area #1 B will be stop by the new grading plan and impounded along the western property line. Per table 3 the runoff rates are less then 0.11 cfs for the 1 00-year storm event and there are proposed no formal stormwater management area in this location. Stormwater runoff will just be allowed to infiltrate the soil as the watershed and runoff rates are so low. 5.6 Water Quantity Using TR-55 Tabular Method For Post Development Areas #11A Under the proposed condition, stormwater runoff from Post Development Areas #1A will sheet flow to Stewart's front yard. Stormwater runoff from this watershed is caused by the existing roadways and lack of closed drainage system or conveyance system. Under the existing conditions stormwater runoff from the roads was collect by on- sute closed drainage system and direct into the rear private infiltration system. Under the proposed grading plan stormwater runoff will sheet flow from the roadways but cannot get to the private closed drainage system as a result of new grading elevations. Therefore stormwater runoff from the road will be impounded in Stewart's front yard. Per the grading plan there is approximately 3,000 cf of potential stormwater holding volume and will allow the stormwater runoff from the off-site road to infiltrate in Stewarts,' front yard. Hydraflow Hydrographs software was used to develop a hydraulic model of the front yard infiltration basin. This potential infiltration area is not a formal NYSDEC SWD1M designed infiltration basin and was modeled to determine what elevation the stormwater runoff would pond to as infiltration occurs. The hydraulic modeling was simulated for the 1, 2, 10, 25 and 100-year storm events, See Exhibit CA for model information and deslgn. March 2017 Page 10 MJ Erallirweei,ing and Land Svrveykiu�'l, P C, 1H,MOW uxywpUcrrrk .w... ....... toarrrnwator tlanagernent Report Table-7 Infiltration Basin Summary 1-Yar Year 'IO-'Year . Fear10 -Fear Flaw(cfs) 'Flaw(cfs) Flow(cfs) Flow (cfs) Flow (cfs) Peak inflow s to Infiltration,Bain 0A49....mm�... 0.603 ��_ 1.384��....... 1,7311 2.397 ax,wrPar aau ace�levattrsn (WSEL) 418.05 418.13 418.4 X18'.73 419.06 Outflow from Baein......_,_„ .. ... .... �. .. m. _ ........... .......�. 9.99 9.179 0,00 U0 0,00 The edge of existing road Is at elevation 419.50 approximately which from above the Small non-formal infiltration area in the front yard of Stewarts parcel can recharge stormwater runoff from the watershed up to the 199mmyear storm without stormwater entering onto the shoulders of the road. To obtain the results, in Table 7" see Inflow hydrograph (Hydrograph #2 labeled "Dost 1A" in Hy rafl`ow Hydrograph.s software model) vs. Route Front Basin (Hydrograph `9) _ March 2017 Page 11 M.J.Engineering and Land Surveying, P,C. Stormwater .. ....... ------- 6.0. PROPOSED CONVEYANCE SYSTEM The proposed closed drainage were designed and checked to pass the 25-year storm event, Calculations for anticipated flow through each pipe run can be found in Exhibit D.I. The anticipated flows through each proposed pipe run were based upon percentage of watershed flowing to each proposed catch basin. March 2017 Page 12 MJ. �ngineering and 9.and SUrveying, PC, Stormwater M,anpqernenl ref' {)rt T.OSOURCES AND BIBLIOGRAPHY SCS TNS® , Urban Hydrology for Small Watersheds, United States Department of Agriculture Soil Survey. United States Department of, riculture, Soil Conservation Service, March 2017 Page 13, MJ,Erigineeilng and Land Surveying, P.C, St,pry rmwater mam�aerj qtEepqr! 8,OEXHIBITS ............ March 2017 Page 14 Mj.Eirigineering ancl Land SUrveying, P-C, Stormwaiter Mana ement R rt �ep2 Exhibit A— Graphical Peak .1 24-Hour Rainfall intensity Table 2 Pre-Development (CN. TOG, Peak Discharge) 3 Post Development(CN. TOC, Peak Discharge) NRC S Soil Information ......... March 2017 Page 15 Average RAINFALL FOR EACH FREQUENCY Annual RAINFALL 1YR 2YR 5YR 10YR 25YR 50 100 YR OSWEGO 2:2 2.5 3 .1 3. 6 4 .3 4 . 6 4. 9 45. 3 OTSEGO 2. 4 2.8 3 .4 4.0 4.8 5. 0 5. 9 39 . 3 PUTNAM 2 .7 3 .5 4.5 5.0 6. 0 7 . 0 7 . 5 45. 0 QUEENS 2 .7 3.5 4.5 5.0 6.0 7 .0 7 . 5 44 . 1 RENSSELAER 2 .4 2.7 3.5 4.3 4 .9 5.5 6. 3 44 .2 RICHMOND 2 .7 3 .5 4.5 5.0 6.0 7 .0 7. 5 44. 1 ROCKLAND 2. 7 3.5 4.5 5.0 6. 0 7. 0 7. 5 51.2 SARATOGA 2 . 3 2.6 3.4 3.9 4.7 5.0 5.8 40. 1 SCHENECTADY 2 .4 2.8 3.5 4.0 4.8 5.2 5.8 36.2 SCHOHARIE 2. 4 2.8 3.7 4. 5 4.9 5.5 7. 0 37 . 3 SCHUYLER 2. 3 2.6 3.3 3.8 4.5 4.9 5. 5 34 .4 SENECA 2 . 2 2 .5 3.3 3.8 4.4 4.8 5. 2 37 .7 ST. LAWRENCE 2. 0 2.5 3. 0 3.5 4. 0 4. 5 4. 8 38 .5 STEUBEN 2. 2 2.6 3.3 3 .8 4 .5 4 .8 5. 5 34 .4 SUFFOLK 2.7 3 .5 4.5 5.0 6. 0 7 .0 7. 5 45.2 SULLIVAN 3 .0 3 .5 4. 5 5.0 6.0 7 .0 8. 0 48 .2 TIOGA 2.3 2.8 3 . 4 4 .0 4 .7 5. 0 5. 8 34 . 6 TOMPKINS 2.3 2.7 3.4 3 .9 4.6 4.9 5. 5 36. 6 ULSTER 3 .5 4 .0 5.0 6.0 6.5 7 . 0 8. 0 50. 4 WARREN 2.2 2.5 3 . 3 3.8 4. 4 4 .8 5. 4 45.8 WASHINGTON 2.3 2.6 3.4 3 .9 4.6 5.0 5. 8 35.3 WAYNE 2 . 2 2.5 3. 1 3 .7 4 .2 4.7 4 .9 39 . 1 WESTCHESTER 2. 8 3 .5 4.5 5.0 6. 0 7.0 7.5 49.5 WYOMING 2.2 2.5 3. 1 3.6 4.2 4. 6 4. 9 38.7 YATES 2. 2 2.5 3.3 3 .8 4 .4 4.8 5. 2 29.8 Engineering and conn swveyung.RX-L PROJECT'# 4,08 SHEET# 1 OF 2 PAGE* OF: MADE BY: ME DATE: 3/7/201:17 PRojEc-r Stewarts- Queensbury GHKD BY DATE: SUBJECT,' P,re-Development Con0tion RE V1 SE D BY OATS AREA#1 CHKD BY: DATE E 1 Appficabltandards," III rg I MIT 1111f 2 UrbanHydrology for Srnafl WatarJ� weds, 7echnical Release 55, USDA, June 1986, �vflj� 3 4 Land Use Hydrologic Actual AREA Factored CN Weighted 5 ArOa(feat 2 UPI 2 AREA et Land Use I C2�,yer Description' Soil Oro CN' feet'l % M CN 6 47,622 Paved parking lots,roofs etc. A 98 131,847 36% 35.4 7 45,122 Urban Open Space, Good(> 75%grass) A 39 sq.feet 34`% 13-3 9 39,'103 Woods(Fair) A 36 30%; 10,7 10 0 0% 0,0 11 03.0�27 59 12 #1 0 acres 0% 0,0 1,3 0 0% 0.0 14 0 0% 0,0 15 0 0% 0,0 16 0 0.005 0% 0.0 17 0 sq. M ii 0% 0,0 —------- 18 131,847 AU100A, 19, ——---- ----- 20 o Lan'di Use jdrWp9lc Actuall AREA Factored CN Weighted so 21 AREA I Ares ftee) Land Use I Cover Oeserl kierwi aeiN GrouW CNI Area Ar N CN — (feet.) %, C 22 0 01 0% 00 23 0 sq. feet 0% 01.0 24 0 0% 0,01 25 0 = 0% 0.0 26 0 0% 00 27 0 0.000 0% M 0 28 0 acres 0% 0,0 29 0 0% 0,0 30 0 0% 0,0 31 0 0% 0.0 32 0 0.000 % 0,0 33 0 sq. Mi F 0% 0.01 , I j 0% '34 36 36 Comments: Source. TR 66 Tables 2-2a,b,c. 3 MJ Engineering and Land Surveying, PC CN.xls 3/10,12017 PRE Engineering andPROJECT# 984.08 SHEET# 1 OF: 2 PAGE# OF: Land Suirveyhg,P.C, MADE BY. JWE DATE: 3/7Y2017 PROJECT Stewart-QUeensbury CHKD BY, DATE SUBJECT, TOC and Peak Discharges REWSED BY: DATE: Pre Development#1 CHY, B Y, DATE: DRAINAGE AREA NAME PRE DEVELOPMENT AREA#1 2 3 TIME OF CONCENTRATION SURFACE COVER i MANNING "N" FLOW LENGTH SLOPE 4 2-Y1 24 Hr RAINFALL= 2.5 IN -CROSS SECTION WETTED PER. AVG VELOCITY Tt�HEs) 5 6 SHEET FLOW WOODS N= 0,40 150 FT, 8.60% 0.312 Hrs 8 9 13 14 tG DRAINAGE AREA NAME PRE DEVELOPMENT AREA#X 17 la TIME OF CONCENTRATION SURFACE COVER MANNING "N" FLOW LENGTH SLOPE 19 2-YR 24 Hr RAINFALL= 2.5 IN CROSS SECTION WETTED PER. AVG VELOCITY TLLtr ) 20 21 SHEET FLOW 22 23 24 SHALLOW FLOW 25 26 27 28 29 30 31 32 Peak Discharge for Pre-Developirnent Area#1 Peak Discharge for Pre Development Area#X 33 34 Total Area in Acres= 3.03 Ac TotaI Area in Acres= 0.00 Ac 36 Weighted CN= 59 la= 1,390 Weighted CN= 0 Ia= 0,000 ,m Time of Concentration= 0.312 Firs Time of Concentration= 0.000 Firs 37 Pond Factor= 1 Pond Factor= 1 m RAINFALL TYPE Ii 39Pre-Development Area#1 �STORM Precipitation (P)inches Runoff(Q) la/P Qu Op PEAK DISCHARGE 41 1 Year 2.20 0.08 In. 0.63 300 csm/in 0.11 CFS 42 2 Year 2.50 0.15 In. 0,56 310 csm/in 0,22 CFS 43 10 Year 3.80 0,62 In. 0.37 492 csm/in 1.44 CFS 44 25 Year 4.40 0..'91 In.. 032 546 csmlin 2..35 CFS, 45 100 Year 5.40 1.47 In, 0.26 604 csm/in 4.20 CFS 46 Pre Development Area#X 47 STORM Precipitation (P) inches Runoff(Q) IaIP Ona Qp PEAK DISCHARGE 48 1 Year 2.20 0.00 In, 0.00 0 csm/in 0.00 CFS 2 Year 2,50 0.00 In, 0.00 0 csmlin 0.00 CFS 50 1'Year 3,90 0.00 In. 0.00 0 csm/in 0.00 CFS Year a5, 2'a e a r 4.40 0.00 In. 0.00 0 csm/in 0.00 CFS 0.00 CFS ,2 100 Year 5,40 0.00 In. 0.00 0 csmi/in MJ Engineering and Land Surveying, PC QP'XIS 3/100'2017 PRE1 Engineering and PROJECT# 984.08 SHEET# 1 OF 4 PAGE# OF,, Lond Svrveyiro,RC, 0 M,ADE JWE DA TE: 3/7/2017 PROJECT Stewarts-QueensburyCHKD BY DATA SUBJECT, TOC and Peak Discharges REWSED BY: DATE: Post Development Area#1 and#1 A CN-KD 8Y` DA'TE: DRAINAGE AREA NAME POST DEVELOPMENT AREA#1 2 i TIME OF CONCENTRATION SURFACE COVER MANNING"N" FLOW LENGTH SLOPE 4 2-YR 24 Hr RAINFALL= 2.5 IN CROSS SECTION WETTED PER, AVG VELOCITY Tt(Hrs) 5 tr SHEET FLOW GRASSANOODS N= 0.30 125 FT. 10A0% 7, 0199 Hrs 9 SHALLOW FLOW 10 12 13 CHANNEL FLOW' 14 Hydraulic Radius= DRAINAGE AREA NAME POST DEVELOPMENT AREA#1 A 17 18 TIME OF CONCENTRATION - SURFACE COVER MANNING "No' FLOW LENGTH SLOPE 19 2-YR 24 Hr RAINFALL= 2.5 IN CROSS SECTION WETTED PER, AVG VELOCITY Tt.'Hrs) 21 SHEET FLOW GRASS/Pavement N= 0.10 90 FT. 3.0001, 22 0,104 Hrs 23 24 ISHALLOW FLOW 26 27 28 CHANNEL FLOW 29 Hydraulic Radiussa = .............. ------------------- 32 Peak Discharge for Post-D,evelopment Area#1 Peak Discharge for Post-Development Area#1 A 33 34 Total Area in Acres= 1.02 Ac Total Area in Acres= OA8 Ac 35 Weighted CN= 41 la= 2.878 Weighted CN=: 77 Ia= 0.597 ,,e Time of Concentration= 0,199 Hrs Time of Concentration= 0'.104 Hrs 37 Pond Factor= 1 Pond Fact�or= 1 3a -RAINFALL TYPE 11 39 Post-Development Area#1 40 STORM Precipitation (P) inches Runoff(Q) la/P Qu Qp PEAK DISCHARGE 4, 1 Year 2.20 0.02 In. 1.31 262 csmlin 0.01 CFS 42 2 Year 2.50 0,04 In. 1.15 263 csm/in 0.02 CFS 49 10 Year 180 0.10 In. 036 264 csm/in 0.04 CFS 44 i25 Year 4.40 0.23 In, 0.65 265 csm/in 010 CFS 45 100 Year 5A0 0.51 In. 0.53 266 csrn/in 0.22 CFS ................ 46 Post Development Area#1A 41 STORM Precipitation:(P)inches Runoff(0) Ia/P Qui Op PEAK DISCHARGE 48 1 Year 2.20 0.56 In. 027 960 csmhn 0.40 CFS Ag 2 Year 2.50 0.74 In. 0,24 970 csmi/in 9.54 CFS 5o 10 Year 180 1,66 In. 0.16 980 csm/in 1.23 CFS 51 25 Year 4.40' 2.13 In. 0,14 1...010 csm/in 1.62 CFS 52 100 Year 5.40 2.96 In. 0.11 1011 csrn/jn 225 CFS MJ Engineering and Land Surveying,PC Qp.xls 3110/2017 POST1 EnginonFing w PRLIJCT# 8 �0$ SHEET# 2 OF, � _ DATE: /7p01i? PROwfC:1": Stewarts- QLIeeC"tst?Ur SUBJECT Post-Development Condition REVISE Y, DATE, AREA 1 and 1AcHKD BY,` DAT v .Applicable Standards., 111� 2 Urban€ ydrology for Small Watersheds, Technical Release 55 USDA, June 1986, 4 Laid Use Hyrdrelc is Actual AREA Irmackered ONil 'Weighted ARBA Ares tTeek t Lead Use I Dever Oeaort tion' Sail roup' CNS Area tleek� % CN CN 6 2,325 Paved parking lots,roofs etc, A 98.. 44,339 % 5,1........ 7 38,014 Urban Opera Space, Gard(>75 ,grass) A. 39 sq.feet 86% 33.4 8 4,000 Woods(Good) A 30 9% Z7 10 0 01% 0.0 11 0 1.018 0% 0...0 41 12 1' 0 acres Q% 0.0 3 0 0% 0.0 15 0 0% 0.0 e 0 0.002 0°r"rA 0.0 17 0 S9. mi 0% 0.0 18 44,339 100% e err Land Lie I ydrela lc cluai AREA Factored CN Weighted a" AREA Ared Leet Lana Use P Cover Description' 6euM Crrr(i " N" Aree((eek) % CN ON 2e 13,500 Paved parking lots,roofs etc, A 98 20,993 64% 63.0 23 7,493 Urban Open Space, Good(> 75r"a grassy A 39 sq.fest 36% 13,9 za 0 0% 0.0 25 0 0% 0.0 2e 0 0% 0.027 2J 0 0.482'. 0%. ... 0.0 7. 28 #1 A 0 acres 0% 0.0 30 0 -. 0% 0..0 32 0 0.001 0% 0,0 33 0 sq. m! 01% 0.0 34 20„993 100% 35 3s omrnents, SOUrce: TR-55, Tables 2-2a,b,,c. 37 MJ Engineering and Lana”Surveying, PC CN.As 3/10/2017 PHOT 0 Engiineeling and PROJECT# 984,08 SHEET# 3 Or,: 4 PAGE OF: Lond Svirveying,P-C, MADEBY. JWE DATE', 3/7/2017 PROJECT: Stewarts-Queensbuiry CHKD BY.' DATF� suaiEcT. TOG and Peak Discharges REOSED BY.- DATE, Post Development Area#1 B and#I C CHKD BY, DATE: WI—E AREA NAME POST DEVELOPMENT AREA#1 B 2 3 TIME OF CONCENTRATION SURFACE COVER MANNING"N" FLOW LENGTH SLOPE 4 2-YR 24 Hr RAINFALL= 2�5 IN CROSS SECTION WETTED PER. AVG VELOCITY Tt(Hrs) 5 SHEET FLOW WOODS N= 0.40 150 FT. 5.00% 7 0.388 Hrs 9 SHALLOW FLOW UNPAVED 40 FT. 2.00% 10 2,8 F,P,S 0.004 Firs 11 12 1,,i CHANNELFLOW 14 Hydraulic Radius= 16 DRAINAGE AREA NAME POST DEVELOPMENT AREA#1 C '17 18 TIME OF CONCENTRATION SURFACE COVER MANNING "N" FLOW LENGTH SLOPE 19 2-YR 24 Fir RAINFALL= 2,5 IN CROSS SECTION WETTED PER, AVG VELOCITY Tt rs 20 21 SHEET FLOW 22 23 24 SHALLOW FLOW Assumed worst case TOG of 0.1 hours 25 26 27 28 CHANNELFLOW 20 Hydraullic Radius= 30 32 Peak Discharge for Post-Development Area#113 Peak bilischarge for Post-Development Area#1 33 Total Area in Acres= 0.53 Ac Total Area in Acres= 1.00 Ac Weighted CN= 44 la= 2.545 Weighted CN= 96 la= 0.083 �Time of Concentration= 0.392 Firs Time of Concentration=0,100 H rs 3? Pond Factor= 1 Pond Factor= 1 3a RAINFALLTYPE 11 39 Post-Developrin ent Area#1 B 40 STORM Predpitation P)inches Runoff (Q) la/P Qu Qp PEAK DISCHARGE 41 1 Year 2.20 0,02 In. 1.16 262 csm/in 0.00 CFS 42 2 Year 2,50 0.04 1 n. 1,02 263 csm/in 0.01 CFS 43 10 Year 3.80 OA1 In, O�67 264 csm!/in 0.02 CFS 44 25 Year 4.40 0,24 In. 0.58 265 csm/in 0.05 CFS 45 100 Year 5.40, 0.52 In. OA7 266 csm/in 011 CFS 46 Post-Develo pme nit Area#11 C 47 STORM Precipitation (P) inches Runoff(Q) la/P Qu Qp PEAK DISCHARGE 48 1 Year 220 1.77 In. O�04 1010 csm/in 2,78 CFS 49 2 Year 2.50 2.06 In. 0.03 1011 csm/in 3.24 CFS 5a 10 Year 3.80 3�34 In. O�02 1012 csmlin 5,26 CFS 51 25 Year �4.4 0 3.94 In. 0.02 1013 csm/in 6.21 CFS r,2 100 Year 5.40 4.93 In. 0.02 1014 csmlin 7.78 CFS MJ Engineering and Land Surveying, PC Qp.xIs 3/10/2017 POST2 ............... Engir een p,InCIPROJCT 984.08 - lIEE'r'# 4 OF: 4. PAGE# OF. ES MADE BY, ME OAT'F: 3/7/2017 PROJECT Stewarts- Delatour Road: CHKD BY DTE' A : SUBJECT Post-Development Condffion REVISED BYDA M: AREA#1 B and#1 C CHK D tax. DATE� 1 pplicable Stoodards., f 2 Urban lydrology for Small Watorshwts,,,, Technical Release 55, USDA, June 1986. f Jflj�� M 3 4 Laind Use gic Actual AREA Factored CN Weighted %1 � CN CN 5 AREA, Area(teee) Land Use/Covor.bes..crlption' UI Area feet P. 6 3,000 Paved parking lots,roofs etc. A 98 23,1116 13% 12.7 7 6,000 Woods(Good) A 30 sq.feet 26% 7.8 a 14,116 Urban Open Space, Good(> 75%grass) A 39 61% 23.8, 00/ 1 9 0 — 0 01,0 10 _0 0% 0,01 11 00.631 0% 0.0 44 12 #1B 0 acres 0% 0.0 13 0 0% &0 as 0 0% 0.0 16 0 4.4101 0% 0,0 17 0 sq. Mi 0% 1a 1100% 20 Land Use Hydrologic Actual AREA Factored CN Weighted 21 AREA Area feet� Land Use lCover Destripu�p� CN1 A (teen' % "Mall Ni C N Ion' oil Gro �2 41,778 Paved parking lots,roofs etc. A 98 4 ,398 96% 94.3 23 1,620 Urban Open Space, Good(> 75%grass) A 39 sq, feet 4% 1,5, 24 0 0% 0,01 25 0 — 0 0 % .0 26 0 0%1 0,0 27 0 0.996 0% 01.0 96 28 #IC 0 acres 0% 01,0 29 0 0% &0 0 — 011% E0 31 0 0% 0,0 32 0 0.002 0% 0,0 33 0 s.q._m] 34 43,398 100% 35 36 Comments: i Source:TR-55,Tables 2-20,c, MJ Engineering and Land Surveying, PC CN.As 3,/10/2017 POST(2) Soil Map--Warren County,New York 6113M 61 MOO 61"04x1 611440 6114m, 61144 6111at 611W,' 43,231 W 43 d.1' N Ilill� f I i %f� OP 21'40'N 4:1U 2 3 4T r+f 611380 61114M 6114ZJ 611440 61611i41de1 611, 41t4Wa t Map&Ne 1:966 it IvIn ed X41 A pxtTalt(8,5"x 1 t')shed. met �d N a tua _, � eYx a 4 10 1W 270 Ml p project l:WdbmemAot (`.Tmrwordi S:eWWGSetip:tfrM�1kidW 1 VJsr Natural Resources Web Salt Survey 302017 Conservation Service National Cooperative Soli Survey Page t of 3 ..................... m 0 IL T3 co M- �D 7E 2 E 8 E :� E 42 N E �E E CL U, mqa 15� 0 o 0 z o E m(n .0 a ul� -S or E 0fl m IaEl� go (n c oas T" 41 0 'r- E cm:a CL 0 :3 m <m E CMI 0 E LO .0 eu o LLZ 9L 0 me A= o E 0 ',0, o -2�E m w Tj 15 0 CL -0 o LD E >"a 0 100 (n a) CD 10 M,-103 w CL 0 22- (n 2— ID 0 0 u a5 3� Z E 0 '2 C7. E -6 8 Ul -co� 0 0, 5 m Q 0 op E cp w -OZN <L) -T 47 ea cLro us 0 'r- tn m E E ED E (/52 0 v -6 E , 8 —S 2 = m g , 0 U0 'D CL a !� = >, co m I-' A L m U) E q 'F " EL 0 - 0 N Cn, -0f u1 u7 0 0 o E u 'D o u E '5- E CL dna U) a) U)-> 0 0 0 3: U, V) 0 V) EL z awl w mcM 21, (A A A X, kk 0 0 4, 0 z 08 ...................... .......... Soil Map—Warren County,New York Map Unit Legend Warren County,New York(NY113) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI OaB Oakville loamy fine sand,3 to 2.81 61.6%',. I 8 percent slopes 15 percent slopes OaC Oakville loam fine sand,8 to 1.7 38.4% Totals for Area of Interest 4.5 I 100.0% USDA Natural Resources Web Soil Survey 3/6/2017 +� Conservation Service National Cooperative Soil Survey Page 3 of 3 Water Features---Warren County,New York Water Features This table gives estimates of various soil water features. The estimates are used in land use planning that involves engineering considerations. Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The four hydrologic soil groups are: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Surface runoff refers to the loss of water from an area by flow over the land surface. Surface runoff classes are based on slope, climate, and vegetative cover. The concept indicates relative runoff for very specific conditions. It is assumed that the surface of the soil is bare and that the retention of surface water resulting from irregularities in the ground surface is minimal. The classes are negligible, very low, low, medium, high, and very high. The months in the table indicate the portion of the year in which a water table, ponding, and/or flooding is most likely to be a concern. Water table refers to a saturated zone in the soil. The water features table indicates, by month, depth to the top (upper limit)and base (lower limit)of the saturated zone in most years. Estimates of the upper and lower limits are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors or mottles (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. USDA Natural Resources Web Soil Survey 3/6/2017 Conservation Service National Cooperative Soil Survey Page 1 of 4 Water Features---Warren County, New York Ponding is standing water in a closed depression. Unless a drainage system is installed, the water is removed only by percolation, transpiration, or evaporation. The table indicates surface water depth and the duration and frequency of ponding. Duration is expressed as very brief if less than 2 days, brief if 2 to 7 days, long if 7 to 30 days, and very long if more than 30 days. Frequency is expressed as none, rare, occasional, and frequent. None means that ponding is not probable; rare that it is unlikely but possible under unusual weather conditions (the chance of ponding is nearly 0 percent to 5 percent in any year); occasional that it occurs, on the average, once or less in 2 years (the chance of ponding is 5 to 50 percent in any year); and frequent that it occurs, on the average, more than once in 2 years (the chance of ponding is more than 50 percent in any year). Flooding is the temporary inundation of an area caused by overflowing streams, by runoff from adjacent slopes, or by tides. Water standing for short periods after rainfall or snowmelt is not considered flooding, and water standing in swamps and marshes is considered ponding rather than flooding. Duration and frequency are estimated. Duration is expressed as extremely brief if 0.1 hour to 4 hours, very brief if 4 hours to 2 days, brief if 2 to 7 days, long if 7 to 30 days, and very long if more than 30 days. Frequency is expressed as none, very rare, rare, occasional, frequent, and very frequent. None means that flooding is not probable; very rare that it is very unlikely but possible under extremely unusual weather conditions (the chance of flooding is less than 1 percent in any year); rare that it is unlikely but possible under unusual weather conditions (the chance of flooding is 1 to 5 percent in any year); occasional that it occurs infrequently under normal weather conditions (the chance of flooding is 5 to 50 percent in any year); frequent that it is likely to occur often under normal weather conditions (the chance of flooding is more than 50 percent in any year but is less than 50 percent in all months in any year); and very frequent that it is likely to occur very often under normal weather conditions (the chance of flooding is more than 50 percent in all months of any year). The information is based on evidence in the soil profile, namely thin strata of gravel, sand, silt, or clay deposited by floodwater; irregular decrease in organic matter content with increasing depth; and little or no horizon development. Also considered are local information about the extent and levels of flooding and the relation of each soil on the landscape to historic floods. Information on the extent of flooding based on soil data is less specific than that provided by detailed engineering surveys that delineate flood-prone areas at specific flood frequency levels. USDA Natural Resources Web Soil Survey 3/6/2017 i� Conservation Service National Cooperative Soil Survey Page 2 of 4 I 11 I �I II o a C N (h p ! m 0 Q N N N N N N N N .6f i C C c c c c c c l C c c c I. o O 01011 -01F .- A- 1- 1 , Z Z 1, O C LL -- O O 0 1 0 O O O O O .p ZZ Z � ZIZ ZIZ Z zz o o tai �, i II I c c � III I I a> a i I I II LL o 0 : 010 010 c c c c tr c c c c c c c c 0110 010 0 010 C fl- (y, O O O O O O O O O O O ! O -O Z Z ! Z Z Z Z z Z !: z Z , Z !i z C O CL (6 Y y LL O p ycu N L d `w (n o w 3 _ 0 0 cu I � E I w 2 I,I O Z LL i l i cu F F= O O 0 O (a 0lL O O. O 7 7 m'.. N U p 0 1 a) LL I L R O LL U G1 0 CL Y _ ¢ c c C 3 o It Z O U •p ',': � ^,CL IC N IC O W N z U O s _°o °1 0 0 U Q E a c TR � w a�O a M co CLC: Q Y N O O 0 LL N V O O O A A o) m oco cL O v I z' zC zC7-- z z C zOC ;I zOC ' zOC d LL O L I i i I I I i Ili p I IIII I � IIII ! I l d i i i I L C C C C C C C C C ° ° ° ° ° ° ° ° ° ° ° ° z z z z z + z z z z z �z�z� rn c S o CL p I I I I I I I I I � 3 11111 llll ' IIII I I '' m z w _E "o 3 •L �l = N N I > O (n N ' - 3 I c o _ cm J �� I ° N d I I I I n. III III I 3 E ! L) -ca_ ca N •� 0 ti C 3 CLLL fp II II I l l III I I I I IIfII M wf O E a� s L CO v - ° 731 o a`�i a`�i � N � .._C. u. Q Q U O Z o.l r_ � N cI > o a ami n = ° - O Z a 3 0 I I I I p r II � Lm U I i I G o C: Y I6 0 CL O O U_ L c6 Y = I L Q d _ ; E _ m ° ° O y o n z U U .0 — •O D c E m (n cn >. — a� — c - IY � N fn U m O CL Y cp N (� _ 10 N LL N M,1.Engines Oiq and Land Sutvey�ng, PC, U^tN^,'tYh d pID6rtn.°.nYi[NiA3 .... tarmrwat r Mannem n_ pep2� Exhibit B W v _RRv and Pretreatment A Dost Development Area #1 C, Water Quality Volume (WQv)and Redevelopment .2 WQv peek flow RRv ,4 Hydrodynamic Ulnit .5 Oil water separator y Engineering andPROJECT# 984.08 SHEET# 1 OF: 1 PAGE# OF: Land,Surveying,P.C. ..... MADE BY: JWE DATE: 3/7/2017 PROJECT: Stewarts-Queensbury CHKD BY.' DATE. q SUBJECT_' WQV Min REVISED BY: DATE: Post Area 1 C CHKD BY: DATE' a 1 Basic Watershed Data 2 County: Warren 90%Rainfall Event. 1.05 inches(Figure 4.1 -NYS SWDM) 3 4 Rainfall Distribution Type 1, 1A, 2 or 3) 5 Watershed Area= F0.996 ac 6 Redevelopment 7 Existing Impervious Area 29,622 sf(within site) 8 Total Impervious Area= 42,603 sf(within site) 9 10 Net New Impervious Area 12,981 sf(within site) 11 25%of Ex. Imper.Area= 7,406 sf(within site) 12 13 14 Water Quality Volume,WQv min(Redeveloped,100%new impervious,25%existing impervious) 15 16 Impervious Area: 0.47 acres (100% new and 25%existing) 17 18 19 Total Watershed Area: 0.996 acres 20 21 1 = Impervious Area/Total Watershed Area 22 1 = 0.47 acres/1 acres 23 1 =47.0% 24 25 Compute Runoff Coefficient, Rv 26 27 Rv= 0.05+0.009*(1),where I =% impervious cover 28 Rv= 0.05+0.009*(47) 29 Rv= 0.47 30 31 Compute WQv, (includes both on-site and off-site drainage) 32 (Use the 90%capture rule with 1.05'of rainfall,Figure 4.1 NYS-SWDM) 33 34 WQv= (1.05in) (Rv)*(A) 35 WQv= (1.05in.)*(0.47)*(0.996ac)*(1ft/12in) 36 WQv(min)= 0.04 ac-ft ( 1,784 ft') 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 MJ Engineering and Land Surveying, PC WQV(Min).xis 3/10/2017 WQv Min I ro qm�I ILand Sqxv eying PROJECT# 984 08 SHEET# OF, PAGE OR, MADE BY: JWE DA Tf_--., 317/2017 PROJECT Stewarts-Queensbury CHKD TAY 0 A TE I SUBJECTUNIFORM 13"I'ORMWATER SIZING CRITERIA REVISED BY DA TE' WQv, CPv AND PRELIMINARY BASIN SIZING CHKO BY: DAM Cbrn) u-tafion 6TPr_eTjRn,arySFornnwaFerStorage Vd-l"u- mes and Peak Discharges (Designed for compliance with New York State Management Design Manva/guidelines) Basic Watershed' Data Countylm6rren 90%Rainfall Event,=jnclies(Figure 4.1 -NYS SWDM) Rainfall Distribution Type 1, 1A , 2 or 3) In'?pervious Awa.-[::=acres PondlSwarnp Initial Adjustment Abstraction Watershed Area AVE, TOC Factor la Condition (Ac) ml CN ..................-. I (hrs) I.- P (inches) Pre Area 1 3.03 O 005 59 0.312 1 1.39 Post Area,1 1.02 0,002 41 0,199 1 2.88 Post Area 1C 1,00 O 002 916 0.1 1 0.08 (See supporting documentation) DIRECT RUNOFF SUMMIARY PRE-mtEV1=LOPMENT(Area 1) POST,DEVELOPMENT(Amai 1) POST-DEint PMENT(A E.O isi Peak Peak Peak Storm Precip. Runoff Discharge Runoff Volume Runoff Discharge Runoff Volume Runoff Discharge Runoff Volume Event 24-trPn,p 244irQn-yr PreQPn-pr PreVrn,v 244Amyr POSPpri-'yr D�),qtVrn Y, 24-hffQn-yr URQPri-yr uAvrrily, n (inc runts) (inches) (cfs) (rulbic feet) (inches) (cfs) (cubic feet) (inches) (cfs) (cubic feet) 1 .yr 2,2 0.1 0.0 929 0.0 0.0 124 1.8 2.4 6,394 2-yr 2,5 0.2 0.1 1,680 0,0 0.0 38 2.1 27 7,452 5-yr 3.3 0.4 0.8 4,525 0.0 0.0 44 2.8 3.7 10,296 _jpj_r 3.8 0.6 1.4 6,820 0.1 0,0 205 3.3 4.2 1:2,083 26-yr 4.4 0.9 2.4 9,997 0.1 0.0 538, 3.9 4.9 14,233 50-yr 4.8 1.1 10 12,335 0.2 01.0 837 4.3 5A 15,669 10101-yr 5.4 1.5 4.2 16,124 0,4 02 1,390 4,9 6,1 17,826 UNIFORM STORMWATER SIZING''PARAMETER SUMMARY Water Quality Volume,W = 0.04 acre-feet 1,784 ftj) Channel Protection Storage Volume,Vs!= 01.1 acre-feet 4,190 ft') Average Release Rate= 0.05 cfs Overbank Flood Protection Volume,Qpj0_yj,= 0.00 acre-feet 82 ft') Extreme Flood: Protection Volume,Qflloo.v,= 01.01 acre-feet 335 ft') Safe Passage of 100-yr Design Storm= 61 cts NYE Uniform Storm,water(WQV),xls 3/10/2017 Uniform Sizing Criteria PROJECT# 984,08 SHEET# OF. PAGE OF: MADE BY: JWE DATE,, 30/2017 PROJEC-r, Stewarts- Queensbury CHKD BY,, DA7'15. SUBJECT UNIFORM STORMWATER SIZING CRITERIA REVISED Y. DATE, WQv, CPv AND KD PRELIMINARY BASIN SIZING CHBY: DAT 0 tum es an-7d—Peak–Disch,arges (Designed for compliance with Now York State Management Desdgn Manual guidelines) Hydrologic Input Parameters and Site Hydrology Rainfall Distribution Type= 2 ( 1, 1A , 2 or 3) 24-hour, '1-yr event 2.,4-tirPli-yr) = 2.2 inches � Area- Condition (Ac) L CN hic] T ( s) Pre Area#1 103, 59 O,312 Post Area#1 1.02 41 0,20 Post Area#1 C 1M 96 -2. (See supporfing documentation) ...........Hydrologic Calculations Event/Runoff -------------- 24��Q F 24-brQ-100- I Condition _ (inches) (cfs) (inches) (cfs) (inches) (efs) Pre Area 1 0.08 0.0 0.62 1,45 1.47 4,19 Post Area 1 0.03 0.00 OM oMi 0,38 0.17 Post Area 1C 1.77 2,39 3.34 4,23 4.93 6.O5� (See supporting docurrientation) Water Quality Volume,Wilt v Compute Impervious Cover (Use both on-site and off-site drainage) Impervious Area: 0.470 acres Total Watershed!Area: 1.00 acres I = Impervious Area/Total Watershed Area I = 0.47 acres/ 1 acres I = 47.2% Compute Runoff Coefficient, Rv Rv= 0.05 +0.009*(1), where I % impervious cover Rv= O.05+0.009 *(47,2) Rv= 0.47 Compute WQv, (includes both on-site and off-site drainage) (Use the 90%capture rWe with 1,05"of rainfall,Figure 4.1 NYS-SWDM) WQv= (11,054i.) * (Rv) * (A) WQv= (1.05in.)* (0-47) *(0.996ac) (1ft/12in) WQv= O'.04 ac-ft 1,784 ft') NYE Uniform Stormwater(WOV),xis 3/10/20'17 Uniform Sizing Criteria PROJECT# 984,018 SHEET# OF: PAGE# OF: MADE BY,, J" DATE 3/7/2017 PROJECT, Stewarts- QUeensburyCHKD BY, DATE: SUBJECT, UNIFORM STORmwATER SIZING CRITERIA RE VISED BY,, /.)A TIF WQv, CPv AND PRELIMINARY BASIN SIZING CHKD BY DATA, V6_755es ar Peak Discharges (Designed for compliance with New York Stade Management Design Manual guidelines,) Compute Channel Protection Storage Volume, Vs For stream channel protection, provide 24 hours of extended detention (T)for the one-year event, First,determine the value of the unit peak discharge,(qu)using TR-55 and Rainfall Distribution Type Calculate the initial abstraction (1a) for POST DEVELOPMENT AREA#1C CN of 96 la=' (2100/CN -2) la= 0.083 Calculate 18/2A,h,PI yr la/a441RI-yr= 6.08/2.2 inches la/24-h1P1 = 0. 4 inches Using la/P 0.038 and Tc= 01; qU ® l000.o cm/in where cm = (cubic feet per second per square mile per year) ............. ....... Unit Feely Discharge (qu) for NRCS (SCS) type 11 rainfall distribution Source: Exh!bit 4-11,TR-55, USDA, 1000 E %77 0 1 Cr ..............0_3 a) —0,35 100 .......... .-0.4 ---0,45 -,----0,5 [alp IL 10 01 1 10 Time of Concentration (Tc), (hr ) NYS Uniform Stormwater(WQV),xls 3/10/2017 Uniform:Sizing Criteria PROJECT# 984.08 SHEE'r# OE, PAGE# OF: MADEBY ME L)A-rr--, 3/7/2017 PROJECT., Stewarts- Queensbury CHKO BY, DATE: SUBJECT: UNIFORM sTORMWATER SiZING CRF RIA REVISED BY,, DATE: WQv, Cl v AND PRELIMINARY BASIN SIZING CHKD BY DATE: ..................... Cf mputation of Preliminary Formwater Storage 065ms and 5K N'scharges (Designed for compliance with Now York State Management Dowgri Manual guidelines) Knowing clu= 1000, and Tc 24 hours, find qo/qi using the"Detention Time vs, Discharge Ratios'chart below. ............... Detention Time vs, Discharge Ratios SOUrce:Figure 8.5,NIYS SWDMt(MDE,2000) 0.5 0.45 'Er 0A 0 cr 0,36 0 q-- 03 0.25 0.2 0 0.15 0 Tg24 4T .2 01 CU ry 0.05 0 020 wmwo�oowo��wo��w mm 0 50 100 150 200, 250 300 350 400 450 500 550 600 650 700 750 800 850 9,00 950'4000 Unit Peak Discharge .......... ... ............ ----- Peak outflow discharge/peak inflow discharge (qo/qi) qo/qi = M20 Approximate detention basin routing for 24-hour rainfall (Applicable through single-and multiple-stage structures) VsNr= 0.683- 1,43(qolqi)+ 1.64(qo/qj)2-0.804(qo/cii)3' (Where Vs equals,channel protection storage(Cpv)and Vr equals the volurne of runoff in inches.) Sowce.NIYS,-SMDIM,Appeiid!ix 131,wjuaflun 2.1.16 Vs/Vr= 0.683- 1 A3(0,02) + 1,64(0M)A2- 0.804(0.02)A3 VsNr= Q. 2444, yu = 1.77 inches Vs= Cpv,= (Vs/Vr) ' (24-hrQ1-yr)*(Drainage Area)/ 12 Source:NYS-SMOM,Appendix BA,equation 21,17 Channel protection storage(Cpv)=Vs= 0.10 acre-feet (41 90 cubic feet) Define the Average Release Rate The above volume,O?.1 acre-feet,is to be released over 24 hours Average Release Rate= 0,1 ac-ft*43,,560 cf/ac)/(24 hrs*3,600 sec/hr) Average Release Rate= 0.048 cls NYS Uniform Stormwater(WQV).xis 3/1012017 Uniform Sizing Criteria ................ PROJECT# 984.08 SHEET# OF: PAGE# OF: MADE BY JWE cm TE, 3/712017 PROJECT, Stewarts-QUeensbUry CHKD BY., DA FFL. SUBJECT. UNIFORM STORMWATER SIZING CRITERIA REVISEDBY, DATE WQv, CPv AND PRELIMINARY BASIN SIZING CHKD BY, DATE: -Ciim—P-Ration of,ire in—al y Stormwater Storage Vo-Tu-mes an-d- - ea Di'scharges (Designed for compliance with New York State Management Dessgn Manuel guidelines) Compute Overbank Flood' Protection Volume(QPIQ.yr) For the overbank flood protectton volume,size is determbied using the'rR-55"Short Cut method,"'which relates the storage volume to the required reduction in peak flow and storm inflow volume(Figure 8,6), For a Post-developed inflow rate (qi) = 4,23 cfs and a Pre-developed, allowable outflow rate(qo)= 1.45 cis (qo/ql)= 0.34 Using NYS-SMDM,Figure 8.6,and a post-developed curve number of qolql,the resultant(VsNr),is Vs/Vr 0.36 ----- ----— Approximate Detention Basin Routing for Rainfall Types 1, IA, 11,and III Source:Figure 8,6.TR-55, 1986 0,6 0.5 04 Types 2 and 3 0,3 Types I and 1!4 02 011 0 01 0,2 0.3 0.4 0,5 0,6 0.7 018 (qoiqi) Using a total 24,h1Qjo,,yj,runoff volume of 0.0 acre-feet (201 cubic feet), the required storage(Vs) is: Vs=Qpv= (Vs/Vr)* (24-h,Qioy') Vs=Qpv= 0,36*0 acre-feet Vs= Qpv= 0.00 acre-feet (71 cubic feet) While the TR-55 short out method reports to incorporate multiple stage structures, experience has shown that an additional 10-15%storage is required when multiple levels of extended detention are provided inclusive with the 10-year storm, So, for preliminary sizing purposes, add 15%to the required Volume for the 10-year storm:, Soume:NYS-SML)M, Ctiapter 8,page 8-9 Qpjoy,= 0.00 acre-feet (82 cubic feet) NYS Uniform Storm,water(WQV).xls 3110,12017 Uniform Sizing Criteria ................................................ PROJECT# 984,08 SHEET# OF: IPAGE# OF: MAD BY: JWE DATE: 31'7/2017 PROJECT., Stewarts-Queensbury CHKD BY, DATE. suaic-cT. UNIFORM STORMWATER SIZING CRtTERIA REVISED BY DATE, WQv, CPv AND PRELIMINARY BASIN SIZING CHKD 13 Y: DATE` mputatio..n o Tpreliminary MrmwaFer Foraje Vo_lumes ana Peak Diso hai-jes (Designed for comphanoe with New York State Management Design Manual guidelines) Cornpute Extreme Flood Protection Volume(Qploo.y,) For the extreme flood protection volurre,size is determined using the'FR-55"Short cut method,"'which relates the storage volume to the required reduction in peak flow and storm iinflow volume(Figure 8.6). For a Post-developed inflow rate(qi) = 6,05 cfs and a Pre-developed, allowable outfiow rate (qo) = 4.19 cfs (qo/qi) = 0.69 Using NYS-SMDM,Figure 8,13,ands a post-developed curve,number of,the resultant(Vs/Vr)is Vs/Vr= 0,21 ............ ---- -- ---------- ---------------- Approximate Detention Basin Routing for Rainfall Types 1, IA, II, and!, III Source:Figure 8,6,TR-55, 1986 O6 0,5 0.4 0.3 Type5l and 1A Types 2,and 3 0,2 0.1 0 0.1 U 03 0A 0,5 0.6 07 0,8 (qo/qj) .................. Using a total 24-hrQ,00-yf runoff volume of 0,0 acre-feet (1360 Cubic feet), the required!storage (Vs) is: Vs= Qpv= (Vs/Vr) * (24-h1Q1G0-yr) Vs,= Q = 0,21 * 0 acre-feet Vs = QpV= 0.01 acre-feet (291 cubic feet) While the TR-55 short cut method reports to incorporate multiple stage structures, experience has shown that an additional 10-15% storage is required when multiple levels of extended detention are provided inclusive with the 100-year storm, So,for preliminary sizing purposes, add 15%to the required volume for the 10-yea:r storm, Soome:NYS-SMDM, Chapter 8,page 8-9 Qpj00.y,= 0.01 acre-feet (335 cubic feet) NYS Uniform Stormwater(WQV).xls 3/1 OY201117 Uniform Sizing Criteria PROJECT# 984,08 SBEET# OF" PAGE 9 OF MADE BY: ME DATE, 3/7/2017 PROJECT,' Stewarts-QueensburyCFIKD BY. DA TE. SUBJECT UNIFORM 4;STSIZING CRITERIA REVISED BY: DATE: WQv, CPv AND PRELIMMARY BASIN SONGCHKO BY DATE: -Compatatit noTPr_eT1m1n-aryStorr wafP.r Storage Volumes -Peak Esces (Designed for compliance with Now York State Management Design Manual guidelines) Analyze Safe Passage of 1010-Year Design Storm,(Of) If peak discharge control of the 100-year stoirnii is not required,it is still necessary to provide safe passage Pear the 100-year event under ulfirnate buildout condifionsu 24-hrQ100y(Pre-development Rate) = Qwt 6 Cfs NYS Uniform Stormwater(WQV).xis 3/10/2 017 Uniform Sizing Criteria am engineering andPROJECT# 984.08SHEET# 1 OF: 1 PAGE# OF Land Surveying.P.C.�� MADEBY JWE DATE. 3/8/2017 PROJECT Stewarts- Queensbury CHKD BY DATE SUBJECT Pretreatment REVISED BY DATE Post Development Area#1 C CHKD BY DATE, 2 The Water Quality Peak Flow calculations in accordance with Appendix B of the August 2010 NYSDEC Stormwater 3 Management Design Manual for the purposes of sizing diversion or off-line structures. 4 5 Using the water quality volume(WQv), a corresponding Curve Number(CN) is computed utilizing the following equation: 6 7 CN = 1000/[10+ 5P + 10Q- 10(Q^2 + 1.25 QP)"1/2] 8 9 Where P = rainfall, in inches (use the 90% rainfall event from Figure 4.1 for the Water Quailty Storm) 10 Q = runoff, in inches 11 12 P = 1.05 inch for Warren County 13 Q = 1784 WQv in cf = 0.49 inches 14 43398 Watershed Area in sf 15 16 CN = 93 17 18 Once a CN is computed, the time of concentration (tc) is computed using guidance provided in TR-55. 19 20 IThe tc for this watershed is 0.10 hrs 21 22 Using the computed CN, tc, and drainage area (A) in acres, the peak discharge (Qp)for the water quailty storm event 23 is computed (either Type I I or Type I I I in the state of New York) 24 25 Read initial abstraction (la), compute la/P 26 Read the unit peak discharge (qu) for appropriate tc 27 Using the water quality volume (WQv), compute the peak discharge (Qp) 28 29 Qp= quxAxWQv 30 31 Where Qp =the peak discharge, in cfs 32 qu =the unit peak discharge, in cfs/sq mi/inch 33 A= drainage area, in square miles 34 WQv=Water Quality Volume, in watershed inches 35 36 qu = 900 csm/in 37 A= 1.00 acres, or 0.0016 square miles 38 WQv= 0.04096 acft or 0.5 watershed inches 39 40 jQp= 0.69 cfs 41 42 43 44 45 46 47 48 49 50 51 52 MJ Engineering and Land Surveying, PC wqv peak.xls 3/10/2017 RRv 0 Enj.yneerinq and PROJECT# 984.08 SHEET# 1 OF., 1 PAGE# OF: Lond Surveying,KC. MADEBYJWE DATE:, 3/8/2017 PROJEc-r Stewarts-Queensbury CHKD BY, DA TE: SUBJECT. -WQv/RRv REVISED 8 Y. DA TE: Post Development Area#11C CHKD BY, DATE: GENERAL INFORMATION,WQv, AND MINIMUM RRv VALUES 2 3 Post Area 11 C 4 RRv is achieved for project as all new impervious for project is within watershed. 6 RRv S value= 100.0% A soils= O.55 S value=weighted value of soils 01.55 a S value= &0% C soils= 0.30 9 S value= 0.0% D soils = 0.20 Rv=:0.95 10 Ai=0.996 acres i, Minimum required RRv= P x Rv x S x Ai 936 cf �2 12 i� Post Area I C 14 Drainage Area#lA= 43,398 sf 15 Impervious Area= 20,,387 sf Net new irnperviuos area (100%new+ 25%existing) 15 17 Drainage Area,#2A WQv:= P x Rv x A 11784 P Min, WQv required 18 1 12 19 10 21 22 23 24 25 rr 27 28 30 34 32 33 Standard SMP (Infiltration) 34 Infiltration practice HSG in A soils, 100% RRv reduction "35 36 'v RRv from Infiltration= 100%x 1784.00 cf N RRv from Infiltration= WQv-recalculated WQv 1,784�O - 1784x00 c# (WQv required for pirojecty 40 41 42 TOTAL RUNOFF REDUCTION VOLUME (RRv)SUMMARY 43 44 Original WQv 1784 cf 45 46 Minimum RRv 936 cf 47 48 Total RRv provided 1,784 cf 49 50 [Total RRv 2rovi Jed of 1,784 of.,is.,Urenter than minimum RRv of 9,36 cf 52 MJ Engineering and Land Stirveying,PC Bio.xIs 3/10/2017 RRv CC DS T Vorte&- VortSentry"'I VortSentry" Vartechs'!'.' High perfon'riarice 1,'iydrodynarnic Wparation The Vortechs system is a high-performance hydrodynamic separator that effectively ienloves filler sediment, oil and grease, andfloating and sinking debris. Its swirl concentrator and flow,controls work together to minfinize turbulence and provide stable storage of captured pollutant's. rhe design also allows for easy inspection and unobstructed maintenance access. With comprehensive lab and field testing, the system SIMH.,U WARR delivers proven results and site-specific solutions, 1 NO,, Precast models can treat peak design flows up to LH 51W 25 cfs; cast-in-place rnodels handle even greater flows. A typical systenrl is sized to provide an 80% load:reduction based an laboratory-verified removal efficiencies for varying particle size distributions such as SO-l-nicron sediment particles, A WIII� low (Joes it work? 0/00100, fu aea'MA'�NJ9sJCelw,arir;Sl Water enters the swirl chamber at a tangent, inducting a gentle swirling flow pattern and enhwicingi ri wam!rr,,o�AYrlrP "LOATAIAC'S WrI INALL gravitationil separation, Sinking pollutants stay in Olt,"b swirl chamber while floating pollutants are stopped at the baffle wall,Typically Vorlechis systerns,are sized such that 80%or more of runoff through the systern will be controlled exclusively by the low flow control.Ti,iis orifice effectively reduces inflow velocity and turbulence by inducing a slight backwater appropriate to the site. During larger storms,the water level rises,above the low flow control and begins to flow through the high flow control.The layer of floating pollutants is elevated above the influent pipe, preventing re-entrainryient, Swirling actionincreases in relation to they stoin-n intensity,which helps prevent re,-susloension, When the storm drawn is flowing at peak capacity, the water surface in thee system approaches the top of the high flow control. The Vortechs systema will be sized large enough so that previously captured pollutants are retained in the system even,during,these iinfrequent events, As a storm subsides,treated runoff decants out of the Vortechs system at a controlled rate, restoring I he water level to a dry,wealher level equal to the invert of the inlet and outlet pipes.The low water level facilitates,easier inspection and cleaning, and significantly reduces maintenance costs by reducing pump-out volun'ie, Vortechs Proven performance speeds approval process Treats peak flows without bypassing Flow controls reduce inflow velocity and increase residence time Unobstructed access sirnplifies maintenance ShaHow systern,profile makes instaflatiorr easier and less expo'nsive Very bw headloss Flexible design'fats multiple site constraints irtech C D S rljla) Patented continuous deflectiori 5el-mri-Aion (CAM) (,4 A r ipwi r ni�C�4�r,I!;I �'i r A w ni'r �C AS For I'SN technology !Pn"Y.mgrrjj CL FM[Iii TT OF WNITIr Using patented continuous deflective separalion technology,flie CDIS DICAM ON PPO YIIX_"� KAM IM r 1 011 MGM system screens, separates and traps sediment, debris,and od and O'N"Afl,'ADn grease from stormwater runoff,The indirect screening capability of the 'K system allows for 100%removal of floaitables and neutrally buoyant 1114 material without hilindIing. Flow and screening controls physically Wpm, separate captured solids,and minimize the re-suspension and release f of previously trapped pollutants.Available nn precast or cast,,rn-place, m h6pi r P r-, Offline units can treat flows from 30 to 8500 L/s(I to 300,cfs). InlineIM units can treat up to 170 Us(7.5 cfs),and internally bypass larger flows GIAT 5AI I., in excess of 1420 Us(50 cfs),Thee poflutant rernovall capability of the CD,S systern has been proven in the tab and field, A H A,MIA S.Aa Hirwv does it work? V, Stormwater enters the LIDS unit's diversion chamber where the diver-Sion weir guides the flow into the unit's separation charriber and pollutants are removed, All flows up to thesystern's treamrient design capacity enter the separation chamber. ................ Swirl concentration and screen deflection forces floatables and solids to the center of (61 icy the separation chamber where 100%of floatables and neutrally buoyant debris larger 40 than the screen apertures are trapped. Stormwat(N, then moves through the separation screen, under the oil baffle nd exits // r the,syslem,The separation screen remains clog fee due to continuous deflection During flow events exceeding the design capacity, (tie diversion weir bypasses excessive flows around the separation chamber, so captured pollutants will not wash out. ........... — ----- CDS - Removes Y-diment, trmh,and free oil and grease 100%of trio, I - Patented Screening technology captures and retains ,taNes, indluding neutrally buoyant and A other material,larger than the screen aperture - Operation independent of flow - Performance verified through lab and fiOd testing - Unobstructed maintenance access - CustornizaNe/flexible design and multiple configurations avai8able - Separates and confines pollutants from outlet flow - Inline, offline, grate inlet and drop inlet configurations available - Multiple Screen apeirwre sizes availlable CeDSVIA' p" Vo rt S e n t ry' Hydrodynamic separation with internM loypass The Vt)rtS(,,?ntry is a hydrodynarnic separator with a small footprint that makes it an effective treatment option for projects where space is at a premium and effective removal of floating and sinking polItitants,is,critical, The internal bypass ensures treatment chamber velocities remain low,which improves performance and eliminates the risk of res,uspension. In addition to standalone appIlications, (fie VortSenlry is an ideal e Ah d pretreatment device.The system is housed inside a concrete manhole structure for easy installation (often without the use of a oils crane)and unobstructed maintenance access. R(MPAIMIMIN Mt FT APFR FUFIF W (WrIF11"Iff" I low does, lt work? INLIL F PIPE Slormwater runoff enters the unit tangentially to promote a gentle swirling motion in the treatment chamber.As stormwater circles willhin the clharnbeirsettleable solids dill into the sump and AD EQUALONG H LL are retained. Buoyant debris and evil e, rise to IJ,ie surface 781 ATMFN F and are sepom arated frthe water as it flows Lo"Wer the baffle wall, CHAMBER BAFITF uU F1 III MW C(r)NTRM ()RIFICr Treated water exits the treatment chamber through a flow control orifice located behind the baffle walk. TRFATPv%NT CHAMBER "0 During low-flow conditions all runoff'is diverted into,the treatment charnber by the flow partition. At higher flow rates, a portion of the runoff spills over the flow partition and is diverted SF DMI41 S TORAGE around the treau-nent chamber, filling the head equalization chamber.This collapses the head differential between the treatment charnber and the outlet, resulting in a relatively constant flow rate in the treatment chamber even with a mibmaniial increase in total flow through the system. This further reduces the potential for resuspension or washout of captured pollutants, VortSentry - Treatment and internal bypass in one structure - Compact design is cal for congested sites - Unobstructed maintenance access - Round, lightweight construction for easy instaflation E'r'fghent d pep'fortraitce and tttS'tallnation silrinrfl cC t lya. ('4ir,vr The VortSentry HS system employs a helical flow pattern that enhances � s pt'� flAMr trapping and c' r utants�and provides effective" � ° onta�nra°cent o6 aollp r rdc.s rer�ncmval of , settleable soNds and floating contaminants from urban runoff, �i1 carr rrvu a"b MAD ""� LOIN'AR tlr rrON With the ability to accept a wide range of pipe szes� the VortSentry[is can rOUALVN ON treat and convey flows from small to large sites unique internal bypass p design means higher flaws can be diverted without the use of external c�1v4r["Q or�a4 � .r r Mral. bypass structures,The design of the VbrtSentry HIS minimizes adverse velocities or turbulence in the treatment chamber. This helps to prevent the UCONDARY washout of previously captured pollutants even during freak conditions, The Vor'I:Senhy 115 is also avail),ble int a grate inlet configuration,which is � � iii rrmir�,anir'�+errre'r ideal for retrofits Irurt11 CYN "ONIWN j I Ilow dolr s it work"? r�ar�rn�r.rua 1 � [r�p�rrr'tbrtiar�rst: Flows f'rorn low intensity storms which are most frequent, etre directed into the treatment charraber through the primary unlet. The tangentiaIlly onented downward pipe induces a swirphng motion in the t'reatmen't chamber that increases capture and containment abilities Moderate storm flows ate directed into the trealtnent chan'7l'3er through the secondary inlet,which allows for capture of floating trash and debris The secondary inlet also provides for treatment of higher flows wrthouIt significantly increasing the velocityor turbulence in the treatment chamber.This allows for a more quiescent separation environment, Settleable soNds and floating pollutants are captured and con'tauraed in the treatment chamber, Flaw exits the treatment chamber through the outlet flow control,which manages the amount of flow that is treated and helps maintain the helical flow patterns developed within the treatment c.harnber Flows exceeding the system' rated treatment flow are diverted away from the treatment chamber by the flow partition Internal diversion of Ihigh flows ehrniinates the need for c%ternal bypass structures, During bypass,'l:he head equalizing baffle applies head on the outlet flow control to phrrrut the'flow through the treatment charnber I his helps prevent re-suspension of previously captured pollutants. l'I' t..°ntr V"Ick " Helical flow pattern enhances trapping and containment of pollutan'ts fHigh treatment and bypass capacities ° .� Compact footprint ideal for congested sites Lightweight design easy to Install �� ' ��,1 �f'"`'i" II'li�,,, /// • available in both inline and grate unlet configurations i I I Quick manufactwingturnaround't'lrraie Avadable Models i 11 sr CDS2615, rp�4 1 3.5 D.7 2.1711.5 47.5 CDS2015 5 �2 '. C. I1S2.f12� 5' ' 7 l V 1 2.612 CJ C 1.3 ii CD52D2I'll�a 5 1.6 2.0!/2.5 �, '� ! 'I.3 ' Cf7 .... _ 53D25 6 6 2 �� 2... 3.D/2 6 2.1 CD530307 6 7.1 3.0 3.01/3 6 2.1 CDS... 3035 6 7 0113 5 "`I 2.0 _ - ---...--- .. -..__ ......... ....,.. ,,,._ CD540368 8.6 4 5 4 613 t2 5.6 CD54074'fJ' 9,7 6.6 1 4.01/4.6, 5.6 3.6/2.0 2.1 CDS40)4S 101,.3 7.5 4.07/4.S 5.6 D CS02 �.�.. 3 .0-D 6 1 6.2 i 2.07 rJ � (, CDS3013D...I:�]V 6 6.9 i3,47 3.0/3.0 �� r: a 2,1 .1 45 330713 C7 2 1 CuDS34 3 5 0 47301-D 7 1 �� 6/3.5 2.1 015407307 D J01.E5 4.5 4.0/3,0111,11", 4.3 CD540407-D .7 09.6 6.0 4 07/4.07 4.' CD540745-D7 10'1 7.5 4 0/4,5 4.3 CD5S042-IDV' .5 � 96 9 6 ' i 5.0/4,2 � 1�9 __...,...___ ...-.--_. ......... ............. ..___, -....-- 1-1-1-1-111,.. ... . . - ...... _ - m � 5 6/4.0 / 5,6 CDS564d7 D3' �5 ......... `1 .. CDS56507,DV' .5 101.3 11 5 0/5.01 1."3 CDS5653-D ,,,. .. 101'.9 14 5.6/5.3 5.6 ....... wa CDS566 D ? 12'.4 1 '1 �6/6.5' S.6 "s CDS5678-D ..., 8 13.4 1 1 2a5 ,,:; 5 6/7.6' -'I 5.6 C DS70707-D ... V 12 14 26 7'07/7.,0 3.3 CDS 100160 DV 17.5 12 36 �`.r 16.0/6.07 a, 'l.f> 5.0 or 1 O1 2 CDS7 , . 1470 0747 DV 17.5 114 507 i(, :) 10. 1 .07 :' �� 5.01 1 G7,2 _; CDS'10016 .D'V 17.5 16 1? 64 ;1:` 107 07,/147.01' ; �, 5.01 or 10.2 J -: .. - ..--- CD5150134.DC 22 2 - --- 15.0/13A *20'4 I" �` 14 r». Cast In CDS2010164-DC 2.6 26 I `'" 2707 r 201 6 161.4 2D 4 14c CDS24071607-DC .32 25 3010 ;1, , 24.6116.€5 24 ,4 4°� ,vrrnpa CWar7,wk iV�a•^.;aaah p.ar;prtNr Wi 0r:nr p itacr,�lrrv<^i p....ran+racy............................................................r°,prati c,fec,ike ria-srp. ....,._ ,,. .,., }.A. ., 5 glPl I. Strucgt,rre d'Varneterrepresents the typical Inside dknenslrsar of the r'oncrete structure. of8hrrarsystems will regwre addrtrnnal concrete rdiversuon c'omp°ronertls. 2, Depth Below Pipe and Sump Capacities can vary to acconannoda'te,,pecifiicsite design. 3,water Quality How is based on tad%rer'noval of a Particle Size Distribution(P5D)having a paean,particle size: d50,-125-pm whrlr:ht us la'typical PSEV gradation cfraar rctefir,ing particr.rlate naauer 01"Ssmc)in urban rainfall runoff. Water Quality Flow,Flat licle Sive&Perforor Once Notes; 80'J'+,,removal(Re 80%)Performance lofecasty of Ow PSI)having a3 d.50-125-pm is clewed f orn conUolled felts of a unfit equipped with 2400jton s(re'en, Performance forecasts for sl ecif crada p c tir,Ic rias Fds, 115,1 50&200-p.orn a�' re also available. Vwernraual forecstsls bawd ran unit'evaluationsm � Uarr°is or r1.iQ�6sm mydq, canducke,d in accnrrJancc wuGla thae Teahancalr:argy�a>.,esrneired Protocol Ecology(TAPE)piolocoh,',washindton Departmentof Ecology fa ASDlOE), n Units can he laxed to achieve.5 eciiflrc Re performance ance fear peaap dpow rates for specific water Qua%Flows,over the hydre,+slraph of a Water Qura0ity Storna twwit or Wed to rnr el va sp"eca Rr,removal on an average bask, parotaallAistic methods. When sizing based or)ra speo4c water qualrty flow rate,the r'erlrnl'rerd'4pa w to be trealed should be equal to or lessthan the listed water quality flow for the selected sy,tern Cont ao our support staff for the most cash effective sizing for your area, 1000 3 9 0,2 1 0.59/ 0.98/,, 1.6 X, 03 ..............................................................................------------ ............ —---------------------------------- 200:0 4 1 10 9.36/ 1,0/,,;,� 1.7/!'j;, i 2.8 1,2 -------- ------------------ ............................................... 3000 5 1 I I0�59P� IJ/X,:�, 2.711, 4,5 ................................................................................................................................. ...... ------------------------------ 40CYO6 1 12 0.78/,/ 1 2.2/f, 17/ f'' 6,0 2A .............. ...................... ------------------------- ........................................................................................................... ........... ............................................................................ 5000 713 1.1/: 3.1 9,,21',! &5 12 ............ ...................................................................... .................... ............................. ............... ------------------------- 7(1O�O 8 14 1.4/ 4,11" 6,7/' 11,0 4,0 ...................................................................................................................................................... ................ .................................................................... 910010 9 is 1�8t` u 5,2/" 14,0 4.8 ......................................................................................................................................... ...................................-------...... .................................. 110010 10 16 23/W, 6,5/ 103/'O 17.5 5.6 ...................................................................................................................... .................. .................... .......... ................................................................................................... 160010 12 18 33/f!, 9�3/,,,'� 1 53P 25.0 7.1 .................................................................................................................... ............................................................................................................ 1. Water Quality How Rates are laased on 801Y,removal pear the parik.de 5izo qh%Uibo6ons(PSD)fisted above wall d5i)--50, 110&200,prn,PaOicle size should be chosen based on anticipated se.dmieriL load, Peak Ireatment How is mamnurn fiow Ueated for each unit listed. Thais flow mprewnks an Irnfieguuerrt Morm event such as a 10 cia�5 yu strwrn Stand'ani Vol teclis System dir-wh below invent is 3'for all Precast models- t ast-in,pface syskern me availabk'?to treat higher flow,,,Check with your[o al fe-presentalives for SpeCoiCali,ts. at VS30* 3 5,8 0,26 12 M ..................................................................................................................... VS�40 4 7.0 0,58 18 ............................ ----------- .............. ....................................................................................................................... 1A ................. VS50* 5 80 1.1 1 18 2,2 -------------------------------------................................................................................................................................ .......................... ----------------- VS606 8.9 '1�8 24 3,1 j ............. ....................................................---------.................................................... .................................................... VS70* 79."7 2.7 30 4_3........................... ----------- ................................................................... ........... VS t13 10.1 1 3,9 36 �,Of 5.6 j ....................................................................................................................................................... .................................................................................................................. .................... Denotes models may not be rnainufactured in your area.0heck wah your k.)cal regia s(N,ita6ve for availabifily 1, Water Quality Howk,based on 80%removal of a particle size distriibutgoruwith aii.Dver gk-'a par t,C[e of 1 0_11M, phis flow FjKo represents the maximurn flow prim to wliRch bypa�ss occuos- 1-1:S36 35,6 11.55 18 0.5 —-------------- ------------------------------------------------- FIS484 1 6.8 1 1�2 24 0,9 ............. .. ........................................... . ............ S 6 0 58.0 / 4 2.2 30 51 I.5 .......... - ----------------------------------------------- H572 633 36 2.1 .............................................................................................................................................................. .............................................................. HIS84* 7 10A 5�,6 42 Ul 0 2,8 ................................................................................................... ...........------------------------------------.................................... H5968 11.5 8,1 4 4 . 8 "(�O 3 / --------------------------------------------------—---------------...................................................................... ................................ ................................................. .... * Models may not be manufactured in your area.Check with yow loo, al rqiPesentative for availability, I. Water Quahly Flow is based on 8S0%feMOV,)l Of as pZ11fic-le SO,disuibutic"'t wih an iver,aV,partude size of 240-lirri- 'n�is flow also ve.presents file niaxarriurri flow prior to which bypass occurs, Nlotes: SYsterns earn be wed leased on a water quality flow(e,g, I inch storm)or on a net annual basis depending on 0he[o(A regjWoiy requirement. Whert 4zirg ba5iqJ on a water quality steirrn,the required flow to be treated should be equal or less Ilhan the fisted wMer qualoy flow for the se k,,cked systam. Systerns swd based on i water quality storm are gencrally more conservatively si�,V.d AddilimiM fiarlitle size,diswlbutic)n�s are available fearsizing purposes upon request. Depth below invert is measured to the inside bottorn of the system This depth can bi,ad[wted to rneet speolic storage or rrwintenaiwt, Contact our support stiff for Ow most cost Ofective sizing for your air 7, NERONFAMENINNNEINSEEMEM Customer SUpport I rista 1�1�at ol ri CONTECI-I Storrnwater,Solutions' products are sorne,of the easiest to install in the industry,We provide corn prehensive installation drawings, details and instructions, as well as full techniical support an every prol,ect. IM a i ni t e n a ni c e Maintenance of (I ONTECI Stormwater Solutions products is cost effective, straightforward and efficient We offer a complete range of engineering planning,design and drawing, and construction services that can be tailored to your specific siite needs, .................. ........... a p 'qO#rxte of Ntfv &rsq DEPARTMENT OF ENVIRONMENTAL PROTECTION CHRIS CHRISTIE BOB MARTIN Governor 401-02B Commissioner Bureau of Nonpoint Pollution Control KIM GUADAGNO Division of Water Quality Lt. Governor Post Office Box 420 Trenton,New Jersey 08625-0420 609-633-7021 Fax:609-777-0432 http://www.state.nj.us/dep/dwqlbnpc_home.htm June 7,2011 Derek Berg Regulatory Manager—Stormwater Contech Construction Products 200 Enterprise Drive Scarborough,ME 04074 Re: On-line Conditional Interim Certification for the Continuous Deflective Separation (CDS) by Contech Construction Products Inc. Expiration Date: July 15,2011 Dear Mr.Berg: This letter is in response to your request for the Continuous Deflective Separation (CDS) by Contech Construction Products Inc. to be used as an on-line device. The Department has reviewed your verification report supplied by NJCAT and has received the required signed statement from the verification entity and the manufacturer. The signed letters indicate that the qualifications of the observer were satisfactory, listed the protocol requirements and specified that all of the requirements of the protocol were met or exceeded. Based on a review of the information received the Continuous Deflective Separation(CDS)by Contech Construction Products Inc,can be used as an off-line or on-line device. Additional information regarding the implementation of the Stormwater Management Rules, N.J.A.C. 7:8, are available at www.njstonnw.ater.org. If you have any questions regarding the above information, please contact Ms. Sandra Blick of my office at(609)633-7021. Sincerely, l J � Ed Frankel,P.P., Section Chief Bureau of Nonpoint Pollution Control C: Chron File Richard Magee,NJCAT Mark Pedersen,DLUR Elizabeth Dragon,BNPC New Jersey is an Equal Opportunity Employer,Printed on Recycled Paper and Recyclable �*tzt#e of Ntfv Jjexsrg DEPARTMENT OF ENVIRONMENTAL PROTECTION JON S.CORZINE Bureau of Nonpoint Pollution Control MARK N.MAURIELLO Governor Division of Water Quality Acting Commissioner Post Office Box 029 Trenton,New Jersey 08625-029 609-633-7021 Fax: 609-984-2147 http://www.state.nj.us/dep/dwqibnpc-home.htm May 27,2009 Derek Berg 200 Enterprise Drive Scarborough, ME 04074 Re: Extension of Conditional Interim Certification for the High Efficiency Continuous Deflective Separator(CDS)Unit by Contech Stormwater Solutions Expiration Date: May 15,2011 Dear Mr.Berg: The Stormwater Management Rules under N.J.A.C. 7:8-5.5(b)and 5.7(c)allow the use of manufactured treatment devices(MTDs)for compliance with the design and performance standards at N.J.A.C.7:8-5 if the pollutant removal rates have been verified by New Jersey Corporation for Advanced Technology and have been certified by the New Jersey Department of Environmental Protection(NJDEP). The certification process has been revised. The revised process places MTDs into five categories. The High Efficiency Continuous Deflective Separator(CDS)Unit by Contech Stormwater Solutions has been qualified for Category II,MTDs with Interim Certifications. The NJDEP received the maintenance plan required under Category II and acknowledges that the requirements for this category are met;therefore,the expiration of the interim certification letter dated January 12,2005 has been extended until May 15,2011. The Department anticipates proposing further adjustments to this process through the readoption of the Stormwater Management Rules. Additional information regarding the implementation of the Stormwater Management Rules N.J.A.C. 7:8 are available at www.njstonnwater.org. If you have any questions regarding the above information,please contact Ms.Sandra Blick of my office at(609)633- 7021. Sincerely, Barry Chalofsky,P.P.,Chief Bureau of Nonpoint Pollution Control New Jersey is an Equal Opportunity Employer.Printed on Recycled Paper and Recyclable Oq-THE `3tntr of NrW arrzr> DEPARTMENT OF ENVIRONMENTAL,PROTECTION JON S. CORZINE Division of Watershed Management LISA P. JACKSON Governor Office of the Director Commissioner 401 E.State Street,P.O.Box 418 Trenton,NJ 08625-0418 Telephone:(609)984-0058 Fax!(609)633.0750 October 17, 2008 Derek Berg Regional Regulatory Manager—Northeast Contech Stormwater Solutions 200 Enterprise Drive Scarborough, ME 04074 Re: Interim Certification of High Efficiency Continuous Deflective Separator Unit by CONTECH Stormwater Solutions, Inc. Dear Mr. Berg: This is in reference to the conditional interim certification cited above. Due to a typographical error, the expiration date of the original letter was incorrectly listed as February 29, 2009. The correct expiration date is March 1, 2009. Please note that this letter does not modify any of the conditions listed on the certification document. Please attach this letter to your copy of the reinstatement of the conditional interim certification. If you have any questions regarding the above information,please contact Sandra Blick of my office at(609) 633-1441. Sincerely, tawrence J. Baier irector c: Rhea Weinberg Brekke,NJCAT Tom Micai,NJDEP Mary Beth Brenner,NJDEP New Jersey Is An Equal Opportunity Employer * Printed on Recycled Paper and Recyclable July 10,2008 Addendum B to CDS Technologies, Inc. hiterim Certification Higb Efficiency Continuous Deflective Separator Units This aloin-nent provides the correlation of the new CDS nomenclat tire to the units which received interim certification on January 12,2005 and should be attached to the interim cerd lication document ror reference. Origh,ial CDS 'wJclmiriig New CDS �11,4on,ienclature Naming Nomenclature ....... -............... F110U 21D_I E)(D u op-i i n kA) CDS2015-4W(Drop-in Inlet) ............... F,MS U 2 15 CDS20154W ....... �1(�15.W ........ 21�F F-11IMSU201-20 CDS262 u _25 CDS20125-W RM S U�3 0 20 CD�S3020-W ——__-------— CIDS3030-W ............. PhASU30 35 CDS3030-W ......——____ _............ FINISU40 30 CDS4030-W P[F,�T od() io CDS4040-W PKSIA10.145 CDS464&W .......... ........... ..................... F"Ri— 20 CDS3020-DW F)SW30 '30 CDS3030-DVW S& Out """"10 CDS3030-DW CDS3035,-DW ....... ...... PSWC4,0_3() CDS403�O-DW .....———- -4 C) CDS4040-DW ..................... P(MAO 45 CDS4046-DW' .................................... 1�11111 I'll=1 I 1 1-.......................... ''I'll'',...._111111111 .................................................... FISW50_42 CDS,5�042-DVW ..... .... . .......... SVA,56_40 CCAS 5640-DW ................ CDS5050-DVW ........................ ... .................. rjS'VVC'56_53 CD�S5653-DW ----------------- -------------------------------- F", VVC56 C ne CDS5658-DW -- 78' DS5678-DW .......... ............... ...... PSW70-30 CD�S7070-DVW ----------- .. ............... -1.",------------------......... PSMOO-60 CDS10060-DVW 1 ti ib SSS CDS 1080-DVW Ps"RiO0_100 CDSIOOIOO-DVW C'SWJ 5 .-m 4 CDS,i5Oi34-DCW AY4WD 16C) CDS240160-DCW April 6, 2008 Addendum to the High Efficiency Continuous Deflective Separator Unit Conditional Interim Certification Based on the progress in conducting the field test of the High Efficiency Continuous Deflective Separator Unit, the NJDEP is approving the request for an extension of the Conditional Interim Certification until February 29, 2009. During this time CONTECH Stormwater Solutions must continue to submit quarterly updates showing progress of the field test to the NJDEP and NJCAT. January 12, 2007 ADDENDUM 'ro CDS TEGIFINOGIES—INC, INTERIM CERTIFICATION High Efficicney(:e,1!1(ill,gc)Li.,s,.Deflect,ivc Separator Units CDO Storm Water Treatment Units For NJ DEP Rog ulated Projects' opacities &Ph�slcall Features Molrowenl Scrowi Swilp- Beovo Fo4 Paill d W m Z C*icity Rmge Dwne r & Height Capacity Pipe,RIRvmri Etlmnewii' ci's NI G D ftr, (yd) MWD lb(Diop-iir MM) 'u.1 lt� e 1 11'b 0:9 DA) 48 PIN1SU2015 4 01 M 20 1.5 03 0 PMSLJ20_It 07 16 z0 1,F, 1.6 0 60 .......... ............. PMIq on ,dlr, i;n PUSU20 25 1.62.1'0 25 15 -"-9 6.0 X 2 113 10 20 2 6-0 1.3 PhISU30 T 3 P.1P ..........--- 0 2.1 6.9 7.3 (T 6 8,13 9.5 P&ISU4D 30 45 4. PhISU40 40 6 19 5,6 9,13 9.13 P6"M'30 Nt 2 t 3 -10 2.0 1 T'O T 2 �6 ................... P +x,32 3 t 9 0,9 5.4 ............. _.m._.._.. ................ ... PSI7P-"'40-"O 3 h9 30 3,0 1.2 72 7,3 4 5 3 4,0 10 5'6 8.5 83 Fa Vd'd2.'Ml7 yap 6 4 9 40 4.0 56 1 9k 8,3 4-2 9 ®`e E"D 4.2 1.9 S,16 8,0 P�Qwc�6 LO 9 511 E,6 3.0 5.6 9S ...... �FT' &D PSMO '50 7.1 H 5.0 t-6 P�IIOVC56 53 '56 M�3 9,5 ............ ........ PI-IWCA CIO '119 'P2 .6 12..G 9"; .............. Poa54PAC:F 7d 6 16 7.8 5.61i 936 9.6 PW � MM 17 70 7 0, 1R 14 P6 Mar PFVV 100 60 30 19P6 6 Ct 5 7 air 116 1 M2 0 PIQV�100 80 so 12 0,0 8,0 5,7' 116 14,.0 17 .................. KWIN 100 M64 41 WO 10A) 5 7 ol 16 E�6 td 9"SIN 134 148 95 13A 141 1 M'5 GS'NA I(A 270 —!117� 14 V* 345 CSVV240 160 M WO 14,1 21.2" 4t _1�1 q4_ . ........ 11("MO Oniiis piw6pJ fv�NJD["'IPR'qwjuIIated PF'Jects are provfdedwth a-,4.&wne-nI ww to,NqPwr TOO renvval MR., Remo Manhde Insell J114r PMSU=Precast Vanhote ftirnoMm Ut"O POW", Piecast"t"rnmat(�1 Cawenmric PSW-- 'reca'st Stormwiter coin mni,c Nocaot (a), and Onat in Floco(C), Stonnwmtor(SVV) ........... C DS"I�4;[v ul��ij u,,�um i u-5 tur �9 tA I H�I,it 1 4 1 IQQ�SfOW K tji q Rd,VP� d 0 V.-Al i f P u Lq.Mdreb. -Flrmai-A oir Caot in pbll.i"I"i a 5rq to—,d-c7,-iq-wd to trom Impo in ktwcon 64 CfC i:,Lid 14P P Pasc coi I act CDS dccqjrb ovigpmorri 'I'he above units are subjected to the conditions as described in the NJDEP' Conditional Interim Certification Letter of January 12, 2005. �,d p i , #lade of WAa 3erarg Richard J.Codey Department of Environmental Protection Bradley M.Campbell Acting Governor Commissioner Division VScience,Research an6 Technology Bureau of sustainable Communities&Innovative Technologies PO Box 449 Trenton,NJ 08625.0409 Tel: 609-291-9691 FAX:609-292-7340 January 12,2005 James A.Heist,P.E. Vice President—New Product Development CDS Technologies Inc 105 Sphngbrook Place Cary,NC 27511 RE: Interim Certification of the High Efficiency Continuous Deflective Separator Unit (Model PMSU20_20_5)by CDS Technologies, Inc. Dear Mr. Heist: In accordance with the Energy and Environmental Technology Verification (EETV) Act at N,J.S.A, 13:1D-134, the New Jersey Department of Environmental Protection (NJDEP) is pleased to issue a Conditional Interim Certification for the High Efficiency Continuous Deflective Separator Unit (Model PMSU20_20_5) developed by CDS Technologies, Inc. This technology uses the mechanism of continuous deflective separation to enhance separation of sediments from storrnwater runoff. This conditional interim certification is being issued based on the New Jersey Corporation for Advanced Technology (N.1CAT) verification addendum report, dated December 2004. According to NJCAT,,; verification report, and as indicated in the attached Conditional Interim Certification Findings, the 500 GPM (1.1 cfs) High Efficiency Continuous Deflective Separator Unit (Model PMSU?U 20 5), with a 2400 micron screen opening an a configured outlet for best sediment control operating with an average influent Total Suspended Solids(TSS) concentration of 184 mg/L and zero initial sediment loading, has been shown to have a total mass TSS removal efficiency of 73.7% (per NJDEP treatment efficiency calculation methodology) for silica sand particles <100 microns (dS0 particle size of 63 microns) in laboratory studies using simulated stormwater. Based on this demonstrated laboratory performance, NJDEP has a high degree of confidence that the High Efficiency Continuous Deflective Separator Unit (Model I'MSU20_20_5) has the capability of achieving in field applications, at a minimum, a TSS removal efficiency of 50%. Therefore, NJDEP certifies that the High Efficiency Continuous Deflective Separator Unit (Model PMSU20-20_5) is capable of achieving a minimum T Smffi removal eciency�of 50% from stormwater runoff, and shall be permitted accordingly. In addition,the following conditions will apply to the conditional interim certification: New Jersey is an Equal Opportunity Employer Recycled Paper 1. The High Efficiency Continuous Deflective Separator Unit (Model PMSU20_201 5)should be the first component, if used as part of a treatment train (i.e. utilized in front of best management practices methods such as detention, retention, and infiltration basins, as defined in the NJ Stormwater Best Management Practices Manual). 2, The High Efficiency Continuous Deflective Separator Unit (Model PMSU20_20_5) shall be designed in accordance with New Jersey's water quality design storm,as required in the Stormwater Management Rules(N.J.A.C. 7:8). 3. A Quality Assurance Project Plan,in accordance with the Technology Acceptance and Reciprocity Partnership (TARP) Tier II Protocol for Stormwater Best Management Practice Demonstration (July, 2003), and including any additional field testing requirements that the NJDEP may request, shall be submitted to NJDEP and NJCAT within six (6) months from the date of this conditional interim certification letter. 4. Field evaluation data that are consistent with the Tier II Protocol and additional NJDEP field test requirements shall be submitted to NJDEP and/or NJCAT by December 31,2006. Additionally, similar High Efficiency Continuous Deflective Sepaxators units can be used to address different influent flow rate applications providing that the hydraulic design of these units is the same as Model PMSU20 20-5. Also, as specified in the verification report, all stormwater manufactured treatment devices sold in New Jersey must be high efficiency units configured with a sediment weir. Please note that this approval letter shall expire on June 30, 2007, unless extended by NJDEP. For final certification of the High Efficiency Continuous Deflective Separator Units,verified data must be generated from a full-scale field demonstration utilizing the TARP Tier 11 Protocol and incorporating any additional NJDEP field test requirements. If you have any questions about this conditional interim certification, please contact Ravi Patraju of my staff at (609)292-0125. Sincerely, Martin Rosen Chief, Bureau of Sustainable Communities and Innovative Technologies Enclosure c: Sam Wolfe,Assistant Commissioner,Environmental Regulation Ernest Hahn,Assistant Commissioner,Land Use Management Narinder Ahuja, Director, Water Quality Mark Mauriello, Director,Land Use Regulation Larry Baier,Director, Watershed Management Eileen Murphy,Director, Science,Research,and Technology Rhea Brekke,Executive Director,New Jersey Corporation for Advanced Technology Conditional Interim Certification Findings NJDEP Technology Certification Program: Bureau of Sustainable Communities & Innovative Technologies Division of Science,Research & Technology 401 E State Street, P.O. Box 409 Trenton,NJ 08625 (609)292-9692 Manufactured Treatment Device. High Efficiency Continuous Deflective Separator Unit(Model PMSU20_20_5) Applicant Information: CDS Technologies, Inc. 105 Springbrook Place Cary,NC 27511 (919) 858-8887 Technology Description: The mechanism by which the CDS technology separates and retains gross pollutant is by first diverting flow and associated pollutants in a stormwater or combined sewer drainage system away from the main flow stream of the pipe or channel into a pollutant separation and containment chamber. The separation and containment chamber consists of a containment sump in the lower section and an upper separation section. Gross pollutants are separated within the chamber using a perforated plate allowing the filtered water to pass through to a volutc return system and then to the outlet pipe. The water and associated pollutant contained within the separation chamber are kept in continuous motion by the cnergy generated by the incoming flow. This has the effect of preventing the separation plate from being blocked by the gross solids separated from the inflow. The heavier solids ultimately settle into the containment sump. Figure I is a schematic representation of the solids separation mechanism of the CDS tcchnology. The diversion of the stormwater and associated pollutants into a separation chamber overcomes problems associated with the direct filtration systems of conventional gross pollutant traps. The present design of the CDS system utilizes a simple solids diversion unit to divert flows into the separation chamber. The diversion unit is designed to divert all flows into the separation chamber as long as water levels are below the crest level of the diversion unit. As water levels exceed the crest of the diversion unit, some flows would by-pass the CDS system. The crest level of the diversion unit may be adjusted to suit individual installations. - 1 - _ Detail Section: Inlet —Flood By-Paas'--Outlet From Inlet _. Separation Screen To outlet Separation Plan View Figure 1 Schematic Representation of the CDS System The solids separation system consists of a large expanded stainless steel plate, which acts as a filter screen with an outer volute outlet passage. The perforations in the separation screen are typically elongated in shape and are aligned with the longer axis in the vertical direction. The size of the elliptical holes can be specified according to performance requirements and typical width of the short axis ranges from 2.4 inm to 4.7 mm. The separation screen is installed in the unit such that the leading edge of each perforation extends into the flow within the containment chamber, essentially presenting a closed face to the direction of flow of solids and liquid. CDS, recognizing that New Jersey requires protection of its water resources through the removal of a very fine gradation of particles, has developed a high-efficiency particle removal device. This device is referred to as a High Efficiency Continuous Deflective Separator, which combines the mechanism of continuous deflective separation, along with a sedimentation weir and increased diameter manhole, to enhance separation of sediments from stormwater. All stormwater units offered in New Jersey will be one of these high efficiency units. New Jersey Corporation for Advanced Technology Verified Claim: A 500 CPM (1.1 cfs) unit (Model PMSU20_201 5) with a 2400 micron screen opening and a configured outlet for best sediment control, operating with an average influent TSS concentration of 184 mg/L and zero initial sediment loading, has been shown to have a total mass TSS removal efficiency of 73.7% (per NJDEP treatment efficiency calculation methodology) for silica sand particles <100 microns (d5o particle size of 63 microns) in laboratory studies using simulated stormwater. Technology Limitations: • The CDS Technologies, Inc.'s High Efficiency Continuous Deflective Separator device was tested with zero initial sediment loading. _2_ NJDEP Conditional Interim Certification: Based on the demonstrated and NJCAT verified laboratory performance, NJDEP has a high degree of confidence that the High Efficiency Continuous Deflective Separator Unit (Model PMSU20_20_5) has the capability of achieving in field applications, at a minimum, a TSS removal efficiency of 50%. Therefore, NJDEP certifies that the High Efficiency Continuous Deflective Separator Unit (Model PMSU20_20_5) is capable of achieving a minimum TSS removal efficiency of 50% from stormwater runoff, and shall be permitted accordingly. In addition, the following conditions shall apply to the conditional interim certification: 1. The High Efficiency Continuous Deflective Separator Unit (Model PMSU20_20_5) should be the first component, if used as part of a treatment train (i.e., utilized in front of best management practices methods such as detention, retention, and infiltration basins, as defined in the NJ Stormwater Best Management Practices Manual). 2. The High Efficiency Continuous Deflective Separator Unit (Model PMSU20_20_5) shall be designed in accordance with New Jersey's water quality design storm, as required in the Stormwater Management Rules (N.J.A.C. 7:8). 3. A Quality Assurance Project Plan, in accordance with the Technology Acceptance and Reciprocity Partnership (TARP) Tier II Protocol for Stormwater Best Management Practice Demonstration (July, 2003), and including any additional field testing requirements that the NJDEP shall request, shall be submitted to NJDEP and NJCAT within six (6) months from the date of this Conditional Interim Certification letter. 4. Field evaluation data that are consistent with the Tier II Protocol and additional NJDEP field test requirements shall be submitted to NJDEP and/or NJCAT by December 31, 2006. Additionally, similar CDS High Efficiency Continuous Deflective Separator units can be used to address different influent flow rate applications providing that the hydraulic design of these units is the same as Model PMSU20 20 5. Also, as specified in the verification report, all stormwater manufactured treatment devices sold in New Jersey must be high efficiency units configured with a sediment weir. -3 - IL CONSTRUCTION PRODUCTS INC. Oil Stop Valve Guide Operation, Installation and Maintenance 1"0 VEM PIPE(NOT€f+'AFI) 4� r vtrr.QrW, Itiw.tCN}i6t AFL) 4"a Peg k FN:Ct SL42i'.U}_.:.tSL` t H � i ! s�s.truer w/ � i �t i X37 tI:�451'u YPPI 3Ti19P h't ".CNfla,«.(;.FW't i'6J GP'?;�._1s �� ^•`t�ld"��k.tf�:.,itYll4 rt.+-*'.+'f�i ry ri�3sw<��s�.yvt �^•,r ca;at{Ft)121•:'K.t"�.YFeI{I 5"�.i wt�k�,r„k;5•K.�:b:€sl test+ T.,W { {I n..PPM.+m.ig III t €'r2• A SECTION A-A Principle of Operation The valve operates on a buoyancy principle. The ballasted float, • Discharge •�utlet •Max. Max. M which is the only moving part, Is weighted for a specified gravity Modelpacity Size Size 913M 1ps of 0.95. In the water, the float will float and keep the valve open. An accumulation of oil around the float will decrease the 77-4 PVC 4" 101 mm 4" 101 mm 160 10 buoyant force on the float, causing it to float lower in the liquid. OSV-6 PVC 6" 150 mm 6" 150 mm 360 23 As the oil accumulation increases, the float will sink lower and 0SV-8 PVC 8" 200 mm 8" 200 mm 600 39 finally close the valve when the oil level is approximately 3" (76 OSV-4SS Stainless 4" 101 mm 4" 101 mm 160 10 mm)to 4" (101 mm) above the bottom of the float. Steel 0SV-6SS ,Stainless 6" 150 mm 6" 150 mm 360 23 OSV Operation Steel The AFL Oil Stop Valve(OSV) by CONTECH is designed for easy, OSV-8SS Stainless 8" 200 mm 8" 200 mm 600 39 efficient operation in confining oil spills to the premises. It Is Steel used in oil/water gravity differential separators, coalescing type OSV-1OSS Stainless< 10" 250 mm 10" 250 mm 900 57 separators and oil manholes to prevent the entry of oil into the Steel ? effluent. OSV-12SS Stainless 12" 300 mm 12" 300 mm 1400 88 Features of the valve include: Steel 1. Dependable gravity operation OSV-4SST Stainless 4" 101 mm 4" 101 mm 160 10 Steel 2. Corrosion-resistant construction OSV 6SST Stainless 6" 150 mm 6" 150 mm 360 23 3. Only one moving part Steel 4. Outlet vent connection (siphon breaker) OSV-8SST Stainless 8" 200 mm 8" 200 mm 600 39 Steel i The valve is available in a variety of sizes to meet a wide range of CSV10SST Stainless 10" 101 mm 10" 101 mm 900 57 flow conditions.The valve is supplied as a stand alone device and Steel can be used in tandem with a CONTECH VortClarex®coalescing 0SV-12SSTStainless 12" 150 mm 12" 150 mm 1400 88 media separator. Steel On a case by case basis,valves can be fabricated with a "weep ss Stainless steel hole"which facilitates reopening of the valves after closure due SST=Stainless steel extended and is used when designing for fire protection to oil spill.The weep hole equalizes the pressures in the valve and This feature includes an extended pipe through the outlet of the structure,so there is will pass a minimal amount of oil/water mixture.This option is no connection inside the valve structure to melt and fail. only added upon the Engineer's written request. Table 1. CONTECH AFL-OSV Model Sizes and Peak Flow Capacity Hydraulic Capacities A minimum recommended water level, sufficient to completely submerge the float housing, is required for proper operation — — -- - sv NPE of the OSV Operation at less than the minimum recommended ("— water level will reduce the capacity of the OSV. The recommended operating flow rate versus its associated head loss is shown in Figure 1, 2 and 3. For the valve to operate properly at required flow(s), the valve discharge pipe centerline must be below the liquid level at a distance equal to (or greater than)the associated head loss.Table 1 indicates the peak flow capacity of each valve size and model. WARNING: IF THE VALVE IS OPERATED AT GREATER THAN DESIGN OR RECOMMENDED FLOWS IT MAY SHUT OFF AUTOMATICALLY,WHICH MAY NECESSITATE THAT THE VALVE r — I BE REOPENED MANUALLY. _.__( � _-.._._ i _+. -� - _. �i f _.._FLOW t;RTE WPM Figure 1. OSV-4 inch 2 iZ. Fill manhole with clean water tnoutlet invert.The 3/D^ (9.5 mm) guide rod should bcapproximately 8^ (Z00mm)above the cage top plate. 13. Push down gently onguide rod, release pressure from rod and allow float tnrise. Upon rising, unit isready for operation. 14� �cp #1Z �u�dpehodica|�tni�u��mtopcm�on. |f ~ float remains dosed' gently pull on lift cable tn break seat � V suction � NOTE: DO NOT ATTEMPT TO OPEN\A\UE WHEN SUMP IS � EMPTY OF WATER. WATER LEVEL MUST 8EATINVERT OF OUTLET TOLIFT NOTE: |FFLOAT DID NOT OPEN, FILL VENT PIPE WITH WATER | TOEQUALIZE PRESSURE OmTHE VALVE FLOAT. 4W 4i� FLOW R^re IoPW Figure 2.oS`+sand oSv'oincx umzua;'LIm 12 -PIPE- c/ mm "Im 0 EALLASi 19Ci%PO'-r °"m^IaAs^aac ~ /�\ �/ (`*"�w��rp,=/mx' � � t �lmemm uM (�\ o��,�� c/ �---------------------------------------' nmW mAr MwW OSVdischarge pipe(not shown here and plain end connections) tobesupplied byOthers.The contractor, athis discretion, may Figure 3.oSv`1oand oSv'1 2 inch solvent glue tothe valve discharge elbow, o,select other suitable means for connecting OSVdischarge elbow tooutlet pipe. A. Plain End Connections Installation Valves with plain end connections can bcconnected with PVC coup|ingand�v �ain|co�cc|wo,md,ivcho�cdamps Slide 1 Unit utilizing crane, backhoe,fork - � ' ' the coupling onvalve discharge elbow and in�aUthe damps by truck, ordmi|arcquipmcnt ductothcdzcand weight (approximately 300'4Z5pounds [1a§-193Kg]) sliding them on the coupling. Line upthe valve discharge elbow with outlet pipe, leave 1/4" gap(6 mm) between pipe ends, and Z Pickup unit slowly using the supplied lifting cable harness. slide this coupling and damp onthe outlet pipe. Do not tighten l Unit will tip tothe outlet pipe side.This is the desired angle the hose clamps atthis time. tnprevent cxcesspreoureonthcfloatcagc. 4. Lower un�imomanhole. 8. F|anged �nd [onnec�ons 5. Remove lifting harness for use onnext valve. Line uPthe flange bolt holes, insert agasket and bolt flanges. oo nottightenbo��atthi�dmc� §. Kem�emb��boot �obcin��Uedo��dcofsump) ATTENTION: FLANGES SUPPLIED VV|TH THE VALVES ARE FLAT 7 Kcpodtionva|vc�oaUmwou�|etpipeofm�vctocmend � FA[E� K8AKE �URETHEN1AT|NGFLANGE |� OFTHE5AK4E thmughmanhole plus 4'' (101 mm) Make su�valve top ' plate islevel inboth directions. DESIGN. USE OFRAISED FLANGES WILL BREAK THE PVC FLANGES. 8. Grout outlet pipe inplace. C.Anchorage 9. Install anchors using the(4) 5/D^ (1§ mm) diameter holes provided inthe support angles atthe bottom ofthe valve. O5Vvalves are supplied with hold down straps,which are designedtosecuethe m|wstnthe conceeAferthe valve has 10 Auachthe�ain|eo�ee|�oa,guidecab|etnthcundc,side been lined upw�houtlet nozz� in�aUthe��ponthe valve ofconc��|id��hin ��chofthcmanho|cc�r�ThiswiU allow for manual opening ofthe valve. body and use the two holes asatemplate for locating the anchor bolts. 11. Install 1^ (25 mm)76vent/siphon leaving approximately 1^ (25 mm)gap between pipe and undeoideoflid. Rcm�rs�apsand drill in anchors. Replace the strap and bolt down the strap. � D. Siphon Breaker SECTION 02723 Siphon breaker connection is located on the valve discharge elbow and is furnished with a union to facilitate installation of AFL-OSV by CONTECH SPECIFICATIONS siphon breaker pipe. PART 2.00 Oil Stop Valves In order to calculate siphon breaker pipe length, determine A.Manufacturers the maximum liquid level in the sump/tank at a spill condition, 1. CONTECH Construction Products: Model AFL-OSV-4SST subtract elevation of the top of the OSV discharge pipe from with slave valve(stainless steel) or approved equal installed maximum liquid level and add V-6" (450 mm). After the length inside prefabricated manhole. of the pipe has been cut, attach the pipe to the union using PVC solvent cement. Install the siphon breaker pipe on the valve and B. General support it as required. Ideally, the top of the pipe should be as 1. Description: Fabricated control valve designed to control close to grade as possible. oil spills. Valve assembly shall consist of a base, guides, ATTENTION: IMPROPER SIPHON PIPE ELEVATION WILL RESULT inlet housing, float and outlet connection. Valve shall be IN OIL DISCHARGE THROUGH THE SIPHON BREAKER DURING designed to operate on specific gravity differential principle. SPILL CONDITION. 2. Float Weight: Ballasted for 0.95 specific gravity 3. Flow: 160 GPM (10 Ips) Gravity(Maximum) Maintenance 4. Inlet Pipe Size: 12" (300 mm) Diameter 1. Remove solids from bottom of sump as required. Six(6") 5. Vents: 1" (25 mm) SS threaded coupling located on top [150 mm] of build up maximum. of discharge pipe.Vent pipe to extend above maximum 2. With water level in sump at outlet invert, gently push guide oil level to be supplied by Contractor. Material to be rod downwards approximately 6" (150 mm). This will allow galvanized pipe. float to come in contact with the bottom flange. 6. Coupling: 1" (25 mm) SST threaded coupling and plug 3. Release guide rod. The rod should rise up to the original located on side of discharge pipe. position. If this procedure was successful the valve is in proper 7• Outlet connection to 12" (300 mm) Diameter plain end working order. pipe. Contractor to supply connection flexible connector 4. Occasionally the float will stay seated on the bottom flange and clamps. when pushed down. Simply pull upwards on the stainless C.Materials of Construction steel cable attached to the guide rod. This will break the 1. Base, Housing and Outlet Piping. 304L SST suction and allow the float to rise. If when attempting to push guide rod downwards and it appears to be stuck, 2. Float: SST with Teflon Seat pull up on stainless steel cable to raise the float again 3. Float Guides:Type 304 Stainless Steel sleeves approximately 6" (150 mm). If float rises, release cable. If the float sinks it is inoperable and must be replaced. D.Design Requirements 5. This procedure should be performed at least yearly. 1. Pressure Rating:Atmospheric ATTENTION: UPON VALVE CLOSURE DUE TO A SPILL,THE OIL 2. Temperature:Ambient with 450°F(232 °C) maximum COLLECTED IN THE SUMP,TANK OR OIL SEPARATOR, MUST BE EVACUATED FROM THE VALVE CHAMBER AND DISPOSED PART 2.10 Slave Valve OF PROPERLY. AFTER THE OIL HAS BEEN REMOVED, FILL A.General CHAMBER WITH CLEAN WATER AND RE-OPEN THE VALVE BY 1. Application: Oil spill prevention LIFTING THE FLOAT BY PULLING ON LIFT CABLE. THE SAME PROCEDURE MUST BE USED DURING PROCESS START UP. 2. Model Number: SV S.S/PVC 3. Description: Fabricated to reopen oil stop valve in the event of water loss caused by leakage or evaporation, etc.) 4. Float Weight: Ballasted for 0.95 specific gravity B. Materials of Construction Support 1. Base, Housing, and Piping: SS • Drawings and specifications are available at www.contechstormwater.com. 2. Float: PVC• Site-specific design support is available from our engineers. 3. Float Guides:Type 304 Stainless Steel 2009Oc CONTECH Stormwater Solutions 4. Pressure Rating: Atmospheric CONTECH Construction provides site solutions for the civil 5. Temperature: Ambient with 130°F(54°C) maximum engineering industry. • ' C.Principle of Operation products.sewer,stormwater and earth stabilization on other CONTECH • construed 1. The slave valve is added to an oil stop valve to allow the Nothing in this catalog should an expressed warranty or an main float to reopen. Due to the lack of water the main implied warranty of merchantability or fitness for any particular purpose. float will close.When additional rain enters the sump, the CONTECHSee the slave valve float will open and allow water to enter the oil warranties and other terms and conditions of stop valve body. As the water level rises the main float will The product(s)described may be protected by one or more of the following US patents: open due to water pressure pushing up against the bottom 5.322,629;5,624,576; ' ' ' of the main float. In the event of an oil spill,the slave valve 7,297,266;7,517,450;related foreign patents or other patents pending. float and the main float will close containing the spill. CONSTRUCTION PRODUCTS INC. OSV lIidlltldl 04/9 800.338.1122 •www.contech-cpi.com MJ Engineering and Land Surveying, II.C. 14t�t4 rxVkn I,ii loT�ioln4 rc ....,d, st�av Feats-`,�i.N t"nl�4kkt 't�'3to n fi�gg;; //��,fi„r! ryy y yry�,,y/�.,¢ o rt�"a7'Wai t'M�IVIGu9 ei;{0.n�X 1�Cr 1 YA�Sd Exhibit C - HOrolonic Madel Simulation Usin TR-55 Tabular Method .1 Routing Tables for the 1, 2, 10, 25 and 100 year storms with Inflow and Outflow Hydrogiraphs March 2017 Page 17 1 Watershed Model Schem�ati 9,1,.IlowHydro graphis Extension for AutoCAD O Civil 3DO2012 by Autodesk,Inc.v9 2 3 4W A, - 5 gqm 6 V7 LQ"en B_Vd� Odg! 2299datLan 1 SCS Runoff Post 1 2 SCS Runoff Post 1A 3 SCS Runoff 'Post 1C 4 Reservoir Route Array 5 Diversionil To W Double Pretreatment 6 Diversion2 High Flow By-Pass 7 Combine Flow to Rear Basin 8 Reservoir Route Rear Basin 9 Reservoir Route Front Basin .............. ............ Project: L:\Projects\MJ984 Stewarts\984.08(Queensbury Rt 149)\SWMR\f h C_ ............. Hydraflow Table of Coilntttewarts\984.08(Queensbury Rt149)\SWMR\ExhibitC-Model\Stewarts2.gpw Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Watershed Model Schematic............................................................................... 1 Hydrograph Return Period Recap....................................................................... 2 1 - Year SummaryReport.................................................................................................................. 3 HydrographReports............................................................................................................ 4 Hydrograph No. 5, Diversion1, To WQv Double Pretreatment.......................................... 4 Hydrograph No. 6, Diversion2, High Flow By-Pass........................................................... 8 Hydrograph No. 7, Combine, Flow to Rear Basin........................................................... 10 Hydrograph No. 8, Reservoir, Route Rear Basin............................................................ 14 Pond Report - Infiltration Basin Rear.......................................................................... 16 Hydrograph No. 9, Reservoir, Route Front Basin............................................................ 18 Pond Report - Infiltration Basin Front.......................................................................... 19 2 - Year SummaryReport................................................................................................................ 20 HydrographReports.......................................................................................................... 21 Hydrograph No. 5, Diversion1, To WQv Double Pretreatment........................................ 21 Hydrograph No. 6, Diversion2, High Flow By-Pass......................................................... 25 Hydrograph No. 7, Combine, Flow to Rear Basin........................................................... 26 Hydrograph No. 8, Reservoir, Route Rear Basin............................................................ 30 Hydrograph No. 9, Reservoir, Route Front Basin............................................................ 32 10 - Year SummaryReport................................................................................................................. 33 HydrographReports.......................................................................................................... 34 Hydrograph No. 5, Diversion1, To WQv Double Pretreatment........................................ 34 Hydrograph No. 6, Diversion2, High Flow By-Pass......................................................... 39 Hydrograph No. 7, Combine, Flaw to Rear Basin........................................................... 40 Hydrograph No. 8, Reservoir, Route Rear Basin............................................................ 43 Hydrograph No. 9, Reservoir, Route Front Basin............................................................ 45 25 - Year SummaryReport................................................................................................................ 46 HydrographReports.......................................................................................................... 47 Hydrograph No. 5, Diversion1, To WQv Double Pretreatment........................................ 47 Hydrograph No. 6, Diversion2, High Flow By-Pass......................................................... 52 Hydrograph No. 7, Combine, Flow to Rear Basin........................................................... 53 Hydrograph No. 8, Reservoir, Route Rear Basin............................................................ 56 Hydrograph No. 9, Reservoir, Route Front Basin............................................................ 58 100 - Year SummaryReport................................................................................................................ 59 HydrographReports.......................................................................................................... 60 Hydrograph No. 5, Diversion1, To WQv Double Pretreatment........................................ 60 Contents Continued... LAProjects\MJ984 Stewarts\984.08(Queensbury Rt 149)\SWMR\Exhibit C-Model\Stewarts 2.gpw Hydrograph No. 6, Diversion2, High Flow By-Pass......................................................... 65 Hydrograph No. 7, Combine, Flow to Rear Basin........................................................... 66 Hydrograph No. 8, Reservoir, Route Rear Basin............................................................ 68 Hydrograph No. 9, Reservoir, Route Front Basin............................................................ 70 2 Hydrograph Return Period ReCa y ra ow ydrographs Extension for AutoCAD®Civil 3D@2012 by Autodesk, Inc.v9 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 0.000 0.000 ------- ------- 0.006 0.021 ------- 0.181 Post 1 2 SCS Runoff ------ 0.449 0.603 ------- ------- 1.354 1.730 ------- 2.397 Post#1A 3 SCS Runoff ------ 2.759 3.184 ------- ------- 5.005 5.839 ------- 7.221 Post#1C 4 Reservoir 3 0.566 0.956 ------- ------- 4.021 5.091 ------- 6.985 Route Array 5 Diversion'! 4 0.566 0.607 ------- ------- 0.690 0.709 ------- 0.742 To WQv Double Pretreatment 6 Diversion2 4 0.000 0.349 ------- ------- 3.332 4.382 ------- 6.243 High Flow By-Pass 7 Combine 1, 5,6 0.566 0.956 ------- ------- 4.021 5.091 ------- 7.043 Flow to Rear Basin 8 Reservoir 7 0.000 0.000 ------- ------- 0.000 0.000 ------- 0.000 Route Rear Basin 9 Reservoir 2 0.000 0.000 ------- ------- 0.000 0.000 ------- 0.000 Route Front Basin Proj. file: L:\Projects\MJ984 Stewarts\984.08 (Queensbury Rt 149)\SWMR\ xFrUddUSt� Wgrts 2.gpw 3 Hydrograph Summary Re poXylraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post 1 2 SCS Runoff 0.449 2 718 918 ------ ------ ------ Post#1A 3 SCS Runoff 2.759 2 716 5,994 ------ ------ ------ Post#1C 4 Reservoir 0.566 2 726 5,701 3 417.59 2,487 Route Array 5 Diversion1 0.566 2 726 5,701 4 ----- ------ To WQv Double Pretreatment 6 Diversion2 0.000 2 820 0 4 ------ ------ High Flow By-Pass 7 Combine 0.566 2 726 5,701 1, 5,6 ----- ------ Flow to Rear Basin 8 Reservoir 0.000 2 748 0 7 414.36 2,042 Route Rear Basin 9 Reservoir 0.000 2 718 0 2 418.05 216 Route Front Basin LAProjects\MJ984 Stewarts\984.08 (Quee sRetyrldtPlatIR)tSWM§Mxhibit C- M f4t&316rt02**7 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 5 To WQv Double Pretreatment Hydrograph type = Diversion'! Peak discharge = 0.566 cfs Storm frequency = 1 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 5,701 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 6 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Qp. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 9.50 0.016 0.000 0.016 9.67 0.022 0.000 0.022 9.83 0.029 0.000 0.029 10.00 0.035 0.000 0.035 10.17 0.041 0.000 0.041 10.33 0.047 0.000 0.047 10.50 0.053 0.000 0.053 10.67 0.060 0.000 0.060 10.83 0.068 0.000 0.068 11.00 0.077 0.000 0.077 11.17 0.087 0.000 0.087 11.33 0.099 0.000 0.099 11.50 0.111 0.000 0.111 11.67 0.192 0.000 0.192 11.83 0.353 0.000 0.353 12.00 0.540 0.000 0.540 12.17 0.560 0.000 0.560 12.33 0.541 0.000 0.541 12.50 0.516 0.000 0.516 Continues on next page... 5 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.67 0.488 0.000 0.488 12.83 0.458 0.000 0.458 13.00 0.428 0.000 0.428 13.17 0.397 0.000 0.397 13.33 0.364 0.000 0.364 13.50 0.332 0.000 0.332 13.67 0.297 0.000 << 0.297 13.83 0.253 0.000 0.253 14.00 0.210 0.000 0.210 14.17 0.171 0.000 0.171 14.33 0.136 0.000 0.136 14.50 0.114 0.000 0.114 14.67 0.107 0.000 0.107 14.83 0.100 0.000 0.100 15.00 0.093 0.000 0.093 15.17 0.085 0.000 0.085 15.33 0.078 0.000 0.078 15.50 0.072 0.000 0.072 15.67 0.067 0.000 0.067 15.83 0.063 0.000 0.063 16.00 0.059 0.000 0.059 16.17 0.055 0.000 0.055 16.33 0.053 0.000 0.053 16.50 0.050 0.000 0.050 16.67 0.049 0.000 0.049 16.83 0.047 0.000 0.047 Continues on next page... 6 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 17.00 0.046 0.000 0.046 17.17 0.044 0.000 0.044 17.33 0.043 0.000 0.043 17.50 0.042 0.000 0.042 17.67 0.041 0.000 0.041 17.83 0.040 0.000 0.040 18.00 0.039 0.000 0.039 18.17 0.038 0.000 0.038 18.33 0.038 0.000 0.038 18.50 0.037 0.000 0.037 18.67 0.036 0.000 0.036 18.83 0.035 0.000 0.035 19.00 0.034 0.000 0.034 19.17 0.033 0.000 0.033 19.33 0.033 0.000 0.033 19.50 0.032 0.000 0.032 19.67 0.031 0.000 0.031 19.83 0.030 0.000 0.030 20.00 0.029 0.000 0.029 20.17 0.028 0.000 0.028 20.33 0.028 0.000 0.028 20.50 0.027 0.000 0.027 20.67 0.027 0.000 0.027 20.83 0.026 0.000 0.026 21.00 0.026 0.000 0.026 21.17 0.026 0.000 0.026 Continues on next page... 7 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 21.33 0.026 0.000 0.026 21.50 0.025 0.000 0.025 21.67 0.025 0.000 0.025 21.83 0.025 0.000 0.025 22.00 0.025 0.000 0.025 22.17 0.025 0.000 0.025 22.33 0.024 0.000 0.024 22.50 0.024 0.000 0.024 22.67 0.024 0.000 0.024 22.83 0.024 0.000 0.024 23.00 0.024 0.000 0.024 23.17 0.024 0.000 0.024 23.33 0.024 0.000 0.024 23.50 0.023 0.000 0.023 23.67 0.023 0.000 0.023 23.83 0.023 0.000 0.023 24.00 0.023 0.000 0.023 24.17 0.019 0.000 0.019 24.33 0.015 0.000 0.015 24.50 0.011 0.000 0.011 ...End Hydrograph Report 8 Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 6 High Flow By-Pass Hydrograph type = Diversion2 Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = 13.67 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 5 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Qp. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 9.50 0.016 0.016 0.000 10.67 0.060 0.060 0.000 10.83 0.068 0.068 0.000 11.00 0.077 0.077 0.000 13.67 0.297 0.297 0.000 14.17 0.171 0.171 0.000 15.17 0.085 0.085 0.000 15.67 0.067 0.067 0.000 16.17 0.055 0.055 0.000 16.33 0.053 0.053 0.000 16.67 0.049 0.049 0.000 17.17 0.044 0.044 0.000 17.33 0.043 0.043 0.000 17.83 0.040 0.040 0.000 18.00 0.039 0.039 0.000 18.17 0.038 0.038 0.000 18.50 0.037 0.037 0.000 19.33 0.033 0.033 0.000 Continues on next page... 9 High Flow By-Pass Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 20.00 0.029 0.029 0.000 20.33 0.028 0.028 0.000 20.50 0.027 0.027 0.000 21.00 0.026 0.026 0.000 21.17 0.026 0.026 0.000 21.67 0.025 0.025 0.000 21.83 0.025 0.025 0.000 22.00 0.025 0.025 0.000 22.33 0.024 0.024 0.000 22.50 0.024 0.024 0.000 22.67 0.024 0.024 0.000 23.00 0.024 0.024 0.000 23.50 0.023 0.023 0.000 23.83 0.023 0.023 0.000 24.33 0.015 0.015 0.000 24.50 0.011 0.011 0.000 24.83 0.008 0.008 0.000 25.17 0.006 0.006 0.000 25.33 0.005 0.005 0.000 25.50 0.004 0.004 0.000 25.67 0.004 0.004 0.000 26.67 0.002 0.002 0.000 26.83 0.001 0.001 0.000 27.17 0.001 0.001 0.000 ...End 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 7 Flow to Rear Basin Hydrograph type = Combine Peak discharge = 0.566 cfs Storm frequency = 1 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 5,701 cuft Inflow hyds. = 1, 5, 6 Contrib. drain. area = 1.018 ac Hydrograph Discharge Table (Printed values>=2.00%of Qp. Print interval=5) Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 9.50 0.000 << 0.016 0.000 0.016 9.67 0.000 << 0.022 0.000 0.022 9.83 0.000 << 0.029 0.000 0.029 10.00 0.000 << 0.035 0.000 0.035 10.17 0.000 << 0.041 0.000 0.041 10.33 0.000 << 0.047 0.000 0.047 10.50 0.000 << 0.053 0.000 0.053 10.67 0.000 << 0.060 0.000 0.060 10.83 0.000 << 0.068 0.000 0.068 11.00 0.000 << 0.077 0.000 0.077 11.17 0.000 << 0.087 0.000 0.087 11.33 0.000 << 0.099 0.000 0.099 11.50 0.000 << 0.111 0.000 0.111 11.67 0.000 << 0.192 0.000 0.192 11.83 0.000 << 0.353 0.000 0.353 12.00 0.000 << 0.540 0.000 0.540 12.17 0.000 << 0.560 0.000 0.560 12.33 0.000 << 0.541 0.000 0.541 12.50 0.000 << 0.516 0.000 0.516 12.67 0.000 << 0.488 0.000 0.488 Continues on next page... 11 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 12.83 0.000 << 0.458 0.000 0.458 13.00 0.000 << 0.428 0.000 0.428 13.17 0.000 << 0.397 0.000 0.397 13.33 0.000 << 0.364 0.000 0.364 13.50 0.000 << 0.332 0.000 0.332 13.67 0.000 << 0.297 0.000 << 0.297 13.83 0.000 << 0.253 0.000 0.253 14.00 0.000 << 0.210 0.000 0.210 14.17 0.000 << 0.171 0.000 0.171 14.33 0.000 << 0.136 0.000 0.136 14.50 0.000 << 0.114 0.000 0.114 14.67 0.000 << 0.107 0.000 0.107 14.83 0.000 << 0.100 0.000 0.100 15.00 0.000 << 0.093 0.000 0.093 15.17 0.000 << 0.085 0.000 0.085 15.33 0.000 << 0.078 0.000 0.078 15.50 0.000 << 0.072 0.000 0.072 15.67 0.000 << 0.067 0.000 0.067 15.83 0.000 << 0.063 0.000 0.063 16.00 0.000 << 0.059 0.000 0.059 16.17 0.000 << 0.055 0.000 0.055 16.33 0.000 << 0.053 0.000 0.053 16.50 0.000 << 0.050 0.000 0.050 16.67 0.000 << 0.049 0.000 0.049 16.83 0.000 << 0.047 0.000 0.047 17.00 0.000 << 0.046 0.000 0.046 Continues on next page... 12 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 17.17 0.000 << 0.044 0.000 0.044 17.33 0.000 << 0.043 0.000 0.043 17.50 0.000 << 0.042 0.000 0.042 17.67 0.000 << 0.041 0.000 0.041 17.83 0.000 << 0.040 0.000 0.040 18.00 0.000 << 0.039 0.000 0.039 18.17 0.000 << 0.038 0.000 0.038 18.33 0.000 << 0.038 0.000 0.038 18.50 0.000 << 0.037 0.000 0.037 18.67 0.000 << 0.036 0.000 0.036 18.83 0.000 << 0.035 0.000 0.035 19.00 0.000 << 0.034 0.000 0.034 19.17 0.000 << 0.033 0.000 0.033 19.33 0.000 << 0.033 0.000 0.033 19.50 0.000 << 0.032 0.000 0.032 19.67 0.000 << 0.031 0.000 0.031 19.83 0.000 << 0.030 0.000 0.030 20.00 0.000 << 0.029 0.000 0.029 20.17 0.000 << 0.028 0.000 0.028 20.33 0.000 << 0.028 0.000 0.028 20.50 0.000 << 0.027 0.000 0.027 20.67 0.000 << 0.027 0.000 0.027 20.83 0.000 << 0.026 0.000 0.026 21.00 0.000 << 0.026 0.000 0.026 21.17 0.000 << 0.026 0.000 0.026 21.33 0.000 << 0.026 0.000 0.026 Continues on next page... 13 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 21.50 0.000 << 0.025 0.000 0.025 21.67 0.000 << 0.025 0.000 0.025 21.83 0.000 << 0.025 0.000 0.025 22.00 0.000 << 0.025 0.000 0.025 22.17 0.000 << 0.025 0.000 0.025 22.33 0.000 << 0.024 0.000 0.024 22.50 0.000 << 0.024 0.000 0.024 22.67 0.000 << 0.024 0.000 0.024 22.83 0.000 << 0.024 0.000 0.024 23.00 0.000 << 0.024 0.000 0.024 23.17 0.000 << 0.024 0.000 0.024 23.33 0.000 << 0.024 0.000 0.024 23.50 0.000 << 0.023 0.000 0.023 23.67 0.000 << 0.023 0.000 0.023 23.83 0.000 << 0.023 0.000 0.023 24.00 0.000 << 0.023 0.000 0.023 24.17 0.000 << 0.019 0.000 0.019 24.33 0.000 << 0.015 0.000 0.015 24.50 0.000 << 0.011 0.000 0.011 ...End 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 8 Route Rear Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = 12.47 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Flow to Rear BasiReservoir name = Infiltration Basi Max. Elevation = 414.36 ft Max. Storage = 2,042 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values>=2.00%ofQp. Print interval=5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 9.83 0.029 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 10.00 0.035 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 10.50 0.053 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 19.50 0.032 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 19.83 0.030 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 20.83 0.026 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 21.33 0.026 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 22.17 0.025 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 23.17 0.024 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 23.33 0.024 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 24.67 0.009 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.00 0.007 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.33 0.005 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.50 0.004 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.67 0.004 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.83 0.003 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.00 0.003 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.17 0.003 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.33 0.002 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 Continues on next page... 15 Route Rear Basin Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 26.50 0.002 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.00 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.17 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.33 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.67 0.001 0.000 ----- ----- ----- ----- ----- ----- ---- ----- ----- 0.000 28.00 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.33 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End Pond Report 16 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Pond No. 2 - Infiltration Basin Rear Pond Data Contours-User-defined contour areas. Conic method used for volume calculation. Begining Elevation=413.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult) 0.00 413.00 1,081 0 0 1.00 414.00 1,633 1,347 1,347 2.00 415.00 2,277 1,946 3,293 3.00 416.00 3,003 2,631 5,925 4.00 417.00 3,803 3,395 9,319 5.00 418.00 4,672 4,230 13,549 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest EI.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert EI.(ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 6.000(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/ Discharge Table Stage Storage Elevation Civ A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 413.00 --- --- --- --- --- --- --- 0.000 --- 0.000 0.10 135 413.10 --- --- --- --- --- --- --- 0.023 --- 0.023 0.20 269 413.20 --- --- --- --- --- --- --- 0.045 --- 0.045 0.30 404 413.30 --- --- --- --- --- --- --- 0.068 --- 0.068 0.40 539 413.40 --- --- --- --- --- --- 0.091 --- 0.091 0.50 674 413.50 --- --- --- --- --- --- --- 0.113 --- 0.113 0.60 808 413.60 --- --- --- --- --- --- --- 0.136 --- 0.136 0.70 943 413.70 --- --- --- --- --- --- --- --- 0.159 --- 0.159 0.80 1,078 413.80 --- --- --- --- --- --- --- --- 0.181 --- 0.181 0.90 1,213 413.90 --- --- --- --- --- --- --- --- 0.204 --- 0.204 1.00 1,347 414.00 --- --- --- --- --- --- --- 0.227 --- 0.227 1.10 1,542 414.10 --- --- --- --- --- --- --- 0.236 --- 0.236 1.20 1,737 414.20 --- --- --- --- --- --- --- 0.245 --- 0.245 1.30 1,931 414.30 --- --- --- --- --- --- --- 0.254 --- 0.254 1.40 2,126 414.40 --- --- --- - --- --- 0.263 --- 0.263 1.50 2,320 414.50 --- --- --- --- --- --- --- --- 0.272 --- 0.272 1.60 2,515 414.60 --- --- --- --- --- --- --- --- 0.280 --- 0.280 1.70 2,710 414.70 --- --- --- --- --- --- --- --- 0.289 --- 0.289 1.80 2,904 414.80 --- --- --- --- --- --- --- 0.298 --- 0.298 1.90 3,099 414.90 --- --- --- --- --- --- --- --- 0.307 --- 0.307 2.00 3,293 415.00 --- --- --- --- --- --- --- --- 0.316 --- 0.316 2.10 3,556 415.10 --- --- --- --- --- --- --- --- 0.326 --- 0.326 2.20 3,820 415.20 --- --- --- --- --- --- --- --- 0.336 --- 0.336 2.30 4,083 415.30 --- --- --- --- --- --- --- --- 0.346 --- 0.346 2.40 4,346 415.40 --- --- --- --- --- --- --- 0.357 --- 0.357 2.50 4,609 415.50 --- --- --- --- --- --- --- 0.367 --- 0.367 2.60 4,872 415.60 --- --- --- --- --- --- --- 0.377 --- 0.377 2.70 5,135 415.70 --- --- --- --- --- --- --- --- 0.387 --- 0.387 2.80 5,398 415.80 --- --- --- --- --- --- --- --- 0.397 --- 0.397 2.90 5,662 415.90 --- --- --- --- --- --- --- --- 0.407 --- 0.407 3.00 5,925 416.00 --- --- --- --- --- --- --- --- 0.417 --- 0.417 3.10 6,264 416.10 --- --- --- --- --- --- --- --- 0.428 --- 0.428 3.20 6,604 416.20 --- --- --- --- --- --- --- --- 0.439 --- 0.439 3.30 6,943 416.30 --- --- --- --- --- --- --- 0.450 --- 0.450 Continues on next page... 17 Infiltration Basin Rear Stage/Storage/ Discharge Table Stage Storage Elevation Clv A CIV B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.40 7,283 416.40 --- --- --- --- --- --- --- --- 0.462 --- 0.462 3.50 7,622 416.50 --- --- --- --- --- --- --- --- 0.473 --- 0.473 3.60 7,962 416.60 --- --- --- --- --- --- --- --- 0.484 --- 0.484 3.70 8,301 416.70 --- --- --- --- --- --- --- --- 0.495 --- 0.495 3.80 8,641 416.80 --- --- --- --- --- --- --- --- 0.506 --- 0.506 3.90 8,980 416.90 --- --- --- --- --- --- --- --- 0.517 --- 0.517 4.00 9,319 417.00 --- --- --- --- --- --- --- --- 0.528 --- 0.528 4.10 9,742 417.10 --- --- --- --- --- --- 0.540 --- 0.540 4.20 10,165 417.20 --- --- --- --- --- --- --- 0.552 --- 0.552 4.30 10,588 417.30 --- --- --- --- --- --- --- --- 0.564 --- 0.564 4.40 11,011 417.40 --- --- --- --- --- --- --- --- 0.576 --- 0.576 4.50 11,434 417.50 --- --- --- --- --- --- --- --- 0.589 --- 0.589 4.60 11,857 417.60 --- --- --- --- --- --- --- --- 0.601 --- 0.601 4.70 12,280 417.70 --- --- --- --- --- --- --- --- 0.613 --- 0.613 4.80 12,703 417.80 --- --- --- --- --- --- --- --- 0.625 --- 0.625 4.90 13,126 417.90 --- --- --- --- --- --- --- --- 0.637 --- 0.637 5.00 13,549 418.00 --- --- --- --- --- --- --- --- 0.649 --- 0.649 ...End 18 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 9 Route Front Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 0 cult Inflow hyd. No. = 2 - Post #1A Reservoir name = Infiltration Basi Max. Elevation = 418.05 ft Max. Storage = 216 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values—2.00%ofQp. Print interval=5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.17 0.073 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End Pond Report 19 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Pond No. 3 - Infiltration Basin Front Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=417.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 417.00 00 0 0 1.00 418.00 460 153 153 2.00 419.00 2,201 1,222 1,376 2.50 419.50 5,200 1,797 3,173 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest EI.(ft) = 0.00 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert EI.(ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 12.000(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Civ A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 417.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000 0.10 15 417.10 --- --- --- --- --- --- --- --- 0.013 --- 0.013 0.20 31 417.20 --- --- --- --- --- --- --- 0.026 --- 0.026 0.30 46 417.30 --- --- --- --- --- --- --- 0.038 --- 0.038 0.40 61 417.40 --- --- --- --- --- --- --- 0.051 --- 0.051 0.50 77 417.50 --- --- --- --- --- --- --- --- 0.064 --- 0.064 0.60 92 417.60 --- --- --- --- --- --- --- --- 0.077 --- 0.077 0.70 107 417.70 --- --- --- --- --- --- --- .0.089 --- 0.089 0.80 123 417.80 --- --- --- --- --- --- --- --- 0.102 --- 0.102 0.90 138 417.90 --- --- --- --- --- --- --- --- 0.115 --- 0.115 1.00 153 418.00 --- --- --- --- --- --- --- --- 0.128 --- 0.128 1.10 276 418.10 --- --- --- --- --- -- --- --- 0.176 --- 0.176 1.20 398 418.20 --- --- --- --- --- --- --- 0.224 --- 0.224 1.30 520 418.30 --- --- --- --- --- --- --- --- 0.273 --- 0.273 1.40 642 418.40 --- --- --- --- --- --- --- --- 0.321 --- 0.321 1.50 764 418.50 --- --- --- --- --- --- --- --- 0.370 --- 0.370 1.60 887 418.60 --- --- --- --- --- --- --- 0.418 --- 0.418 1.70 1,009 418.70 --- --- --- --- --- --- 0.466 --- 0.466 1.80 1,131 418.80 --- --- --- --- --- --- --- --- 0.515 --- 0.515 1.90 1,253 418.90 --- --- --- --- --- --- --- --- 0.563' --- 0.563 2.00 1,376 419.00 --- --- --- --- --- --- --- --- 0.611 --- 0.611 2.05 1,555 419.05 --- --- --- --- --- --- --- --- 0.695 --- 0.695 2.10 1,735 419.10 --- --- --- --- --- --- --- --- 0.778 --- 0.778 2.15 1,915 419.15 --- --- --- --- --- --- --- --- 0.861 --- 0.861 2.20 2,094 419.20 --- --- --- --- --- --- 0.945 --- 0.945 2.25 2,274 419.25 --- --- -- --- --- 1.028 --- 1.028 2.30 2,454 419.30 --- --= --- --- --- -- --- --- 1.111 --- 1.111 2.35 2,634 419.35 --- --- --- --- --- --- --- --- 1.195 --- 1.195 2.40 2,813 419.40 --- --- --- --- --- --- --- 1.278 --- 1.278 2.45 2,993 419.45 --- --- --- --- --- --- --- --- 1.361 --- 1.361 2.50 3,173 419.50 --- --- --- --- --- --- --- --- 1.444 --- 1.444 20 Hydrograph Summary Re pogy raflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cult) 1 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ Post 1 2 SCS Runoff 0.603 2 718 1,214 ------ ------ ------ Post#1A 3 SCS Runoff 3.184 2 716 6,987 ------ ------ ------ Post#1C 4 Reservoir 0.956 2 724 6,694 3 417.86 2,808 Route Array 5 Diversion1 0.607 2 724 6,515 4 ------ ------ To WQv Double Pretreatment 6 Diversion2 0.349 2 724 178 4 ------ ------ High Flow By-Pass 7 Combine 0.956 2 724 6,694 1,5,6 ------ ------ Flow to Rear Basin 8 Reservoir 0.000 2 990 0 7 414.56 2,441 Route Rear Basin 9 Reservoir 0.000 2 720 0 2 418.13 313 Route Front Basin L:\Projects\MJ984 Stewarts\984.08 (Quee sfistyrRtPl4W)tS\2/fdF.A€xhibit C- Wbddgfit@\341 12-�0*7 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 5 To WQv Double Pretreatment Hydrograph type = Diversion1 Peak discharge = 0.607 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 6,515 cuft Inflow hydrograph = 4 Route Array 2nd diverted hyd. = 6 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Qp. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 8.83 0.014 0.000 0.014 9.00 0.021 0.000 0.021 9.17 0.028 0.000 0.028 9.33 0.034 0.000 0.034 9.50 0.038 0.000 0.038 9.67 0.042 0.000 0.042 9.83 0.046 0.000 0.046 10.00 0.051 0.000 0.051 10.17 0.056 0.000 0.056 10.33 0.061 0.000 0.061 10.50 0.068 0.000 0.068 10.67 0.075 0.000 0.075 10.83 0.083 0.000 0.083 11.00 0.092 0.000 0.092 11.17 0.101 0.000 0.101 11.33 0.113 0.000 0.113 11.50 0.144 0.000 0.144 11.67 0.227 0.000 0.227 11.83 0.384 0.000 0.384 Continues on next page... 22 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.00 0.655 0.069 0.586 12.17 0.723 0.131 0.592 12.33 0.574 0.003 0.571 12.50 0.548 0.000 0.548 12.67 0.521 0.000 0.521 12.83 0.492 0.000 0.492 13.00 0.462 0.000 0.462 13.17 0.432 0.000 0.432 13.33 0.402 0.000 0.402 13.50 0.370 0.000 0.370 13.67 0.338 0.000 0.338 13.83 0.306 0.000 0.306 14.00 0.262 0.000 0.262 14.17 0.220 0.000 0.220 14.33 0.182 0.000 0.182 14.50 0.149 0.000 0.149 14.67 0.121 0.000 0.121 14.83 0.111 0.000 0.111 15.00 0.105 0.000 0.105 15.17 0.098 0.000 0.098 15.33 0.092 0.000 0.092 15.50 0.085 0.000 0.085 15.67 0.079 0.000 0.079 15.83 0.074 0.000 0.074 16.00 0.069 0.000 0.069 16.17 0.065 0.000 0.065 Continues on next page... 23 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 16.33 0.061 0.000 0.061 16.50 0.058 0.000 0.058 16.67 0.056 0.000 0.056 16.83 0.054 0.000 0.054 17.00 0.052 0.000 0.052 17.17 0.051 0.000 0.051 17.33 0.050 0.000 0.050 17.50 0.048 0.000 0.048 17.67 0.047 0.000 0.047 17.83 0.046 0.000 0.046 18.00 0.045 0.000 0.045 18.17 0.044 0.000 0.044 18.33 0.043 0.000 0.043 18.50 0.042 0.000 0.042 18.67 0.041 0.000 0.041 18.83 0.040 0.000 0.040 19.00 0.039 0.000 0.039 19.17 0.038 0.000 0.038 19.33 0.037 0.000 0.037 19.50 0.036 0.000 0.036 19.67 0.035 0.000 0.035 19.83 0.034 0.000 0.034 20.00 0.033 0.000 0.033 20.17 0.032 0.000 0.032 20.33 0.032 0.000 0.032 20.50 0.031 0.000 0.031 Continues on next page... 24 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 20.67 0.031 0.000 0.031 20.83 0.030 0.000 0.030 21.00 0.030 0.000 0.030 21.17 0.030 0.000 0.030 21.33 0.029 0.000 0.029 21.50 0.029 0.000 0.029 21.67 0.029 0.000 0.029 21.83 0.029 0.000 0.029 22.00 0.028 0.000 0.028 22.17 0.028 0.000 0.028 22.33 0.028 0.000 0.028 22.50 0.028 0.000 0.028 22.67 0.028 0.000 0.028 22.83 0.027 0.000 0.027 23.00 0.027 0.000 0.027 23.17 0.027 0.000 0.027 23.33 0.027 0.000 0.027 23.50 0.027 0.000 0.027 23.67 0.026 0.000 0.026 23.83 0.026 0.000 0.026 24.00 0.026 0.000 0.026 24.17 0.022 0.000 0.022 24.33 0.017 0.000 0.017 24.50 0.013 0.000 0.013 ...End 25 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 6 High Flow By-Pass Hydrograph type = Diversion2 Peak discharge = 0.349 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 178 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 5 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Op. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.00 0.655 0.586 0.069 12.17 0.723 0.592 0.131 ...End 26 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 7 Flow to Rear Basin Hydrograph type = Combine Peak discharge = 0.956 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 6,694 cuft Inflow hyds. = 1, 5, 6 Contrib. drain. area = 1.018 ac Hydrograph Discharge Table (Printed values>=2.00%of op. Print interval=5) Time Hyd. 1 + Hyd. 5+ Hyd. 6= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 9.00 0.000 << 0.021 0.000 0.021 9.17 0.000 << 0.028 0.000 0.028 9.33 0.000 << 0.034 0.000 0.034 9.50 0.000 << 0.038 0.000 0.038 9.67 0.000 << 0.042 0.000 0.042 9.83 0.000 << 0.046 0.000 0.046 10.00 0.000 << 0.051 0.000 0.051 10.17 0.000 << 0.056 0.000 0.056 10.33 0.000 << 0.061 0.000 0.061 10.50 0.000 << 0.068 0.000 0.068 10.67 0.000 << 0.075 0.000 0.075 10.83 0.000 << 0.083 0.000 0.083 11.00 0.000 << 0.092 0.000 0.092 11.17 0.000 << 0.101 0.000 0.101 11.33 0.000 << 0.113 0.000 0.113 11.50 0.000 << 0.144 0.000 0.144 11.67 0.000 << 0.227 0.000 0.227 11.83 0.000 << 0.384 0.000 0.384 12.00 0.000 << 0.586 0.069 0.655 12.17 0.000 << 0.592 0.131 0.723 Continues on next page... 27 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 12.33 0.000 << 0.571 0.003 0.574 12.50 0.000 << 0.548 0.000 0.548 12.67 0.000 << 0.521 0.000 0.521 12.83 0.000 << 0.492 0.000 0.492 13.00 0.000 << 0.462 0.000 0.462 13.17 0.000 << 0.432 0.000 0.432 13.33 0.000 << 0.402 0.000 0.402 13.50 0.000 << 0.370 0.000 0.370 13.67 0.000 « 0.338 0.000 0.338 13.83 0.000 << 0.306 0.000 0.306 14.00 0.000 << 0.262 0.000 0.262 14.17 0.000 « 0.220 0.000 0.220 14.33 0.000 << 0.182 0.000 0.182 14.50 0.000 << 0.149 0.000 0.149 14.67 0.000 << 0.121 0.000 0.121 14.83 0.000 << 0.111 0.000 0.111 15.00 0.000 << 0.105 0.000 0.105 15.17 0.000 << 0.098 0.000 0.098 15.33 0.000 << 0.092 0.000 0.092 15.50 0.000 << 0.085 0.000 0.085 15.67 0.000 << 0.079 0.000 0.079 15.83 0.000 << 0.074 0.000 0.074 16.00 0.000 << 0.069 0.000 0.069 16.17 0.000 << 0.065 0.000 0.065 16.33 0.000 << 0.061 0.000 0.061 16.50 0.000 « 0.058 0.000 0.058 Continues on next page... 28 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 16.67 0.000 << 0.056 0.000 0.056 16.83 0.000 << 0.054 0.000 0.054 17.00 0.000 << 0.052 0.000 0.052 17.17 0.000 << 0.051 0.000 0.051 17.33 0.000 << 0.050 0.000 0.050 17.50 0.000 << 0.048 0.000 0.048 17.67 0.000 << 0.047 0.000 0.047 17.83 0.000 << 0.046 0.000 0.046 18.00 0.000 << 0.045 0.000 0.045 18.17 0.000 << 0.044 0.000 0.044 18.33 0.000 << 0.043 0.000 0.043 18.50 0.000 << 0.042 0.000 0.042 18.67 0.000 << 0.041 0.000 0.041 18.83 0.000 << 0.040 0.000 0.040 19.00 0.000 << 0.039 0.000 0.039 19.17 0.000 << 0.038 0.000 0.038 19.33 0.000 << 0.037 0.000 0.037 19.50 0.000 << 0.036 0.000 0.036 19.67 0.000 << 0.035 0.000 0.035 19.83 0.000 << 0.034 0.000 0.034 20.00 0.000 << 0.033 0.000 0.033 20.17 0.000 << 0.032 0.000 0.032 20.33 0.000 << 0.032 0.000 0.032 20.50 0.000 << 0.031 0.000 0.031 20.67 0.000 << 0.031 0.000 0.031 20.83 0.000 << 0.030 0.000 0.030 Continues on next page... 29 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 21.00 0.000 << 0.030 0.000 0.030 21.17 0.000 << 0.030 0.000 0.030 21.33 0.000 << 0.029 0.000 0.029 21.50 0.000 << 0.029 0.000 0.029 21.67 0.000 << 0.029 0.000 0.029 21.83 0.000 << 0.029 0.000 0.029 22.00 0.000 << 0.028 0.000 0.028 22.17 0.000 << 0.028 0.000 0.028 22.33 0.000 << 0.028 0.000 0.028 22.50 0.000 << 0.028 0.000 0.028 22.67 0.000 << 0.028 0.000 0.028 22.83 0.000 << 0.027 0.000 0.027 23.00 0.000 << 0.027 0.000 0.027 23.17 0.000 << 0.027 0.000 0.027 23.33 0.000 << 0.027 0.000 0.027 23.50 0.000 << 0.027 0.000 0.027 23.67 0.000 << 0.026 0.000 0.026 23.83 0.000 << 0.026 0.000 0.026 24.00 0.000 << 0.026 0.000 0.026 24.17 0.000 << 0.022 0.000 0.022 ...End 30 Hydrograph Report Hydraf low Hydrographs Extension for AutoCAD®Civil 3D@2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 8 Route Rear Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = 16.50 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Flow to Rear BasiReservoir name = Infiltration Basi Max. Elevation = 414.56 ft Max. Storage = 2,441 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table cPrinted values-2,00%ofQp. Print interval=5) Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 9.17 0.028 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 9.33 0.034 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 9.50 0.038 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 9.67 0.042 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 16.50 0.058 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 17.83 0.046 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 19.67 0.035 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 19.83 0.034 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 22.00 0.028 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 22.83 0.027 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 23.17 0.027 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.17 0.006 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.83 0.004 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.17 0.003 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.50 0.002 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.83 0.002 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.00 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.17 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.33 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 Continues on next page... 31 Route Rear Basin Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 27.50 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.83 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.17 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.83 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End Hydrograph Report 32 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03!10/2017 Hyd. No. 9 Route Front Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 0 CA Inflow hyd. No. = 2 - Post #1A Reservoir name = Infiltration Basi Max. Elevation = 418.13 ft Max. Storage = 313 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values—Z00%ofQp. Print interval=5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.00 0.500 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 15.67 0.017 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End 33 Hydrograph Summary Re pogy raflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.006 2 928 212 ------ ------ ------ Post 1 2 SCS Runoff 1.354 2 718 2,718 ------ ------ ------ Post#1A 3 SCS Runoff 5.005 2 716 11,328 ------ ------ ------ Post#1C 4 Reservoir 4.021 2 720 11,035 3 418.48 3,423 Route Array 5 Diversion'! 0.690 2 720 9,059 4 ------ ------ To WQv Double Pretreatment 6 Diversion2 3.332 2 720 1,976 4 ------ ------ High Flow By-Pass 7 Combine 4.021 2 720 11,246 1,5,6 ------ ------ Flow to Rear Basin 8 Reservoir 0.000 2 624 0 7 415.41 4,374 Route Rear Basin 9 Reservoir 0.000 2 722 0 2 418.55 830 Route Front Basin L:\Projects\MJ984 Stewarts\984.08 (Q u eei i sHetytr1RtRAT)kSVKGAfb Exhibit C- N/FeddAf�t®v3/6rt92-%O47 34 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 5 To WQv Double Pretreatment Hydrograph type = Diversion1 Peak discharge = 0.690 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 9,059 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 6 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Op. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 6.83 0.019 0.000 0.019 7.00 0.025 0.000 0.025 7.17 0.031 0.000 0.031 7.33 0.036 0.000 0.036 7.50 0.040 0.000 0.040 7.67 0.043 0.000 0.043 7.83 0.046 0.000 0.046 8.00 0.048 0.000 0.048 8.17 0.051 0.000 0.051 8.33 0.054 0.000 0.054 8.50 0.058 0.000 0.058 8.67 0.062 0.000 0.062 8.83 0.066 0.000 0.066 9.00 0.071 0.000 0.071 9.17 0.076 0.000 0.076 9.33 0.080 0.000 0.080 9.50 0.082 0.000 0.082 9.67 0.085 0.000 0.085 9.83 0.089 0.000 0.089 Continues on next page... 35 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 10.00 0.094 0.000 0.094 10.17 0.099 0.000 0.099 10.33 0.106 0.000 0.106 10.50 0.112 0.000 0.112 10.67 0.126 0.000 0.126 10.83 0.149 0.000 0.149 11.00 0.168 0.000 0.168 11.17 0.190 0.000 0.190 11.33 0.217 0.000 0.217 11.50 0.248 0.000 0.248 11.67 0.328 0.000 0.328 11.83 0.497 0.000 0.497 12.00 4.021 << 3.332 << 0.690 12.17 1.139 0.523 0.616 12.33 0.713 0.121 0.592 12.50 0.584 0.009 0.575 12.67 0.554 0.000 0.554 12.83 0.532 0.000 0.532 13.00 0.509 0.000 0.509 13.17 0.484 0.000 0.484 13.33 0.458 0.000 0.458 13.50 0.432 0.000 0.432 13.67 0.406 0.000 0.406 13.83 0.378 0.000 0.378 14.00 0.350 0.000 0.350 Continues on next page... 36 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 14.17 0.322 0.000 0.322 14.33 0.290 0.000 0.290 14.50 0.254 0.000 0.254 14.67 0.222 0.000 0.222 14.83 0.193 0.000 0.193 15.00 0.167 0.000 0.167 15.17 0.146 0.000 0.146 15.33 0.129 0.000 0.129 15.50 0.117 0.000 0.117 15.67 0.113 0.000 0.113 15.83 0.109 0.000 0.109 16.00 0.106 0.000 0.106 16.17 0.101 0.000 0.101 16.33 0.097 0.000 0.097 16.50 0.094 0.000 0.094 16.67 0.090 0.000 0.090 16.83 0.086 0.000 0.086 17.00 0.083 0.000 0.083 17.17 0.081 0.000 0.081 17.33 0.078 0.000 0.078 17.50 0.076 0.000 0.076 17.67 0.074 0.000 0.074 17.83 0.072 0.000 0.072 18.00 0.070 0.000 0.070 18.17 0.068 0.000 0.068 18.33 0.067 0.000 0.067 Continues on next page... 37 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 18.50 0.065 0.000 0.065 18.67 0.063 0.000 0.063 18.83 0.062 0.000 0.062 19.00 0.060 0.000 0.060 19.17 0.059 0.000 0.059 19.33 0.057 0.000 0.057 19.50 0.056 0.000 0.056 19.67 0.054 0.000 0.054 19.83 0.053 0.000 0.053 20.00 0.051 0.000 0.051 20.17 0.050 0.000 0.050 20.33 . 0.049 0.000 0.049 20.50 0.048 0.000 0.048 20.67 0.047 0.000 0.047 20.83 0.047 0.000 0.047 21.00 0.046 0.000 0.046 21.17 0.046 0.000 0.046 21.33 0.045 0.000 0.045 21.50 0.045 0.000 0.045 21.67 0.044 0.000 0.044 21.83 0.044 0.000 0.044 22.00 0.044 0.000 0.044 22.17 0.043 0.000 0.043 22.33 0.043 0.000 0.043 22.50 0.043 0.000 0.043 22.67 0.042 0.000 0.042 Continues on next page... 38 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 22.83 0.042 0.000 0.042 23.00 0.042 0.000 0.042 23.17 0.041 0.000 0.041 23.33 0.041 0.000 0.041 23.50 0.041 0.000 0.041 23.67 0.041 0.000 0.041 23.83 0.040 0.000 0.040 24.00 0.040 0.000 0.040 24.17 0.033 0.000 0.033 24.33 0.024 0.000 0.024 24.50 0.019 0.000 0.019 24.67 0.014 0.000 0.014 ...End 39 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 6 High Flow By-Pass Hydrograph type = Diversion2 Peak discharge = 3.332 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 1,976 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 5 Diversion method = Pond - Pond structure = Culv/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Op. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.00 4.021 << 0.690 << 3.332 12.17 1.139 0.616 0.523 12.33 0.713 0.592 0.121 ...End 40 Hydrograph Report Hydraf low Hydrographs Extension for AutoCADO Civil 3D 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 7 Flow to Rear Basin Hydrograph type = Combine Peak discharge = 4.021 cfs Storm frequency = 10 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 11,246 cuft Inflow hyds. = 1, 5, 6 Contrib. drain. area = 1.018 ac Hydrograph Discharge Table (Printed values>=2,00%of op. Print interval=5) Time Hyd. 1 + Hyd. 5+ Hyd. 6= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 9.50 0.000 0.082 0.000 0.082 9.67 0.000 0.085 0.000 0.085 9.83 0.000 0.089 0.000 0.089 10.00 0.000 0.094 0.000 0.094 10.17 0.000 0.099 0.000 0.099 10.33 0.000 0.106 0.000 0.106 10.50 0.000 0.112 0.000 0.112 10.67 0.000 0.126 0.000 0.126 10.83 0.000 0.149 0.000 0.149 11.00 0.000 0.168 0.000 0.168 11.17 0.000 0.190 0.000 0.190 11.33 0.000 0.217 0.000 0.217 11.50 0.000 0.248 0.000 0.248 11.67 0.000 0.328 0.000 0.328 11.83 0.000 0.497 0.000 0.497 12.00 0.000 0.690 << 3.332 << 4.021 12.17 0.000 0.616 0.523 1.139 12.33 0.000 0.592 0.121 0.713 12.50 0.000 0.575 0.009 0.584 12.67 0.000 0.554 0.000 0.554 Continues on next page... 41 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 12.83 0.000 0.532 0.000 0.532 13.00 0.001 0.509 0.000 0.509 13.17 0.002 0.484 0.000 0.486 13.33 0.003 0.458 0.000 0.461 13.50 0.004 0.432 0.000 0.436 13.67 0.004 0.406 0.000 0.410 13.83 0.004 0.378 0.000 0.382 14.00 0.005 0.350 0.000 0.354 14.17 0.005 0.322 0.000 0.327 14.33 0.005 0.290 0.000 0.295 14.50 0.005 0.254 0.000 0.260 14.67 0.006 0.222 0.000 0.228 14.83 0.006 0.193 0.000 0.198 15.00 0.006 0.167 0.000 0.173 15.17 0.006 0.146 0.000 0.152 15.33 0.006 0.129 0.000 0.135 15.50 0.006 0.117 0.000 0.123 15.67 0.006 0.113 0.000 0.119 15.83 0.006 0.109 0.000 0.115 16.00 0.006 0.106 0.000 0.111 16.17 0.006 0.101 0.000 0.107 16.33 0.006 0.097 0.000 0.103 16.50 0.006 0.094 0.000 0.100 16.67 0.006 0.090 0.000 0.096 16.83 0.006 0.086 0.000 0.092 17.00 0.006 0.083 0.000 0.089 Continues on next page... 42 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 17.17 0.006 0.081 0.000 0.087 17.33 0.006 0.078 0.000 0.084 17.50 0.006 0.076 0.000 0.082 ...End 43 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 8 Route Rear Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = 10.40 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Flow to Rear BasilReservoir name = Infiltration Basi Max. Elevation = 415.41 ft Max. Storage = 4,374 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values>=2.00%of op. Print interval=5) Time Inflow Elevation Civ A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 7.50 0.040 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 7.83 0.046 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 8.50 0.058 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 11.50 0.248 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 23.17 0.047 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 23.50 0.046 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 23.83 0.045 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.17 0.008 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.33 0.007 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.67 0.005 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.33 0.003 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.67 0.002 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.00 0.002 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.17 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.33 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.50 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.33 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.67 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.83 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 44 Route Rear Basin Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 29.00 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.17 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.50 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 30.00 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 30.17 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 30.33 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End 45 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 9 Route Front Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - Post#1A Reservoir name = Infiltration Basi Max. Elevation = 418.55 ft Max. Storage = 830 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values-2.00%of op. Print interval=5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.17 0.027 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 11.50 0.048 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 12.33 0.157 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 12.50 0.116 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 12.67 0.095 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 12.83 0.086 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 13.00 0.076 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 16.00 0.030 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 16.83 0.027 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 24.00 0.015 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End 46 Hydrograph Summary Re ponraflow Hydrographs Extension for AutoCADO Civil 3D@2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.021 2 750 555 ------ ------ ------ Post 1 2 SCS Runoff 1.730 2 716 3,493 ------ ------ ------ Post#1A 3 SCS Runoff 5.839 2 716 13,343 ------ ------ ------ Post#1C 4 Reservoir 5.091 2 718 13,050 3 418.65 3,556 Route Array 5 Diversion'! 0.709 2 718 10,164 4 ------ ------ To WQv Double Pretreatment 6 Diversion2 4.382 2 718 2,887 4 ------ ------ High Flow By-Pass 7 Combine 5.091 2 718 13,605 1, 5,6 ------ ------ Flow to Rear Basin 8 Reservoir 0.000 2 698 0 7 415.80 5,389 Route Rear Basin 9 Reservoir 0.000 2 712 0 2 418.78 1,102 Route Front Basin LAProjects\MJ984 Stewarts\984.08 (Queelil sfietyr(RtPlM)tSl txhibit C- WbddA§jt®3(Art92*W 47 Hydrograph Report Hydraf low Hydrographs Extension for AutoCAD®Civil 3D@2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 5 To WQv Double Pretreatment Hydrograph type = Diversion1 Peak discharge = 0.709 cfs Storm frequency = 25 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 10,164 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 6 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Op. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 6.17 0.020 0.000 0.020 6.33 0.027 0.000 0.027 6.50 0.034 0.000 0.034 6.67 0.039 0.000 0.039 6.83 0.043 0.000 0.043 7.00 0.047 0.000 0.047 7.17 0.050 0.000 0.050 7.33 0.053 0.000 0.053 7.50 0.055 0.000 0.055 7.67 0.058 0.000 0.058 7.83 0.060 0.000 0.060 8.00 0.062 0.000 0.062 8.17 0.065 0.000 0.065 8.33 0.068 0.000 0.068 8.50 0.072 0.000 0.072 8.67 0.077 0.000 0.077 8.83 0.081 0.000 0.081 9.00 0.086 0.000 0.086 9.17 0.092 0.000 0.092 Continues on next page... 48 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 9.33 0.095 0.000 0.095 9.50 0.098 0.000 0.098 9.67 0.101 0.000 0.101 9.83 0.105 0.000 0.105 10.00 0.109 0.000 0.109 10.17 0.115 0.000 0.115 10.33 0.131 0.000 0.131 10.50 0.149 0.000 0.149 10.67 0.164 0.000 0.164 10.83 0.182 0.000 0.182 11.00 0.201 0.000 0.201 11.17 0.223 0.000 0.223 11.33 0.251 0.000 0.251 11.50 0.285 0.000 0.285 11.67 0.360 0.000 0.360 11.83 0.542 0.000 0.542 12.00 5.007 4.300 0.708 12.17 1.257 0.636 0.621 12.33 0.780 0.183 0.597 12.50 0.619 0.038 0.581 12.67 0.564 0.000 0.564 12.83 0.544 0.000 0.544 13.00 0.524 0.000 0.524 13.17 0.501 0.000 0.501 13.33 0.478 0.000 0.478 13.50 0.454 0.000 0.454 Continues on next page... 49 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 13.67 0.429 0.000 0.429 13.83 0.404 0.000 0.404 14.00 0.377 0.000 0.377 14.17 0.351 0.000 0.351 14.33 0.325 0.000 0.325 14.50 0.297 0.000 0.297 14.67 0.264 0.000 0.264 14.83 0.233 0.000 0.233 15.00 0.206 0.000 0.206 15.17 0.183 0.000 0.183 15.33 0.162 0.000 0.162 15.50 0.145 0.000 0.145 15.67 0.131 0.000 0.131 15.83 0.120 0.000 0.120 16.00 0.115 0.000 0.115 16.17 0.112 0.000 0.112 16.33 0.109 0.000 0.109 16.50 0.106 0.000 0.106 16.67 0.103 0.000 0.103 16.83 0.100 0.000 0.100 17.00 0.098 0.000 0.098 17.17 0.095 0.000 0.095 17.33 0.093 0.000 0.093 17.50 0.090 0.000 0.090 17.67 0.087 0.000 0.087 17.83 0.085 0.000 0.085 Continues on next page... 50 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow. (hrs) cfs cfs cfs 18.00 0.083 0.000 0.083 18.17 0.080 0.000 0.080 18.33 0.078 0.000 0.078 18.50 0.076 0.000 0.076 18.67 0.074 0.000 0.074 18.83 0.072 0.000 0.072 19.00 0.070 0.000 0.070 19.17 0.069 0.000 0.069 19.33 0.067 0.000 0.067 19.50 0.065 0.000 0.065 19.67 0.063 0.000 0.063 19.83 0.061 0.000 0.061 20.00 0.060 0.000 0.060 20.17 0.058 0.000 0.058 20.33 0.057 0.000 0.057 20.50 0.056 0.000 0.056 20.67 0.055 0.000 0.055 20.83 0.054 0.000 0.054 21.00 0.053 0.000 0.053 21.17 0.053 0.000 0.053 21.33 0.052 0.000 0.052 21.50 0.052 0.000 0.052 21.67 0.051 0.000 0.051 21.83 0.051 0.000 0.051 22.00 0.051 0.000 0.051 22.17 0.050 0.000 0.050 Continues on next page... 51 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 22.33 0.050 0.000 0.050 22.50 0.050 0.000 0.050 22.67 0.049 0.000 0.049 22.83 0.049 0.000 0.049 23.00 0.049 0.000 0.049 23.17 0.048 0.000 0.048 23.33 0.048 0.000 0.048 23.50 0.047 0.000 0.047 23.67 0.047 0.000 0.047 23.83 0.047 0.000 0.047 24.00 0.046 0.000 0.046 24.17 0.038 0.000 0.038 24.33 0.028 0.000 0.028 24.50 0.021 0.000 0.021 24.67 0.016 0.000 0.016 ...End 52 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 6 High Flow By-Pass Hydrograph type = Diversion2 Peak discharge = 4.382 cfs Storm frequency = 25 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 2,887 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 5 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Qp. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.00 5.007 0.708 4.300 12.17 1.257 0.621 0.636 12.33 0.780 0.597 0.183 ...End 53 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 7 Flow to Rear Basin Hydrograph type = Combine Peak discharge = 5.091 cfs Storm frequency = 25 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 13,605 cuft Inflow hyds. = 1, 5, 6 Contrib. drain. area = 1.018 ac Hydrograph Discharge Table (Printed values>=2.00%of Op. Print interval=5) Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 9.83 0.000 0.105 0.000 0.105 10.00 0.000 0.109 0.000 0.109 10.17 0.000 0.115 0.000 0.115 10.33 0.000 0.131 0.000 0.131 10.50 0.000 0.149 0.000 0.149 10.67 0.000 0.164 0.000 0.164 10.83 0.000 0.182 0.000 0.182 11.00 0.000 0.201 0.000 0.201 11.17 0.000 0.223 0.000 0.223 11.33 0.000 0.251 0.000 0.251 11.50 0.000 0.285 0.000 0.285 11.67 0.000 0.360 0.000 0.360 11.83 0.000 0.542 0.000 0.542 12.00 0.000 0.708 4.300 5.008 12.17 0.007 0.621 0.636 1.264 12.33 0.018 0.597 0.183 0.797 12.50 0.021 << 0.581 0.038 0.640 12.67 0.020 0.564 0.000 0.584 12.83 0.020 0.544 0.000 0.565 13.00 0.020 0.524 0.000 0.544 Continues on next page... 54 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 13.17 0.020 0.501 0.000 0.521 13.33 0.019 0.478 0.000 0.497 13.50 0.019 0.454 0.000 0.472 13.67 0.018 0.429 0.000 0.447 13.83 0.018 0.404 0.000 0.421 14.00 0.017 0.377 0.000 0.394 14.17 0.016 0.351 0.000 0.367 14.33 .0.016 0.325 0.000 0.341 14.50 0.016 0.297 0.000 0.313 14.67 0.016 0.264 0.000 0.280 14.83 0.016 0.233 0.000 0.249 15.00 0.016 0.206 0.000 0.222 15.17 0.016 0.183 0.000 0.198 15.33 0.015 0.162 0.000 0.177 15.50 0.015 0.145 0.000 0.160 15.67 0.015 0.131 0.000 0.145 15.83 0.014 0.120 0.000 0.134 16.00 0.014 0.115 0.000 0.128 16.17 0.013 0.112 0.000 0.125 16.33 0.013 0.109 0.000 0.122 16.50 0.013 0.106 0.000 0.119 16.67 0.013 0.103 0.000 0.116 16.83 0.013 0.100 0.000 0.113 17.00 0.013 0.098 0.000 0.111 17.17 0.013 0.095 0.000 0.108 17.33 0.013 0.093 0.000 0.105 Continues on next page... 55 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6= Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 17.50 0.013 0.090 0.000 0.102 ...End 56 Hydrograph Report Hydraf low Hydrographs Extension for AutoCAD®Civil 3D@)2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 8 Route Rear Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 11.63 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Flow to Rear BasiReservoir name = Infiltration Basi Max. Elevation = 415.80 ft Max. Storage = 5,389 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values-2.00%ofQp. Print interval=5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 6.50 0.034 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 6.83 0.043 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 7.00 0.047 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 7.33 0.053 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 9.33 0.095 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 11.17 0.223 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 24.50 0.021 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 24.67 0.016 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 24.83 0.013 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.33 0.007 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 25.50 0.006 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.00 0.004 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.67 0.002 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.17 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.33 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.50 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.67 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.00 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ----- ----- 0.000 28.17 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 28.67 0.001 0.000 ----- ----- ----- ----- ----- 0.000 57 Route Rear Basin Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 28.83 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.00 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.17 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.67 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End 58 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 9 Route Front Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 11.87 hrs Time interval = 2 min Hyd. volume = 0 CA Inflow hyd. No. = 2 - Post #1A Reservoir name = Infiltration Basi Max. Elevation = 418.78 ft Max. Storage = 1,102 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values—2.00%of op. Print interval=5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.33 0.197 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 12.50 0.145 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 12.83 0.106 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 14.17 0.055 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 17.00 0.032 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 17.67 0.030 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 18.83 0.025 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 22.00 0.019 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End 59 Hydrograph Summary Re poTylraflow Hydrographs Extension for AutoCADO Civil 3DO 2012 by Autodesk, Inc.v9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.181 2 726 1,431 ------ ------ ------ Post 1 2 SCS Runoff 2.397 2 716 4,857 ------ ------ ------ Post#1A 3 SCS Runoff 7.221 2 716 16,711 ------ ------ ------ Post#1C 4 Reservoir 6.985 2 718 16,418 3 418.90 3,724 Route Array 5 Diversion1 0.742 2 718 11,950 4 ------ ------ To WQv Double Pretreatment 6 Diversion2 6.243 2 718 4,469 4 ------ ------ High Flow By-Pass 7 Combine 7.043 2 718 17,849 1, 5,6 ------ ------ Flow to Rear Basin 8 Reservoir 0.000 2 1410 0 7 416.41 7,308 Route Rear Basin 9 Reservoir 0.000 2 724 0 2 419.06 1,580 Route Front Basin LAProjects\MJ984 Stewarts\984.08 (Quee s1Reltylr1RtR"kS%WW6Mhibit C- M 5t®vV;Art92.:,0*7 60 Hydrograph Report Hydraf low Hydrographs Extension for AutoCAD@ Civil 3D@2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 5 To WQv Double Pretreatment Hydrograph type = Diversion1 Peak discharge = 0.742 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 11,950 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 6 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2.00%of Qp. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 5.33 0.023 0.000 0.023 5.50 0.031 0.000 0.031 5.67 0.038 0.000 0.038 5.83 0.044 0.000 0.044 6.00 0.049 0.000 0.049 6.17 0.053 0.000 0.053 6.33 0.057 0.000 0.057 6.50 0.060 0.000 0.060 6.67 0.063 0.000 0.063 6.83 0.066 0.000 0.066 7.00 0.069 0.000 0.069 7.17 0.071 0.000 0.071 7.33 0.074 0.000 0.074 7.50 0.076 0.000 0.076 7.67 0.079 0.000 0.079 7.83 0.081 0.000 0.081 8.00 0.083 0.000 0.083 8.17 0.085 0.000 0.085 8.33 0.089 0.000 0.089 Continues on next page... 61 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 8.50 0.094 0.000 0.094 8.67 0.098 0.000 0.098 8.83 0.103 0.000 0.103 9.00 0.108 0.000 0.108 9.17 0.112 0.000 0.112 9.33 0.118 0.000 0.118 9.50 0.127 0.000 0.127 9.67 0.135 0.000 0.135 9.83 0.144 0.000 0.144 10.00 0.154 0.000 0.154 10.17 0.165 0.000 0.165 10.33 0.178 0.000 0.178 10.50 0.192 0.000 0.192 10.67 0.207 0.000 0.207 10.83 0.226 0.000 0.226 11.00 0.247 0.000 0.247 11.17 0.271 0.000 0.271 11.33 0.303 0.000 0.303 11.50 0.332 0.000 0.332 11.67 0.411 0.000 0.411 11.83 1.062 0.449 0.613 12.00 6.206 5.478 0.729 12.17 1.438 0.810 0.628 12.33 0.895 0.291 0.604 12.50 0.696 0.106 0.590 12.67 0.587 0.012 0.575 Continues on next page... 62 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 12.83 0.561 0.000 0.561 13.00 0.544 0.000 0.544 13.17 0.525 0.000 0.525 13.33 0.506 0.000 0.506 13.50 0.485 0.000 0.485 13.67 0.463 0.000 0.463 13.83 0.440 0.000 0.440 14.00 0.417 0.000 0.417 14.17 0.393 0.000 0.393 14.33 0.369 0.000 0.369 14.50 0.345 0.000 0.345 14.67 0.323 0.000 0.323 14.83 0.298 0.000 0.298 15.00 0.269 0.000 0.269 15.17 0.243 0.000 0.243 15.33 0.219 0.000 0.219 15.50 0.197 0.000 0.197 15.67 0.179 0.000 0.179 15.83 0.162 0.000 0.162 16.00 0.148 0.000 0.148 16.17 0.136 0.000 0.136 16.33 0.127 0.000 0.127 16.50 0.121 0.000 0.121 16.67 0.117 0.000 0.117 16.83 0.115 0.000 0.115 17.00 0.114 0.000 0.114 Continues on next page... 63 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 17.17 0.112 0.000 0.112 17.33 0.110 0.000 0.110 17.50 0.109 0.000 0.109 17.67 0.107 0.000 0.107 17.83 0.105 0.000 0.105 18.00 0.103 0.000 0.103 18.17 0.101 0.000 0.101 18.33 0.099 0.000 0.099 18.50 0.096 0.000 0.096 18.67 0.094 0.000 0.094 18.83 0.092 0.000 0.092 19.00 0.089 0.000 0.089 19.17 0.086 0.000 0.086 19.33 0.084 0.000 0.084 19.50 0.081 0.000 0.081 19.67 0.079 0.000 0.079 19.83 0.077 0.000 0.077 20.00 0.074 0.000 0.074 20.17 0.072 0.000 0.072 20.33 0.070 0.000 0.070 20.50 0.069 0.000 0.069 20.67 0.068 0.000 0.068 20.83 0.067 0.000 0.067 21.00 0.066 0.000 0.066 21.17 0.065 0.000 0.065 21.33 0.065 0.000 0.065 Continues on next page... 64 To WQv Double Pretreatment Hydrograph Discharge Table Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 21.50 0.064 0.000 0.064 21.67 0.063 0.000 0.063 21.83 0.063 0.000 0.063 22.00 0.062 0.000 0.062 22.17 0.062 0.000 0.062 22.33 0.061 0.000 0.061 22.50 0.061 0.000 0.061 22.67 0.061 0.000 0.061 22.83 0.060 0.000 0.060 23.00 0.060 0.000 0.060 23.17 0.059 0.000 0.059 23.33 0.059 0.000 0.059 23.50 0.058 0.000 0.058 23.67 0.058 0.000 0.058 23.83 0.058 0.000 0.058 24.00 0.057 0.000 '0.057 24.17 0.047 0.000 0.047 24.33 0.035 0.000 0.035 24.50 0.025 0.000 0.025 24.67 0.019 0.000 0.019 24.83 0.015 0.000 0.015 ...End 65 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 6 High Flow By-Pass Hydrograph type = Diversion2 Peak discharge = 6.243 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 4,469 cuft Inflow hydrograph = 4 - Route Array 2nd diverted hyd. = 5 Diversion method = Pond - Pond structure = Culy/Orf A Hydrograph Discharge Table (Printed values>=2,00%of Qp. Print interval=5) Time Inflow 2nd Diverted Outflow (hrs) cfs cfs cfs 11.83 1.062 0.613 0.449 12.00 6.206 0.729 5.478 12.17 1.438 0.628 0.810 12.33 0.895 0.604 0.291 ...End 66 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 7 Flow to Rear Basin Hydrograph type = Combine Peak discharge = 7.043 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 17,849 cuft Inflow hyds. = 1, 5, 6 Contrib. drain. area = 1.018 ac Hydrograph Discharge Table (Printed values>=2.00%of op. Print interval=5) Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 9.83 0.000 0.144 0.000 0.144 10.00 0.000 0.154 0.000 0.154 10.17 0.000 0.165 0.000 0.165 10.33 0.000 0.178 0.000 0.178 10.50 0.000 0.192 0.000 0.192 10.67 0.000 0.207 0.000 0.207 10.83 0.000 0.226 0.000 0.226 11.00 0.000 0.247 0.000 0.247 11.17 0.000 0.271 0.000 0.271 11.33 0.000 0.303 0.000 0.303 11.50 0.000 0.332 0.000 0.332 11.67 0.000 0.411 0.000 0.411 11.83 0.000 0.613 0.449 1.062 12.00 0.103 0.729 5.478 6.310 12.17 0.163 0.628 0.810 1.601 12.33 0.101 0.604 0.291 0.996 12.50 0.087 0.590 0.106 0.783 12.67 0.070 0.575 0.012 0.657 12.83 0.064 0.561 0.000 0.625 13.00 0.060 0.544 0.000 0.604 Continues on next page... 67 Flow to Rear Basin Hydrograph Discharge Table Time Hyd. 1 + Hyd. 5+ Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 13.17 0.055 0.525 0.000 0.581 13.33 0.052 0.506 0.000 0.558 13.50 0.049 0.485 0.000 0.534 13.67 0.047 0.463 0.000 0.509 13.83 0.044 0.440 0.000 0.484 14.00 0.042 0.417 0.000 0.458 14.17 0.039 0.393 0.000 0.432 14.33 0.039 0.369 0.000 0.407 14.50 0.038 0.345 0.000 0.383 14.67 0.037 0.323 0.000 0.360 14.83 0.036 0.298 0.000 0.335 15.00 0.036 0.269 0.000 0.305 15.17 0.035 0.243 0.000 0.278 15.33 0.034 0.219 0.000 0.253 15.50 0.033 0.197 0.000 0.230 15.67 0.032 0.179 0.000 0.211 15.83 0.031 0.162 0.000 0.193 16.00 0.030 0.148 0.000 0.178 16.17 0.029 0.136 0.000 0.165 16.33 0.028 0.127 0.000 0.156 16.50 0.028 0.121 0.000 0.149 16.67 0.028 0.117 0.000 0.144 16.83 0.027 0.115 0.000 0.142 ...End 68 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 8 Route Rear Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = 23.50 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 7 - Flow to Rear BasReservoir name = Infiltration Basi Max. Elevation = 416.41 ft Max. Storage = 7,308 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values-2.00%ofQp. Print interval=5) Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 5.50 0.031 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 5.67 0.038 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 6.00 0.049 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 6.17 0.053 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 6.33 0.057 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 7.50 0.076 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 8.17 0.085 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 23.50 0.076 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 24.00 0.075 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 26.33 0.003 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.67 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 27.83 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.00 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.33 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.50 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 28.67 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.00 0.001 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.17 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 Continues on next page... 69 Route Rear Basin Hydrograph Discharge Table Time Inflow Elevation Clv A Clv I3 Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 29.33 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.50 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.67 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 29.83 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 30.17 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 30.33 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End 70 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2012 by Autodesk, Inc.v9 Friday,03/10/2017 Hyd. No. 9 Route Front Basin Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 100 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 2 - Post #1A Reservoir name = Infiltration Basi Max. Elevation = 419.06 ft Max. Storage = 1,580 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table (Printed values-2.00%of op. Print interval=5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.00 0.125 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 13.83 0.082 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 14.00 0.076 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 18.17 0.036 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End MJ En irMeedng and nr„0,,E >,rpraxai.n n+r.ueu .... tarmwatar ana !��R(?rk Exhibit D PM eS .1 Closed Drainage System ExpectedFlow's and Manning's Calculations .......... March 2417 Page"1 PROJEC-r# 984,08 SHEE-r# 1 OF PAGE# OF MADE BY. JiWE DATE: 319/2017 PROJECT STEWARTS Queensbkiry CHKD BY, DATE suBjEC-r-, PIPE CAPACITIES USING MANNING'S EQUATION REVISED BY: DATE- CHKI)BY` DATE Total Expected Expected Drainage UpstreamPercentage of 26-year Velocity Allowable Proposed Pipe % Pipe Run Area(sf)To Area(sf) Watershed Peak Flow (fps)At Flow in Pipe Size and Slope FULL CB Contribute (cfs)to Peak Flow (cfs) CR_ Dinnalim 'i POST DEVELOPMENT AREA#2A CB#1 to CB#4 -00 7,14% O�,44 3.00 198 12"S crp a 0% 25% CB#2 to CB#3 2=650 6,11% 251 3,98 12"SICPP'@ 1.17% 20% CB#3 to C8#4 25'000 TE2650 11,871 3.44 3,98 12"SICPP @ 1,0% 30% C8#4 to C8#5 4600 64/34 1 1 29,96% 1,66 4,33 3-98 12-SICPP @ 1.0% 55% CB49-i,2-6 CB#10 2000 4.61% 0,29 2.51 3,98 12"'SICPP @ 1.0% 15% C891 0 TO C3#1 1 6000 2000 16.43% L1 4 L .14 3.51 1 3,98 12"SICPP @ 1-02%j 400/0 CB#1 1 TO CB#1 2 1800 8049 22,58% 1.40 3.94 3.98 12"SICPP -i. 501yo CB#1 2 TO CB#1 3 4800 9800 33,64% 2,.09 4.33 398 !2"SICPP @50T0% 601% CB#1 3 TO CB#7 1650, 146-00 37.901% 2.35 4Z7 3,98 12 SICPP @ 1,0% 7 L55%-/. SICPP OR HOPE IS"SMOOTH INTERIOR CORRUGATED PLASTIC PIPE" Allowable flow was based on Manning's equation with n=0.012 for SICPP Expected flow calculations in Pipe Runs Q=— Drainage area to CB+Total Upstream Area Contribut to CB's x 25 year peak discharge Total Area of Watershed(Post Development Area#2A) Example(Pipe Runs between Cl3#2 to C6#3) Q= 9.375 sf+4,367 sf x 8,78 cfs `1.65 cfs 77,946sf(Post Development Area#2A) Pipes 3/10/2017 MANINING'S Laude Soveynng, f°".C, vt�f ian,�r�au a�ea�ur; wxurr�N MYt (':;�4�x 51�P062k .. .... ,.....�. � _. �.. .,. � .._ _...... tcrr� .... �V1am �rn�nt .� Exhibit D a s .1 Project Location Map .2 Sail Neap(Figura 1 ,3 Pre-Development Watersheds (Figura 2) .4 Peat Development Watersheds(Figur ....... . . 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N L�RY NY Stormwater Pollution Prevention P'lan (SWPPP) for Stewarts Shops 977 Route 149 Town of Queensbury Warren County, New York March 2017 Prepared by Engineering and Land Surveying, P.C. 21 Corporate Drive,SUite 1015 Clifton Park,NY 12065 Tel: 518-371-0799 Fax: 518-371-0822 STORMWATER POLLUTION PREVENTION PLAN for STEWARTS SHOPS TOWN OF QUEENSBURY, WARREN COUNTY, NEW YORK Table of Contents 1.0 OWNER AND CONTRACTOR'S/SUBCONTRACTOR'S CERTIFICATION .............................. 1 1.1 NOI Permittee's Certification: ............................................................................................................. 1 1.2 General Site Contractor's Contractor and Subcontractors Certification:...................................... 1 1.3 Building Contractor and Subcontractors Certification:...................................................................4 2.0 NYSDEC GUIDELINES FOR PREPARING A SWPPP..............................................................6 2.1 Stormwater Pollution Prevention (SWPPP) Requirements..............................................................6 2.2 Erosion and Sediment Control Design Elements By NYSDEC........................................................ 8 2.3 SWPPP Requirements For Water Quality and Water Quantity Control Plans ............................. 12 2.4 Construction Sequence Scheduling ................................................................................................ 15 3.0 CONSTRUCTION EROSION CONTROL PRACTICES ........................................................... 16 4.0 CONSTRUCTION WASTE MANAGEMENT................................................ 5.0 SEQUENCE OF CONSTRUCTION.......................................................................................... 18 6.0 EROSION CONTROL MAINTENANCE DURING CONSTRUCTION....................................... 19 7.0 GENERAL PERMIT (GP 0-15-002) INFORMATIONS.............................................................. 20 7.1 Historical Places.................................................................................................................................20 7.2 Endanger Species..............................................................................................................................20 7.3 Notice of Intent...................................................................................................................................20 7.4 Notice of Termination ........................................................................................................................20 Exhibits.............................................................................................................................................................21 Exhibit F—Stormwater Pollution Prevention Plan (SWPPP)......................................................................22 .1 Notice of Intent(NOI)........................................................................................................................ 22 .2 SWPPP Acceptance form................................................................................................................. 22 .3 General Permit.................................................................................................................................. 22 .4 Construction Site Log Book.............................................................................................................. 22 .5 Notice of Termination (NOT)............................................................................................................. 22 LAPROJECTS\MJ984 STEWARTS\984.08(QUEENS8URY RT 149)\SWMR\EXHIBIT F-SWPPP\SWPPP.DOC March 2017 SWPPP 1.0 OWNER AND CONTRACTOR'S/SUBCONTRACTOR'S CERTIFICATION Notice of Intent(NOI) Permitee and General Contractor and Subcontractors shall read Section 2.0 through Section 5.0 of Stormwater Pollution Prevention Plan (SWPPP). Each representative of his or her company shall understand their responsibilities, base upon their scope of work, that Erosion Control and Pollution Control are required for this project. The NOI Permittee, General Contractor and all Subcontractors shall sign the"logbook" listed below. If a Subcontractor wishes NOT to sign the logbook the General Contractor is to obtain the name, company and phone number of this company and list the information in the logbook. 1.1 NOI PERMITTEE'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 New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharge 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 referenced permit and the laws of State of New York and could subject me to criminal, civil and/or administrative proceedings." Print Name: Company Name: Signature: Company Address: Phone#: 1.2 GENERAL SITE CONTRACTOR'S CONTRACTOR AND SUBCONTRACTORS 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 New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharge 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 referenced permit and the laws of State of New York and could subject me to criminal, civil and/or administrative proceedings." General Site Contractor Print Name: Company Name: Signature: Company Address: Phone #: March 2017 Page 1 SWPPP Each Subcontractor to site General Contractor (GC) or contractor responsible for site construction aspects shall list their company responsibility (i.e. Landscaper, Underground Utilities (water or sewer) Installer, Electric Service Installer, Gas Service Installer, Asphalt Pavement Installer, Curb (concrete, granite) Installer, Lighting Installer, etc.) SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: General Site SubContractor(list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: .Signature: Phone#: March 2017 Page 2 SWPPP For each subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply. SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: General Site SubContractor(list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Site GC (list responsibility) Print Name: Company Name: Signature: Phone#: For each subcontractor listed, the affidavit statement in Section 1.2 of this document shall apply. March 2017 Page 3 SWPPP 1.3 BUILDING CONTRACTOR AND SUBCONTRACTORS 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 New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharge 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 referenced permit and the laws of State of New York and could subject me to criminal, civil and/or administrative proceedings." Building Contractor Print Name: Company Name: Signature: Company Address: Phone#: Each Subcontractor to site General Contractor (GC) of the building(s) or contractor responsible for building construction aspects shall list their company responsibility (i.e. Electrical, Plugging, Masonry, Structural, Foundations, Fit-Up, etc.) SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: March 2017 Page 4 SWPPP SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: SubContractor to Building GC (list Responsibility) Print Name: Company Name: Signature: Phone#: For each subcontractor listed,the affidavit statement in Section 1.3 of this document shall apply. March 2017 Page 5 SWPPP 2.0 NYSDEC GUIDELINES FOR PREPARING A SWPPP 2.1 STORMWATER POLLUTION PREVENTION (SWPPP) REQUIREMENTS A. THE NARRATIVE REPORT Provide applicant information such as name, legal address and phone number on the cover sheet or attach a copy the NOI after submission of the form. (A Draft NO/can be found at and of this Exhibit F.1) Site Address 977 Route 149, Lake George NY Descriptive Site The site is approximately 1.71 acres and is currently gas station Location Stewart's Shops PO Box 435 Saratoga Springs, NY 12866 518-581-1200 Property Management SAME AS OWNER (if different than Owner) 1. Provide address and complete description of the site along with background information about the scope of the project. (See Section 1.0 of Stormwater Management Report(SWMR).) 2. Provide a statement of stormwater management objectives. (See Section 1.0 of SWMR.) 3. Provide a brief description of pre-development conditions: a. Identify the natural drainage areas and drainage points. (See Section 3.0 of SWMR and Exhibit E.3). b. Name the bodies of waters and wetlands and describe the drainage structures on the site of impacted by the site. (See Exhibits E.3 and Construction Drawings) C. Identify critical and environmentally sensitive areas such as high erodible areas, steep slopes, natural resource conservation areas, and wildlife habitats. (See Exhibits E.3 and Construction Drawings) d. Identify utility lines, easements, water supply wells, and sewage treatment systems. (See Exhibits E.3 and Construction Drawings) e. Identify soil type: • General description (texture, permeability, drainage capacity) (See Section 2.0 of SWMR and Exhibits E.2) • Hydrologic Soil Group (HSG) for hydrologic calculations (See Section 2.0 of SWMR and Exhibits E.2) 4. Describe the future site: Provide a brief description of planned post-development conditions, the stormwater runoff quality and quantity comparing to pre-development conditions, and the measures employed to maintain a safe stormwater discharge: March 2017 Page 6 SWPPP (See Section 1.0, 3.0, 4.0 and 5.0 of SWMR and Exhibits E.3 and E.4) a. The proposed development and the scope of the SWPPP. (See Section 5.0 of SWMR) b. Disturbed area in acres (2.2 acres) C. Duration of activity, from (513011712130118) d. Acreage, location and boundaries of proposed impervious area (See Exhibits E.4, E.5, A.2 and Construction Drawings) e. Future utility lines, easements, water supply wells, and sewage treatment systems. (See Exhibits E.4 and Construction Drawings) f. Define environmentally sensitive areas that will be protected from disturbance (See Exhibits E.4 and Construction Drawings) g. Define the divide lines of drainage areas in the future site according to proposed changes. (See Exhibits E.4 and Construction Drawings) h. The SWPPP should include the following pollution prevention measures: • Identify the plan for preventing litter, construction chemicals, and construction debris exposed to stormwater from becoming a pollutant source in storm water discharges (e.g., screening outfalls, picked up daily; and (See Section 4.0 of this report) • Describe how construction and waste materials will be stored on-site and the controls planned to reduce pollutants from these materials, including storage practices to minimize exposure of the materials to stormwater, and spill prevention and response. (See Section 4.0 of this report) i. If the site discharges to a TMDL or 303d segment, it is the responsibility of the applicant to identify the requirements and accommodate them in the SWPPP. (n/a) j. The responsible person(s) for implementation of the SWPPP and inspection. The plan must identify the contractor(s) and subcontractor(s) responsible for each measure and include and signed contractor certification statement. (See Section 1.0 of this report for contactor and owner certification) k. An updated plan must include copies of the written summaries of the compliance status that are prepared quarterly. The updated plan and required reports must be signed / certified by the permittee. (See Section 6.0 of this report for NYSDEC quarterly form) B. MAPS Attach individual maps. 1. Provide, at minimum, a 1:24,000, scale map that identifies: • location of the site • topography • offsite drainage area • bodies of water in the vicinity of the site (See Exhibits E.1 through E.4 and Construction Drawings) 2. Provide a 1"=50' to 1"=100' map that shows the existing condition of the site including: • contour lines • drainage area March 2017 Page 7 SWPPP • structures • natural resources and vegetative cover • water bodies, streams perennial and intermittent (See Exhibits E.1 through E.3 and Construction Drawings) 3. Provide individual map(s) based on the requirement of each component of the SWPPP to show all the above features for the future condition of the site: • final grading, areas of cuts and fills and change of land cover • future utility lines, easements, water supply wells, and sewage treatment systems • locations of off-site material, waste, borrow or equipment storage areas • points of stormwater discharge, flow patterns and discharges to surface water • all proposed practices: E&SC, water quality controls • boundaries of existing predominant vegetation and proposed limits of clearing (See Exhibits E.4 and construction drawings) C. PLAN COMPONENTS The three components of a SWPPP are: Erosion and Sediment Control; Water Quality Control and Quantity Control. (See Exhibits E.1 through E.4, construction drawings and Section 5.0 of SWMR demonstrate how the three components of the SWPPP are managed) 2.2 EROSION AND SEDIMENT CONTROL DESIGN ELEMENTS BY NYSDEC A generic E&SC plan may be utilized for minor grading activities associated with small construction activities. Any sites with and approved standard grading plan also require an E&SC plan designed for the site at the same time as the grading plan development. The following describes basic steps in preparing and E&SC plan. A complete set of design specifications and maintenance requirements of all the E&SC practices may be found in the Department's technical standards for erosion and sedimentation control NY Standards for Erosion and Sediment Control. Follow construction sequence scheduling. The sequence of actions in an E&SC plan is runoff control, stabilization, and then sediment control. The management practices used in each phase of the plan must be identified on the Construction Sequence Schedule and appropriate maps. Erosion and sediment control provisions should be included for all construction activities where any excavation, stripping, filling, grading or earth movement takes place. Provide dimensional details of proposed practices. The details must include plan and vertical view (cross sectional design) calculations used in sizing and justification for the sizing of selected practices. (The following Step 1 through 8 should be incorporated into the plan SWPPP package. Step 1 through 8 were incorporated where applicable and are discussed in Sections 3.0 through 6.0 in further detail and depicted in the Construction Drawings package.) Step 1: Pre-Construction Actions Resource Protection • Evaluate, mark and protect important trees and associated rooting zones, wetlands, on-site septic systems absorption fields, etc. (See Construction Drawings SWPPP Drawing) • Protect existing vegetated areas suitable for filter strips, especially in perimeter areas. March 2017 Page 8 SWPPP (See Construction Drawings) Surface Water Protection • Identify the drainage area in the plan. Divide the site into natural drainage areas. (See Exhibits E.3 and EA) • Divert the off-site clean runoff from entering disturbed areas. (See Construction Drawings) • Identify bodies of water located on site or in the vicinity of the site. (See Construction Drawings and Exhibits E.3 and EA) • Plan appropriate practices to protect on-site or downstream surface water. (See Construction Drawings) Stabilize Construction Entrance • Establish a temporary construction entrance to capture mud and debris from construction vehicles before then enter the public highway. (See Construction Drawings) • Stabilize bare areas (entrances, construction routes, equipment parking areas) immediately as work takes place. Top these areas with gravel or maintain vegetative cover. (See Construction Drawings) • Sediment tracked onto public streets should be removed or cleaned on a daily basis. (See Construction Drawings) Perimeter Sediment Controls • Silt fence material and installation comply with the standard drawing and specifications. (See Construction Drawings and Section 3.0) • Install silt fences based on appropriate spacing intervals. Decrease this interval as the slope increases. Silt fence should be placed on or parallel to contours where this is no erosion. The area below the silt fence should be undisturbed ground. (See Construction Drawing SWPPP Drawing) • Install principal basins after construction site is assessed. (See Construction Drawing SWPPP Drawing) • Install additional sediment traps and barriers as needed during grading. (See Construction Drawing SWPPP Drawing) Step2: Runoff and Drainage Control Runoff Control • Install practices after sediment traps are installed and before land grading starts. (See Construction Drawings and Section 3.0) • Control the runoff in each small drainage area before flow reaches runoff from entire site. (See Construction Drawings) • Divert offsite or clean runoff from disturbed areas. (See Construction Drawings) • Convey surface flows from highly erodible soil and steep slope to more suitable stable area. (See Construction Drawings) • Runoff from existing or proposed cut and fill slopes should be redirected to lower water velocity without causing erosion. (See Construction Drawings) March 2017 Page 9 SWPPP • Final site drainage should be designed to prevent erosion, concentrated flows to adjacent properties, controlled overflow, and ponding. (See Construction Drawings) Runoff Conveyance System. • Stabilize conveyance system. (See Construction Drawings) • Channels and streambanks need to be seeded at the outlet points. (See Construction Drawings) • Install check dams to slow down the velocity of concentrated flow. (See Construction Drawings) • Protect existing natural drainage systems and streams by maintaining vegetative buffers and by implanting other appropriate practices. (See Construction Drawings) Groundwater Recharge • Install practices to infiltrate the runoff on the site as much as possible. (There is a lack of flat space on the site that will accommodate an infiltration practice.) • Provide groundwater recharge to maintain the hydrologic regime of the downstream water bodies and simulate predevelopment hydrology. (There is a lack of flat space on the site that will accommodate an infiltration practice.) • Use infiltration practices to prevent concentrate flows. (There is a lack of flat space on the site that will accommodate an infiltration practice.) Outlet Stabilization • Install practices to prevent erosion and discharge points. (See Construction Drawings) Step 3: Grading • Limit the initial clearing and earth disturbance to the minimum necessary to install sediment control measures. Excavation for footings, clearing, or other earth disturbance may only take place after the sediment and erosion controls are installed. (See Construction Drawings) • Stockpile the topsoil removed from the site. The topsoil should be protected, stabilized and sited in a location away from the storm drains and waterbodies. (See Construction Drawings) • Changed in grade or removal of vegetation should not disturb established buffers and should not be allowed within any regulated distance from wetlands, the high water line of a body of water affected by tidal action, or other such protected zones. (Disturbance buffers are proposed along wetland boundaries. See Construction Drawings) • Avoid disturbance of steep slopes. (Slopes have been avoided where possible; areas where slopes are to be disturbed are to be stabilized with a Permanent Erosion Control Mat.) • An undisturbed buffer should be maintained to control runoff from steep slopes within sensitive areas. (No disturbances are proposed within sensitive areas.) • Proposed grading should not impair existing surface drainage resulting in a potential erosion hazard impacting adjacent land or waterbodies. (See Construction Drawings) March 2017 Page 10 SWPPP Step 4: Erosion Control (Stabilization) • Implement erosion control practices to keep the soil in place. (See Construction Drawings and Section 3.0) • Stabilization should be completed immediately for the surface of all perimeter control and perimeter slopes. (See Construction Drawings and Section 3.0 of this report) • When activates temporarily cease during construction, soil stockpiles and exposed soil should be stabilized by seed, mulch or other appropriate measures as soon as possible, but in no case more than 14 days after construction activity has ceased. (See Construction Drawings and Section 3.0 of this report) • Following initial soil disturbance, or re-disturbance, permanent or temporary, stabilization should be completed within 14 days or as soon as possible. (See Construction Drawings and Section 3.0 of this report) • Apply temporary or permanent stabilization measures immediately on all disturbed areas where work is delayed or completed. (See Construction Drawings and Section 3.0 of this report) • Consult the local Soil and Water Conservation District for proper timing and application rate of seed, fertilizer and mulch. (See Construction Drawings and Section 3.0 of this report) Step 5: Sediment Control • At any location where surface runoff from disturbed or graded areas may flow off the construction area, sediment control measures must be installed to prevent sediment from being transported off site. No grading, filling or other disturbance is allowed within existing drainage swales. (See Construction Drawings) • Swales or other areas that transport concentrated flow should be appropriately stabilized. (See Construction Drawings) • Downspout or sump pump discharges must have acceptable outfalls that are protected by splash blocks, sod, or piping as required by site conditions (i.e., no concentrated flow directed over fill slopes) (See Construction Drawings) Step 6: Maintenance and Inspection • Identify the type, number and frequency of maintenance actions required for stormwater management and erosion control during construction and for permanent practices that remain on the site once construction is finalized. (See Construction Drawings, Section 6.0 of this report and Post Construction Maintenance Plan) • Inspection must be indicated on the Construction Sequence Schedule. Inspection must be performed every 7 calendar days and immediately after periods of rainfall greater than 0.5 inch. (See Section 6.0 of this report and Exhibit F.3) • Inspection must verify that all practices are adequately operational, maintained properly and that sediment is removed from all control structures. (See Section 6.0 of this report and Exhibit F) • Inspection must look for evidence of the soil erosion on the site, potential of pollutants entering drainage systems, problems at discharge points (such as turbidity in receiving water), and signs of soil and mud transport from the site to the public road at the entrance. (See Section 6.0 of this report and Construction Drawings) • Routine maintenance must be identified on the schedule and performed on a regular basis and as soon as possible as a problem is identified. (See Section 6.0 of this report, Exhibit E and Construction Drawings) March 2017 Page 11 SWPPP • Identify the person or entities responsible for conducting the maintenance actions during construction and post-construction. (See Section 6.0 of this report, Exhibit F, Post Construction Maintenance Plan and Construction Drawings) • Retain a copy of the inspection and quarterly reports on-site with the SWPPP. (See Exhibit F for Reports) Step 7: Finalize Grading & Landscaping • Identify the final grading and stabilization plan once the construction is completed. (See Construction Drawings) • All open areas, including borrow and spoil areas must be stabilized. (See Construction Drawings) • Plan a permanent top soil, seed, sod, mulch, riprap or other stabilization practice in the remaining disturbed areas as appropriate. (See Construction Drawings) • Stabilization must be undertaken no later than 14 days after construction activities has ceased except as noted in the GP-0-08-0001. (See Construction Drawings and Section 3.0) • Remove the temporary control measures. (See Construction Drawings and Section 6.0) Step 8: Post Construction Controls • Identify the permanent structural or non-structural practices that will remain on site. (See Construction Drawings and Post Construction Maintenance Plan) • Ensure that the permanent structural or non-structural practices utilized during construction are properly designed to suit the post-construction site conditions. (See Construction Drawings) • In finalizing the plan, evaluate the post-construction runoff condition on site. (See Section 5.0 of SWMR) • Minimize the risk of concentrated flow and erosion. (See Section 5.0 of SWMR) • On-site runoff controls help reduce the risk of increased runoff velocity, erosion and point source discharge. In addition to the standard runoff and erosion control practices identified in NY Standards for Erosion and Sediment Control, some of the techniques discussed under on-site runoff control discussion may be applied. (See Construction Drawings) Steps 1 through 8 are basic instructional guidelines for preparing a SWPPP for pre construction, during construction and post construction activities for a given site. Site characteristics and construction sequencing will impact the amount of work to be preformed. Additional erosion control practices procedures post maintenance practices are included in the following sections. 2.3 SWPPP REQUIREMENTS FOR WATER QUALITY AND WATER QUANTITY CONTROL PLANS A Water Quality and Water Quantity Control Plan must be designed to meet DEC's required sizing criteria and pollutant removal goals. These criteria are fully presented in the Chapter 4 and Chapter 5 of NYS Stormwater Management Design Manual. The following provides a list of information and calculations required for completing the water quality and quantity components of the SWPPP. The outline of the following place may also be used by those who choose to deviate from DEC's standards. Water Quality and Quantity Plan Details (See Section 5.0 of SWMR and Construction Drawings) Select stormwater management practices from the list of approved practices in the Chapter 5 of the Design Manual that suit the future condition of the site. Identify a list of selected practices along with a brief description and site information. Location of these practices must also be identified on a map. The SWPPP must provide dimensional details of proposed practices and include summary tables of corresponding calculations for the design of the selected practices. Use Appendix H of the Design Manual for an example checklist for final stormwater management plan preparation. March 2017 Page 12 SWPPP A. MAPPING REQUIREMENTS: • Ensure that in addition to the general features identified previously, maps prepared for the site illustrate at a minimum: 0 Existing and proposed topography (minimum of 2-foot contours recommended) 0 Mapping of predominant soils from USDA soil surveys as well as location of any site-specific borehole investigations that may have been performed 0 Location of existing and proposed conveyance systems such as grass channels, swales, and storm drain and flow paths 0 Location of flood plain/floodway limits and relationship of site to upstream and downstream properties and drainages 0 Location and dimensions of proposed channel modifications, such as bridge or culvert crossings 0 Location, size, maintenance access, and limits of disturbance of proposed structural stormwater management practices (See Exhibits E.3 and E.4 and Construction Drawings for all of the above) • Prepare representative cross-section and profile drawings and details of structural stormwater management practices and conveyances (i.e., storm drains, open channels, etc). Drawings should include: 0 Existing and proposed structural elevations (e.g., invert of pipes, manholes, etc.) 0 Design water surface elevations 0 Structural details of outlet structures, embankments, spillways, stilling basins, grade control structures, conveyance channels, etc 0 Logs of borehole investigations that may have been performed along with supporting geotechnical report (See Exhibits E.3 and E.4 and Construction Drawings for all of the above that applies) B. HYDROLOGIC AND HYDRAULIC ANALYSIS: Conduct a hydrologic and hydraulic analysis for all structural components of the stormwater system (e.g., storm drains, open channels, swales, management practices, etc.) for applicable design storms. The analysis should include: • Existing condition analysis for time of concentrations, runoff rates, volumes, velocities, and water surface elevations showing methodologies used and supporting calculations. (See Sections 1.0, 3.0 and 5.0 of SWMR and Exhibit A.2) • Proposed condition analysis for time of concentrations, runoff rates, volumes, velocities, water surface elevations, and routing showing the methodologies used and supporting calculations. (See Sections 1.0, 3.0 and 5.0 of SWMR and Exhibit A.3) • Final sizing calculations for structural stormwater management practices including contributing drainage area, storage, and outlet configuration (See Sections 1.0, 3.0 and 5.0 of SWMR and Exhibit C.2) Sizing for Water Quality (WQv) Control: Size the selected practices base on the 90% rule methodology defined in the Chapter 4 of the Design Manual. Identify the numeric values and provide calculations for: WQv=[(P)(Rv)(A)l/ 12 Rv= 0.05+0.0091 1 = Impervious Cover(Percent) Minimum Rv= 0.2 March 2017 Page 13 SWPPP P = 90% Rainfall Event Number(See figure 4.1) A= site area in acres (See Exhibit B for WQv calculations) Sizing for Water Quantity Controls: • Channel Protection (CPv), Default Criterion: CPv= 24-hour extended detention of post-developed, 1-year, 24-hour event. (See Exhibit B and C for WQv calculations) • Channel Protection, Options for Sites Larger than 50 Acres: Distributed Runoff Control — geomorphic assessment to determine the bankfull channel characteristics and thresholds for channel stability and bed load movement. (See Exhibits B and C for calculations) • Sizing for Overbank Flood (Qp): Control the peak discharge from the 10-year storm to 10-year pre- development rates. (See Exhibit C for calculations) • Sizing for Extreme Storm (Qf): Control the peak discharge from the 100-year storm to 100-year pre- development rates. Safely pass the 100-year storm event. (See Exhibit C for calculations) • Stage-discharge or outlet rating curves and inflow and outflow hydrographs for storage facilities (e.g., stormwater ponds and wetlands) (See Exhibit C) • Final analysis of potential downstream impact/effects of project, where necessary (n/a for this project) • Dam breach analysis, where necessary (n/a for this project) C. FINALIZE LANDSCAPING • Final landscaping plans for structural stormwater management practices and any site reforestation or revegetation (Topsoil and Seed and buffering landscape along property line) • Provide structural calculations and construction specification, where necessary (n/a for this project) D. MAINTENANCE PLAN Maintenance plan must include: • Name, address, and phone number of responsible parties for maintenance • Description of annual maintenance tasks • Description of applicable easements • Description of funding source • Minimum vegetative cover requirements • Access and Safety issues • Testing and disposal of sediments that will likely be necessary • Evidence of acquisition of all applicable local and non-local permits • Evidence of acquisition of all necessary legal agreements (e.g., easements, covenants, land trusts) (Post Construction Maintenance Plan section in report) March 2017 Page 14 SWPPP 2.4 CONSTRUCTION SEQUENCE SCHEDULING Prepare a schedule for activities during and after construction. Define the sequence of implementing the E&SC and water quality / quantity control practices identified in your SWPPP. This schedule must identify activities during the period prior to soil disturbance through site stabilization. Also identify the inspection and maintenance measures during and after construction. Quantity of practices may be identified by the number of units or any other type of measures identified in the SWPPP. All the planned activities should be marked corresponding maps. A copy of the schedule along with the maps should be available at the construction site. Type Activites Number Map Estimated Maintenance (Identify name of planned (Quantity) Symbols Start(Date)----End(Date) Actions practices) —�=EW Pre During Post To be determined by o Contractor prior to site N disturbance 47 U C d � O in U O Q U US N o c c � � U D N O) a U r� c 0-2 .N o� Uo , U v c E 0 E o c aV o U U � c U � c d C od � C � C O fl N O (0 y � c N_ o Q N � U � a y J C _ O N U 0) CO C U � March 2017 Page 15 SWPPP 3.0 CONSTRUCTION EROSION CONTROL PRACTICES Listed below are the suggested Temporary Erosion Control Devices that may be required for this site above what is indicated on the Erosion Control Plan in the construction drawings. A SWPPP has been provided for the contractor to follow in the Construction Drawing Plan. The SWPPP is a general guideline for the contractor to follow during the course of construction. The site inspector may/can revise the SWPPP as he/she feels necessary to prevent erodable soils form leaving the construction work area. All anticipated Temporary and Permanent Erosion Control measures required for construction of this project have been shown in the "Construction Drawing" documents. Any modifications to the SWPPP during construction shall be subject to engineer review. The SPDES Permittee will be held responsible for any soil exposure and/or erosion that occurs outside the defined limits of work and haul roads, and will immediately install erosion control measures and stabilize disturbed areas. Furthermore, any fines that could arise as a result of improper implementation of the SWPPP will be the responsibility of the SPDES Permittee. CONTRACTOR OR OWNER SHALL ENSURE THAT AT LEAST ONE TRAINED NYSDEC CERTIFIED EROSION CONTROL CONTRACTOR IS ON SITE ON A DAILY BASIS WHEN SOIL DISTURBANCE ACTIVITIES ARE BEING PREFORMED. Siltation Fence (Temporary) Silt fence shall be installed and maintained to prevent sediment transport until permanent soil stabilization occurs. The anticipated locations for silt fence placement are shown on the plans. Additional Silt fence may be needed as site conditions warrant. The Contractor and Stormwater Management Inspector are encouraged to identify additional placement opportunities as necessary to maintain the highest water quality standards possible. (See Construction Drawings for typical silt fence installation). Silt fence shall be placed parallel to contours and should not be placed in concentrated flows. Stone Check Dams (Temporary) Stone Check dams shall be installed and maintained to prevent sediment transport until permanent soil stabilization occurs. The anticipated locations for stone check dam placement are shown on the plans. Additional Stone Check dams may be needed as site conditions warrant. The Contractor and Stormwater Management Inspector are encouraged to identify additional placement opportunities as necessary to maintain the highest water quality standards possible. (See Construction Drawings for typical check dam installation) Stockpile (Temporary) Topsoil or any other soil excavated during construction shall stockpile in a suitable area clear from any stormwater drainage course. Silt fence will be used to enclose all stockpile areas. Stockpiles which are inactive for more than 14 days shall be temporary seeded. The temporary stockpile shall be protected with a diversion swale if necessary. Seed and Mulch (Temporary) Any disturbed areas that are exposed for than 14 days and not subject to construction traffic will immediately receive temporary seeding. If the season prevents the establishment of the temporary cover the disturbed areas with mulch or straw at rate of 2.0 tons per acre. Construction Entrance (Temporary) Construction entrance shall 50 foot long by 24 feet. The construction entrance captures material and debris before construction vehicles leave the project work zone. (See Construction Drawing for construction entrance installation) Dust Control (Temporary) Water will be applied at a rate to minimize air born particles from leaving the construction site as instructed by inspector. March 2017 Page 16 SWPPP 4.0 CONSTRUCTION WASTE MANAGEMENT Waste material generated during site preparation and construction will be disposed of at a suitable landfill. Clearing and grubbing material will be properly disposed of. Trees, brush and stumps shall not be buried on-site. Hazardous waste will not be generated or is anticipated as a result of construction. If there are any materials generated, a licensed hazardous carrier will be contracted to dispose of the hazardous material at a suitable site. The SWPPP will need subsequent modification if this occurs. March 2017 Page 17 SWPPP 5.0 SEQUENCE OF CONSTRUCTION The following sequence of construction is intended to demonstrate the general order of construction activities to ensuring that no off-site degradation will be caused by erosion within the project limits. The sequencing of construction may be modified as field conditions warrant ensuring environmental compliance and good housekeeping. The general sequence of construction for the project shall be: 1. CONTRACTOR SHALL INSTALL CONSTRUCTION ENTRANCE OR USE EXISTING SITE PAVEMENT.. 2. CLEAR AREA FOR NEW BUILDING. 3. INSTALL SILT FENCE AND GRUB AREA 4. ROUGH GRADE NEW BUILDING SITE AREA. 5. EXCATE FOR BUILDING 6. INSTALL BUILDING UTILITIES, FOUNDATION, CONSTRUCT BUILDING. 7. INSTALL UTILITIES, (STORM, ETC.) 8. INSTALL DRAINAGE/STONE RIP RAP APRONS AND TEMPORARY CHECK DAMS FOR AREA AS REQUIRED. 9. CONSTRUCTED PROPOSED INFILTRATION AREA. 10. FINISH GRADE AROUND BUILDING AND SEED/INSTALL PLANTING. 11. REMOVE EXISTING BUILDING AND GAS ISLAND 12. INSTALL CLOSED DRAIANGE SUSYEM, PAVEMENT, ETC. 13. FINNISH GRADE AREA/DITCHES AND SEED AREA. 14. REMOVE TEMPORARY MEASURE AS ORDER BY WEEKLY STORMWATER INSPECTOR. Removal of silt fence any other erosion control devices can occur once seed has permanently stabilized area and/or instructed by the qualified erosion control/stormwater pollution prevention representative. March 2017 Page 18 SWPPP 6.0 EROSION CONTROL MAINTENANCE DURING CONSTRUCTION A certified/qualified inspector shall inspect the site at least once every (7) calendar days. The qualified inspector shall make modifications to the SWPPP as he/she feels the site conditions warrant. The qualified inspector shall complete weekly, monthly and quarterly reports as required by NYSDEC. Weekly, monthly, and quarterly reports can be found in Exhibit F.4. Maintenance of erosion control devices shall follow the recommendations set forth in the "New York Standards and Specifications for Erosion and Sediment Controls" dated August 2005, commonly know as the "Blue Book". The Contractor must maintain a record of the inspections in a site logbook. The logbook shall be maintained onsite and be made available to authorities upon request. March 2017 Page 19 SWPPP 7.0 GENERAL PERMIT (GP 0-15-002) INFORMATIONS 7.1 HISTORICAL PLACES Stormwater discharge from the site may affect listed or eligible for listing on State or National Register of Historic Places based upon the GIS information obtained from NYS Office of Parks, Recreation and Historic Perseveration (OPRHP)website. See correspondence from NYSOPRHP (provided by Stewarts) if any know listed or eligible for listing on State or National Register of Historic Places. 7.2 ENDANGER SPECIES Stormwater discharge from the site does may affect listed, endangered or threaten species based upon the GIS information obtained from NYSDEC Environmental Resource Map. See correspondence from NYSDEC (provided by Stewarts) if any know endangered or threaten species within the area. 7.3 NOTICE OF INTENT Application for a SPDES discharge permit is deemed necessary for the proposed project. The owner shall make application to the New York State Department of Environmental Conservation for the SPDES General Permit (GP-0-10-0001). The draft permit application is included as Exhibit F.1.The owner will make a formal submission to NYSDEC for coverage under SPDES General Permit(GP-0-15-002) after local, county and state approvals for this project are granted. Draft MS4 acceptance form is located in Exhibit F.2 7.4 NOTICE OF TERMINATION After satisfactory completion of the construction of the project, the Owner will file a Notice of Termination of Coverage (NOT) with NYSDEC for the SPDES General Permit (GP-0-15-002). Prior to filing the NOT, the Owner shall have the qualified professional perform a final site inspection. Applications for NOT and Final Stabilization report are included in Exhibit F.4 March 2017 Page 20 SWPPP Exhibits March 2017 Page 21 SWPPP Exhibit F — Stormwater Pollution Prevention Plan (SWPPP) .1 Notice of Intent(NOI) .2 SWPPP Acceptance form .3 General Permit .4 Construction Site Log Book .5 Notice of Termination (NOT) March 2017 Page 22 06440,898 '1 NOTICE OF' INTENT New York State Department of Environmental Conservation AMk Division of Water 6�25 Broadway, 4th Floor NYRJ Albany, New York 122,33-�3505 (for lr.,(' one uny) Stormwater Discharges Associated with Coast rust .'Lon ActivitUnder e Stat --_y Pollutant Discharge Elimination System (SPD,ES) General Permit # GP-0-151-002 All sections must be completed unless otherwise noted. 1''ailuie to cornpleLe all iLems may result, in I-Aiis form being returned to you, thereby de.Laying your coverage under. this General PermiL . Applicants must read and understand tKe conditions of the pr rntit and prepare a Stormwater Pollution PrevenLi.on P.1an prior to submitting tiii,s N01 . Applicants are responsib-le 'for identifying and obt.ajnbng ot,her DEC p(-,.rmlts tfiat may be required. -IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE 0WNKR/0PER4r7,'0R MUST SIGN FORM –----------------------------------------------- -------------------------------------------------- .. ......... rt Owner/Operator Information Owner/Operator (Company Name/Private Owner- Name/Municipalit Na e) In S e�"w I a E-1,1111-111 h olpIsLL L,LLI I L!......................I............I ................ I 1.sLJ,sLJ-- - Owner/Operator Contact Person Last Name (NOT CONSULTANT) I .......... —J ................ ........... ............... --------- Owne-r/ orator Contact Person First Name p 0 t t e Owner/Operator Maj.jinq Address It, BJ0 j X 4 3 j - o) City S_[a r t o-l-q ]p] r i n F] State Zip NJYJ Phone QOwner/Operator) Fax (;owner /Operat.or) Email (Owner/Operator) . ...t.. s '9 [P,F] ,-],-C 1-( JM I "I............I.......... ........... ........... .. ...................... -1 L ...............I...... .............I......... ........... .............. I...........I..........I..............I J EFED TAX ID (not, required for individuals) ---------- —------ -- -- ------ - ------------------------ --- ----------------- Page 1 of 14 I 6401089828 Project Site Information Project/Site Name S t e w a r t s S h o p s - Q u e e n s b u r y Street Address (NOT P .O. BOX) 9 7 7 R o u t e 1 4 9 L a k e G e o r g e N Y 1 2 8 4 5 Side of Street 0 North O South O East O West City/Town/Village (THAT ISSUES BUILDING PERMIT) i T o w n o f Q u e e n s b u r yTM State Zip County DEC Re ion MN Y 1 2 8 0 4 _ � W a r r e n �� Name of Nearest Cross Street R i d g e R o a d Distance to Nearest Cross Street (Feet) Project In Relation to Cross Street 0 O North O South East O West Tax Map Numbers Tax Map Numbers Section-Block-Parcel 2 6 6 0 3i 1 1 1 1. Provide the Geographic Coordinates for the project site in NYTM Units. To do this you must go to the NYSDEC Stormwater Interactive Map on the DEC website at: www.dec.ny.gov/imsmaps/stormwater/viewer.htm Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located your project site, go to the tool boxes on the top and choose "i" (identify) . Then click on the center of your site and a new window containing the X, Y coordinates in UTM will pop up. Transcribe these coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Eastin ) Y Coordinates (Northin ) 6 1 M 4 3 8 4 8 0 5 9 1 6 2 . What is the nature of this construction project? O New Construction 0 Redevelopment with increase in impervious area O Redevelopment with no increase in impervious area LPage 2 of 14 J F 4107089829 3. Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Pre-Development Post-Development Existing Land Use Future Land Use O FOREST O SINGLE FAMILY HOME Number of Lots O PASTURE/OPEN LAND O SINGLE FAMILY SUBDIVISION O CULTIVATED LAND O TOWN HOME RESIDENTIAL O SINGLE FAMILY HOME O MULTIFAMILY RESIDENTIAL O SINGLE FAMILY SUBDIVISION O INSTITUTIONAL/SCHOOL O TOWN HOME RESIDENTIAL O INDUSTRIAL O MULTIFAMILY RESIDENTIAL (9 COMMERCIAL O INSTITUTIONAL/SCHOOL O MUNICIPAL O INDUSTRIAL O ROAD/HIGHWAY 4 COMMERCIAL O RECREATIONAL/SPORTS FIELD O ROAD/HIGHWAY O BIKE PATH/TRAIL O RECREATIONAL/SPORTS FIELD O LINEAR UTILITY (water, sewer, gas, etc. ) O BIKE PATH/TRAIL O PARKING LOT O LINEAR UTILITY O CLEARING/GRADING ONLY O PARKING LOT O DEMOLITION, NO REDEVELOPMENT O OTHER O WELL DRILLING ACTIVITY * (Oil, Gas, etc. ) O OTHER *Note: for gas well drilling, non-high volume hydraulic fractured wells only 4 . In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities) ; and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre. ) Future Impervious Total Site Total Area To Existing Impervious Area Within Area �� Be�Disturbed Area To Be Disturbed Disturbed Area 51 LLEE-M -I I l-M S. Do you plan to disturb more than 5 acres of soil at any one time? O Yes 0 No J 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. A B C D %� o 0� o 0� 1 0 0 % 7 . Is this a phased project? O Yes 0 No Start Date End Date L__ 8 . Enter the planned start and end 0 5 3 0 ' 0 1 7 - 1M' 3 0 2 0 1 8 dates of the disturbance activities. LPage 3 of 14 I 8600089821 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Name N o n e ( a l l i n f il t r a ti on ) J 9a. Type of waterbody identified in Question 9? O Wetland / State Jurisdiction On Site (Answer 9b) O Wetland / State Jurisdiction Off Site O Wetland / Federal Jurisdiction On Site (Answer 9b) i O Wetland / Federal Jurisdiction Off Site O Stream / Creek On Site O Stream / Creek Off Site O River On Site 9b. How was the wetland identified? O River Off Site O Lake On Site O Regulatory Map O Lake Off Site O Delineated by Consultant O Other Type On Site O Delineated by Army Corps of Engineers O Other Type Off Site O Other (identify) 10 . Has the surface waterbody(ies) in question 9 been identified as a O Yes 0 No 303 (d) segment in Appendix E of GP-0-15-002? 11 . Is this project located in one of the Watersheds identified in Appendix C of GP-0-15-002? O Yes 0 No 12 . Is the project located in one of the watershed areas associated with AA and AA-S classified O Yes ® No waters? If no, skip question 13. 13 . Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is O Yes 0 No identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? I]='[I 14 . Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent O Yes ®No area? LPage 4 of 14 J I 6403089820 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, O Yes Q No O Unknown culverts, etc) ? 16. What is the name of the municipality/entity that owns the separate storm sewer system? 17. Does any runoff from the site enter a sewer classified O Yes 9 No O Unknown as a Combined Sewer? 18 . Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? O Yes 0 No 19. Is this property owned by a state authority, state agency, federal government or local government? O Yes No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup O Yes 0 No Agreement, etc. ) 21 . Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS 0 Yes O No Standards and Specifications for Erosion and Sediment Control (aka Blue Book) ? 22 . Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and 9 Yes O No Quantity Control practices/techniques) ? If No, skip questions 23 and 27-39. 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS 9 Yes O No Stormwater Management Design Manual? Page 5 of 14 F0251089825 24 . The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: ®Professional Engineer (P.E.) O Soil and Water Conservation District (SWCD) O Registered Landscape Architect (R.L.A) O Certified Professional in Erosion and Sediment Control (CPESC) O Owner/Operator O Other SWPPP Preparer M J E n g i n e e r i n g Contact Name (Last, Space, First) E a s t o n J a m e s Mailing Address 2 1 C o r p o r a t e D r i v e S u i t e 1 0 5 City C l i f t o n P a r k State Zip N Y 1 2 0 6:E5 - F1 Phone Fax 5 1 8 _ E7 1 _ 0 7 9 9 3 7 1 _ 0 8 2 2 Email j e a s t o n@ m j e t s c o m SWPPP Preparer Certification I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the termsand conditions of the GP-0-15-002 . Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First Name MI J a m e s CW Last Name E a s t o n Signature Date 0 3 1 5 2 0 1 7 LPage 6 of 14 J 0005089822 25. Has a construction sequence schedule for the planned management practices been prepared? O Yes O No l 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural Vegetative Measures O Check Dams O Brush Matting O Construction Road Stabilization O Dune Stabilization !� Dust Control O Grassed Waterway O Earth Dike O Mulching O Level Spreader O Protecting Vegetation O Perimeter Dike/Swale O Recreation Area Improvement O Pipe Slope Drain O Seeding O Portable Sediment Tank O Sodding O Rock Dam O Straw/Hay Bale Dike O Sediment Basin O Streambank Protection O Sediment Traps O Temporary Swale O Silt Fence O Topsoiling O Stabilized Construction Entrance O Vegetating Waterways ® Storm Drain Inlet Protection Permanent Structural O Straw/Hay Bale Dike O Temporary Access Waterway Crossing O Debris Basin O Temporary Stormdrain Diversion O Diversion O Temporary Swale O Grade Stabilization Structure O Turbidity Curtain O Land Grading O Water bars O Lined Waterway (Rock) O Paved Channel (Concrete) Biotechnical O Paved Flume O Brush Matting O Retaining Wall O O Riprap Slope Protection Wattling O Rock Outlet Protection O Streambank Protection Other Page 7 of 14 I 0182089828 Post-construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. O Preservation of Undisturbed Areas O Preservation of Buffers O Reduction of Clearing and Grading O Locating Development in Less Sensitive Areas O Roadway Reduction O Sidewalk Reduction O Driveway Reduction O Cul-de-sac Reduction O Building Footprint Reduction O Parking Reduction 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5. 1. 6 ("Soil Restoration") of the Design Manual (2010 version) . All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22) . O Compacted areas were considered as impervious cover when calculating the WQv Required, and the compacted areas were assigned a post-construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout) . Total WQv Required acre-feet 29. Identify the RR techniques (Area Reduction) , RR techniques (Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(#28) . Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs . Page 8 of 14 I 7738089822 Table 1 - Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) Total Contributing Total Contributing RR Techniques (Area Reduction) Area (acres) Impervious Area(acres) O Conservation of Natural Areas (RR-1) . . . F-M and/or FM O SheetflowBuffers/Filters to Riparian �.� Buffers/Filters Strips (RR-2) , , , , , , , , , , and/or O Tree Planting/Tree Pit (RR-3) , , , , , , , and/or ' O Disconnection of Rooftop Runoff (RR-4) . . _ E and/or RR Techniques (Volume Reduction) O Vegetated Swale (RR-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ORain Garden (RR-6) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Stormwater Planter (RR-7) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Rain Barrel/Cistern (RR-8) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OPorous Pavement (RR-9) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Green Roof (RR-10) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Standard SMPs with RRv Capacity O Infiltration Trench (I-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Infiltration Basin (I-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 9 6 ODry Well (I-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Underground Infiltration System (I-4) . . . . . . . . . . . . . . . . . . . . . . . . O Bioretention (F-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ODry Swale (0-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Standard SMPs O Micropool Extended Detention (P-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . OWet Pond (P-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Wet Extended Detention (P-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Multiple Pond System (P-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Pocket Pond (P-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Surface Sand Filter (F-1) • • • • • • . . . . . . . . . . . . • • • • • . • . . . . . . . • • • • • O Underground Sand Filter (F-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Perimeter Sand Filter (F-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OOrganic Filter (F-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Shallow Wetland (W-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Extended Detention Wetland (W-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Pond/Wetland System (W-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Pocket Wetland (W-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OWet Swale (0-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LPage 9 of 14 I 0762089822 Table 2 - Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Alternative SMP Total Contributing Impervious Area(acres) OHydrodynamic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OWet Vault . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Media Filter . . . . O Other Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice (s) ) being used for WQv treatment . 71 Name Manufacturer Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project . 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. Total RRv provided 0 0 4 acre-feet 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28) . ® Yes O No If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0. 95) (Ai) /12, Ai=(S) (Aic) ] Minimum QRRv Required I LTJ'=acre-feet 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32) ? O Yes O No If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28) . A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP . If No,. sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Page 10 of 14 1766089827 33. Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30) . Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. F33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. WQv Provided �•�acre-feet Note: For the standard SMPs with RRv capacity, the WQv provided by each practice the WQv calculated using the contributing drainage area to the practice - RRv provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and �'� the WQv provided (#33a) 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28) ? O Yes O No If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a) , if applicable. CPv Required CPv Provided acre-feet �' acre-feet 36a. The need to provide channel protection has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. O Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37 . Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a) , if applicable. Total Overbank Flood Control Criteria (Qp) Pre-Development Post-development ='K41::]CFS ='IKKI CFS Total Extreme Flood Control Criteria (Qf) Pre-Development Post-development LL_14 I• 2 CFS . K CFS Page 11 of 14 I 1310089822 37a. The need to meet the Qp and Qf criteria has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. O Downstream analysis reveals that the Qp and Qf L controls are not required J 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice (s) been 0 Yes O No developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance S t e w a r t s I S h o p s 39. Use this space to summarize the specific site limitations and justification for not reducing 1000 of WQv required(#28) . (See question 32a) This space can also be used for other pertinent project information. The existing gas station sends stormwater runoff to a small infiltration basin (without pretreatment or any other consderation from the existing hotspot). The existing infiltration basin overflows during large storm events and stormwater runoff is allowed to travel north to the golf course. The redevelopment project is considered a NYSDEC "hotspot". Double treatment of stormwater is provided before the stormwater is allowed to recharge for the project to achieve 100% WQv and RRv. All existing and new pavement areas within the project limits are 100%recharged up to the 100-year storm event. Page 12 of 14 4285089826 40. Identify other DEC permits, existing and new, that are required for this project/facility. O Air Pollution Control O Coastal Erosion O Hazardous Waste O Long Island Wells O Mined Land Reclamation O Solid Waste O Navigable Waters Protection / Article 15 O Water Quality Certificate O Dam Safety O Water Supply O Freshwater Wetlands/Article 24 O Tidal Wetlands O Wild, Scenic and Recreational Rivers O Stream Bed or Bank Protection / Article 15 O Endangered or Threatened Species (Incidental Take Permit) O Individual SPDES O SPDES Multi-Sector GP N Y R O Other 40 None 41 . Does this project require a US Army Corps of Engineers O Yes ©No Wetland Permit? .[1 If Yes, Indicate Size of Impact. 42 . Is this project subject to the requirements of a regulated, traditional land use control MS4? 0 Yes O No (If No, skip question 43) 43. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along ® Yes O No with this NOI? 44 . If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. N Y R LPage 13 of 14 J 3547089826 Owner/Operator Certification I have read or been advised of the permit conditions and believe that. I understand hem. I also t understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Print First Name MI �C h I I i s U Print Last Name i P o t t e r Owner/Operator Signature Date FFI Page 14 of 14 NEWYORK Department of 5TATE OF OPPORri�s� TY Environmental Conservation NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above I. Project Owner/Operator Information 1. Owner/Operator Name: Stewarts Shops 2. Contact Person: Chris Potter 3. Street Address: PO Box 435 4. City/state/zip: Saratoga Springs NY 12866 II. Project Site Information 5. Project/Site Name: Stewarts Shops 6. Street Address: 977 Route 149 7. city/state/zip: Lake George NY 12845 III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8. SWPPP Reviewed by: 9. Title/Position: 10. Date Final SWPPP Reviewed and Accepted: IV. Regulated MS4 Information 11. Name of MS4: Town of Queensbury 12. MS4 SPDES Permit Identification Number: NYR20A 13. Contact Person: 14. Street Address: 15. City/State/Zip: 16. Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement-MS4 Official (principal executive officer or ranking elected official)or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP)for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information (NYS DEC- MS4 SWPPP Acceptance Form -January 2015) Page 2 of 2 NEWYORK Department of STATE OF 0 p P PPORMN11Y Environmental Conservation NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES From CONSTRUCTION ACTIVITY Permit No. GP-0-15-002 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2015 Expiration Date: January 28, 2020 Modification Date: July 14, 2015 – Correction of typographical error in definition of"New Development", Appendix A John J. Ferguson Chief Permit Administrator AuthorizeV Signa—turgV- Date Address: NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-1750 PREFACE Pursuant to Section 402 of the Clean Water Act ("MA"), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System ("NPDES') permit or by a state permit program. New York's State Pollutant Discharge Elimination System ("SPDES') is a NPDES- approved program with permits issued in accordance with the Environmental Conservation Law ("ECL'). This general permit ("permit") is issued pursuant to Article 17, Titles 7, 8 and Article 70 of the ECL. An owner or operator may obtain coverage under this permit by submitting a Notice of Intent ("NOI") to the Department. Copies of this permit and the NOI for New York are available by calling (518) 402-8109 or at any New York State Department of Environmental Conservation ("the Department") regional office (see Appendix G).They are also available on the Department's website at: http://www.dec.ny.gov/ An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of"construction activity', as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to Article 17-0505 of the ECL, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. They cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. I NEW YORK STATE DEPARTMENT OFENVIRONMENTAL CONSERVATION SPDES GENERAL P'E,RM,IT FOR STOMWATER DISCHARGES F CMI CONSTRUCTION ACTIVITIES Part I. PERMIT COVERAGE AND LIMIT, TIC, NlIS... ...................... ......._'_.......... A, Permiit ......... ....... ............_...........A B. Effluent Urnitatiloris Applicable to Discharges from Construction Activities ..,_._,1 C, Post-construction S,tormwater Management Practice! Requirements_..._. ..........4 D. Maintaining Water Quality....... ......... ...... ............._-.8 E. Eligibility Under This General ....... ....... ........ .......9 F. Activities Which Are Ineligible for Coverage Under This General Permit..............91 Part 11. OBTAINING PERMIT COVERAGE ... ..........___..............___..........12 A. Notice of Intent (NC I) Submittal ..... ...... ...._......... ............__12 B. Permit Authorization,....____...... .........__'_........... ........... .......13 C.. General Requirements For Owners or Operators With Permit Coverage __15 D. Permit Coverage for Discharges Authorized Under CSP-0-10.001 .... E. Change of Owner or Operator.,.,........... .........___...... ........ ...._17 Part 111. STORMWATER POLLUTION PREVENTiON PLAN (SWPPP)...... ......... ..........18 A. General SWPPP Requirements..-................. ........... ___....... ......__18 E. Required SWPPF` Contents ............. ....... ......____ .........___......20 C. Required SWPPP Components by Project Type..... ....... ____23 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS........... .........................2'4 & General Construction Site Inspection and Maintenance Requirements ....._..._..2'4 P. Contractor Maintenance I n s plecti o n Requirements ._._.............. ...__..........24 Com. Qualified Inspector Inspection Requirements.... ......... ......... ...._24 Part V. TERM IN, TIC Ni OF PERM IT COVERAG E ......... ........28 k Termination of Permit Coverage .............. ........... ........___28 Part VI. REPORTING AND RETENTION OF RECORDS...... ......__________30 k Record ............ .......... .......____.30 B. Addresses ..................___................. ......... ...... ........._ 0 3 Part VII STANDARD, PERMIT CONDITIONS..... ................._31 A Duty to Corn ply.____.___........ .........._.__...........31 B Continuation of the Expired General Permit........ ....... _._...... ....._31 C Enforcement.............__ ... ....... ........____........... ...........___... ........31 D. Need to Halt or Reduce Activity Not a Defense...... ....... ...... _.,.._.31 E. Duty to Mitigate .... ........... ......__........ ....... .......32 F. Duty to Provide ..........I.......'.......---1-1...........1-1-32 G. Other Information ................._........ ....... ......... ........ ....._._........32 Hi. Signatory Requirements........... ............. ......... ....... ....... ..._32 1. Property Rights................. ...__..... .......... ..... ......... ......... ........ .........3 JI. Severability........ .......... ...............____......... ............ ...34 K. Requirement to Obtain Coverage Under an Alternative Perm:it.,...............____34 L, Proper Operation and Maintenance .._................___... ...... ...._35 M Inspection and Entry ...... ....... ........... ...........___.............____.35 Ni. Permit Actions.... ...... ....... ........ ...... ........36 01, Definitions .....___............___.............. ........___................ ...__,36 P. Re-Opener Clause ... ......_.......__........___........ ......... ..........36 11 � Q. Penalties for Falsification ofForms and Reports.............. ....... .................... ...36 R. Other Permits........ .........__...-....^^—'~--~'^^'^^—~'^''`'—^-'^—~^~~`^`—~^^~36 APPENDIX /\..—_^_~. ................ ....... _—,--^~~.. ............ --~^'~' ......... --^^'^37 A]PPEND�UX B...... ..._._..._......... .......... -----^~~ ^~^—~''......'^^'^~^--~~'44 APPENDIXC . .......... ._................................. .... ..........~—'^—'~^'—~—~'~^—~'—~46 APPENDIXD _.................... ___.--.......................... — ......'~—^—~—' ....52 APPENDIXE ......... ...._.. ........_^~^^--^—^^~~'^~—'`—.............^^~~—'~'— ....... ..........^53 APPENDIX F ......... ..... ....... ........ ............... ............55 � � U| (Part 1) Part I. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(1 5)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2. Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part I.B.1. (a)—(f)of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available._ 1. Erosion and Sediment Control Requirements - The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non-numeric effluent limitations in Part 1.B.1.(a)— (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan ("SWPPP") the reason(s) for the deviation or alternative design and provide information 1 (Part 1.B.1) which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; and (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges 2 (Part I.B.1.c) from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion 3 (Part 1.13.1.f) at or below the outlet does not occur. C. Post construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post- construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices ("SMPs") are not designed in conformance with the performance criteria in the Design Manual, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. The owner or operator of a construction activity that requires post- construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (i) Runoff Reduction Volume ("RRv"): Reduce the total Water Quality Volume ("WQv") by application of RR techniques and standard SMPs with RRv capacity. The total WQv shall be calculated in accordance with the criteria in Section 4.2 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 4.3 of the Design Manual. The remaining portion of the total WQv 4 (Part I.C.2.a.ii) that cannot be reduced shall be treated by application of standard SNIPS. (iii) Channel Protection Volume ("Cpv"): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria ("Qp"): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria ("Qf'): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1-year, 24 hour design storm over the post-developed watershed and shall be calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or 5 (Part I.C.2.b.ii) standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post-developed 1-year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post-development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post-development 100-year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity 6 (Part I.C.2.c.i) (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part III.B.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25%of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75%of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1(B) (IV) of the Design Manual. If there is an existing post-construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 — 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. 7 (Part I.C.2.c.iv) (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post-construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or 8 (Part LD) if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non- stormwater discharges may be authorized by this permit: discharges from firefighting activities; fire hydrant flushings; waters to which cleansers or other components have not been added that are used to wash vehicles or control dust in accordance with the SWPPP, routine external building washdown which does not use detergents; pavement washwaters where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and where detergents are not used; air conditioning condensate; uncontaminated groundwater or spring water; uncontaminated discharges from construction site de-watering operations; and foundation or footing drains where flows are not contaminated with process materials such as solvents. For those entities required to obtain coverage under this permit, and who discharge as noted in this paragraph, and with the exception of flows from firefighting activities, these discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part LD of this permit. 4. The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 9 (Part I.F) 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non-jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.C.2 of this permit. 5. Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which disturb one or more acres of land with no existing impervious cover, and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. 7. Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA-s; and b. Which disturb two or more acres of land with no existing impervious cover, and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the USDA Soil Survey for the County where the disturbance will occur. 10 (Part I.F.8) 8. Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.C.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ■ 1-5 acres of disturbance - 20 feet ■ 5-20 acres of disturbance - 50 feet ■ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEAR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP's agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (i) No Affect (ii) No Adverse Affect 11 (Part I.F.8.c.iii) (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part 11. OBTAINING PERMIT COVERAGE A.Notice of Intent (NOI) Submittal 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the Department in order to be authorized to discharge under this permit. An owner or operator shall use either the electronic (eNO1) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department's website (http://www,dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address. NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4th Floor Albany, New York 12233-3505 2. An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the "MS4 SWPPP Acceptance" form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. An owner or operator shall use either the electronic (eNO1) or paper version of the NO1. The paper version of the NO1 shall be signed in accordance with Part VII.H. of this permit and submitted to the address in Part II.A.1. 12 (Part II.A.2) The requirement for an owner or operator to have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.E. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4. 3. The owner or operator shall have the SWPPP preparer sign the "SWPPP Preparer Certification" statement on the NOI prior to submitting the form to the Department. 4. As of the date the NOI is submitted to the Department, the owneroroperator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. B. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act ("SEQRA") have been satisfied, when SEQRA is applicable. See the Department's website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act ("UPA') (see 6 NYCRR Part 621) have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. 3. An owner oroperatorthat has satisfied the requirements of Part 11.B.2 above 13 (Part II.B.3) will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNO1) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post-construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part III.B.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post- construction stormwater management practices pursuant to Part III.C. b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNO1) and signed "MS4 SWPPP Acceptance" form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed "MS4 SWPPP Acceptance"form. 4. The Department may suspend or deny an owner's or operator's coverage 14 (Part II.6.4) under this permit if the Department determines that the SWPPP does not meet the permit requirements. In accordance with statute, regulation, and the terms and conditions of this permit, the Department may deny coverage under this permit and require submittal of an application for an individual SPDES permit based on a review of the NOI or other information pursuant to Part II. 5. Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.B. of this permit. C. General Requirements For Owners or Operators With Permit Coverage 1. The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination ("NOT") has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part II I.A.4. of this permit. 2. The owner or operator shall maintain a copy of the General Permit (GP-0- 15-002), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall 15 (Part II.C.3.a) have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2)full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005. c. The owner oroperatorshall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner's or operator's coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 5. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post-construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post-construction stormwater management practice 16 (Part ILD) D. Permit Coverage for Discharges Authorized Under GP-0-10-001 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-10-001), an owner or operator of a construction activity with coverage under GP-0-10-001, as of the effective date of GP-0-15-002, shall be authorized to discharge in accordance with GP-0-15-002, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post-construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non-design provisions of GP-0-15-002. E. Change of Owner or Operator 2. When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. Once the new owner or operator obtains permit coverage, the original owner oroperatorshall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.A.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or operatorwas not subject to a sixty(60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. 17 (Part III) Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1, A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post-construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. 2. The SWPPP shall describe the erosion and sediment control practices and where required, post-construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. 3. All SWPPPs that require the post-construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. 4. The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post-construction stormwater management practices that will be constructed on the site. At a, minimum, the owner or operator shall amend the SWPPP: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority. 5. The Department may notify the owner or operator at anytime that the 18 (Part III.A.5) SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department's comments in the specified time frame, the Department may suspend the owner's or operator's coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.C.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity. "I hereby certify under penalty of law 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 am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the 19 (Part III.A.6) trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic(PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project; b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other 20 (Part III.B.1.d) activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and I. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated August 2005. Include the reason for the deviation or alternative design 21 (Part III.B.1.1) and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2. Post-construction stormwater management practice component — The owner or operator of any construction project identified in Table 2 of Appendix B as needing post-construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post-construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post-construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post-construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post-construction stormwater management practice; b. A site map/construction drawing(s) showing the specific location and size of each post-construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Map(s) showing pre-development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post-development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post-construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post-development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates 22 (Part III.B.2.c.iv) that each post-construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post-construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. 3. Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post- construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post-construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part I I I.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post-construction stormwater management practices designed in conformance with Part III.6.2 or 3 of this permit. 23 (Part IV) Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post- construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2. The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York, or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1. The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. 3. For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 24 (Part IV.C) The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractorwould have to be a: - licensed Professional Engineer, - Certified Professional in Erosion and Sediment Control (CPESC), - Registered Landscape Architect, or -someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build-out that involves a soil disturbance of one (1)or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1)or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and 25 (Part IV.C.2.b) the owner or operator has received authorization in accordance with Part II.C.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post-construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shal I have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post-construction stormwater management practices have been constructed in conformance with the SWPPP by signing the "Final Stabilization" and "Post-Construction Stormwater Management Practice" certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.A.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall 26 (Part IV.C.2.e) be separated by a minimum of two (2) full calendar days. 3. At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; 27 (Part IV.C.4.i) i. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and I. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s)after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. 5. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.C.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.A.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. 28 (Part V.A.2) 2. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion -All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post- construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.E. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the "Final Stabilization" and "Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the "MS4 Acceptance" statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector's final site inspection certification(s) required in Part V.A.3. of this permit. 29 (Part V.A.5) 5. For construction activities that require post-construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post-construction stormwater management practice(s) and any right- of-way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, b. an executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s), c. for post-construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record, d. for post-construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION OF RECORDS A. Record Retention The owner or operator shall retain a copy of the NO1, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NO1, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part I I.A.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. 30 (Part VII) Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non-compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. 31 (Part VILE) E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner oroperatorshall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester's expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit , or have made substantive revisions to the SWPPP (e.g. the scope of the project changes significantly, the type of post-construction stormwater management practice(s) changes, there is a reduction in the sizing of the post- construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part H.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOls and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the 32 (Part VII.H.1.a.i) corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). 2. The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named 33 (Part VII.H.2.b) individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3. All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit 1. The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to 34 (Part VII.K.1) discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner oroperatorto achieve compliance with the conditions of this permit and with the requirements of the SWPPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1. Enter upon the owner's or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2. Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and 3. Inspect at reasonable times any facilities or equipment(including monitoring and control equipment), practices or operations regulated or required by this permit. 4. Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. 35 (Part VII.N) N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operatorfor a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 36 APPENDIX A Definitions Alter Hydrology from Pre to Post-Development Conditions - means the post- development peak flow rate(s) has increased by more than 5% of the pre-developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both "sewage" and "stormwater". Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for "Construction Activity(ies)" also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Direct Discharge (to a specific surface waterbody) - means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) - means any addition of any pollutant to waters of the State through an outlet or point source. Environmental Conservation Law (ECL) - means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) — means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip-rap or washed/crushed stone have been applied 37 on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750- 1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) - means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property— means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible — means not technologically possible, or not economically practicable and achievable in light of best industry practices. Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term "plan" in "larger common plan of development or sale" is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same "common plan" is not concurrently being disturbed. Minimize — means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, 38 ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer, and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) - means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). New Development— means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. NOI Acknowledgment Letter- means the letter that the Department sends to an owner or operator to acknowledge the Department's receipt and acceptance of a complete Notice of Intent. This letter documents the owner's or operator's authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; and/or an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications. Performance Criteria — means the design criteria listed under the "Required Elements" sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . 39 Qualified Inspector- means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition , to the Qualified Inspector qualifications. Note: Inspections of any post-construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post-construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York.. Redevelopment Activity(ies) — means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional-Land Use Control MS4 - means a city, town or village with land use control authority that is required to gain coverage under New York State DEC's SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s). 40 Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: - Re-grading of gravel roads or parking lots, - Stream bank restoration projects (does not include the placement of spoil material), - Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, - Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined ditch), - Placement of aggregate shoulder backing that makes the transition between the road shoulder and the ditch or embankment, - Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, - Long-term use of equipment storage areas at or near highway maintenance facilities, - Removal of sediment from the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment, - Existing use of Canal Corp owned upland disposal sites for the canal, and - Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations— means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria — means the criteria included in Part I.C.2 of the permit that are used to size post-construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) - means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Steep Slope — means land area with a Soil Slope Phase that is identified as an E or F, or 41 the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased — means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor- means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part 42 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard - means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 43 APPENDIX B Required SWPPP Components by Project Type Table 1 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one(1) or more acres of land, but less than five (5) acres: • Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d)segments listed in Appendix E • Single family residential subdivisions with 25% or less impervious cover at total site build-out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d)segments listed in Appendix E • Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances of one(1)or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Bike paths and trails • Sidewalk construction projects that are not part of a road/highway construction or reconstruction project • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Land clearing and grading for the purposes of creating vegetated open space(i.e. recreational parks, lawns, meadows,fields), excluding projects that alterhydrology from pre to post development conditions • Athletic fields (natural grass)that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the"Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State", excluding projects that involve soil disturbances of less than five acres and construction activities that include the construction or reconstruction of impervious area The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1)acre of land: • All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000)square feet and one (1)acre of land. 44 Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST-CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d)segments listed in Appendix E • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d)segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1)and five (5) acres of land with greater than 25% impervious cover at total site build-out • Single family residential subdivisions that involve soil disturbances of five (5)or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi-family residential developments; includes townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area)or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building(e.g. silo) and structural practices as identified in Table II in the"Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State"that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional, includes hospitals, prisons, schools and colleges • Industrial facilities, includes industrial parks • Landfills • Municipal facilities; includes highway garages,transfer stations, office buildings, POTW's and water treatment plants • Office complexes • Sports complexes • Racetracks, includes racetracks with earthen (dirt) surface • Road construction or reconstruction • Parking lot construction or reconstruction • Athletic fields (natural grass)that include the construction or reconstruction of impervious area(>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over-head electric transmission line project , wind-power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 45 APPENDIX C Watersheds Where Enhanced Phosphorus Removal Standards Are Required Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual ("Design Manual"). • Entire New York City Watershed located east of the Hudson River- Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed — Figure 4 • Kinderhook Lake Watershed — Figure 5 46 Figure 1 - New York City Watershed East of the Hudson EEKMAN EAST FISHKILL � PAWLING f ATTERSON KENT SOUTHEAST PUT AM VALLE CARMEL BWSTER N RTH SALEM SOMERS COR A T WISBORO' RKTOW EDFORD O R I DG OUN K CO W TLE RTH CAST M U LEASAN HA SON EOH Watershed 47 Figure 2 - Onondaga Lake Watershed CLAY CICERO VAN BUREN NO N US LI OL SALINA M N US LV EAST SE AM US G DD SYRACU ELBRI DG DEWITT A14ELLUS SKAN ATEL S (7NONDAGA LAFAYET E OTISCO' PAFF D TULLY [ Ph sphorus Wate s e REBLE 48 Fw uar W Greenwood Lake Watershed A W I C �imrro w, GREENWOOD, LAKE Figure 4 - Oscawana Lake Watershed PHILIPSTOWN,.1" + KENT PUTNAM VALLEY OSCAWANA LAKE i i t i II�CARMEL I I Phosphorus Watershed I I( I 50 _..._ .. Figure 5- Kinderhook Lake Watershed i' iSMD LAKE EAST GIREENIBUSH R _ n, f � r" SCHD j„ NASA y �r r d. INEW LEBANON t ; KINDERHOOK CHATHAM i �i ANAa~°N1" Town,Village,air Cfty Boundary for New York ate 0 n 2 4 Mfl Kin jai a Waleafww a� l a a .........�-��d 51 APPENDIX D Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 52 APPENDIX E List of 303(d) segments impaired by pollutants related to construction activity(e.g. silt, sediment or nutrients). Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build-out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post-construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015. COUNTY WATERBODY COUNTY WATERBODY Albany Ann Lee(Shakers)Pond, Stump Pond Greene Sleepy Hollow Lake Albany Basic Creek Reservoir Herkimer Steele Creek tribs Allegheny Amity Lake, Saunders Pond Kings Hendrix Creek Bronx Van Cortlandt Lake Lewis Mill Creek/South Branch and tribs Broome Whitney Point Lake/Reservoir Livingston Conesus Lake Broome Fly Pond, Deer Lake Livingston Jaycox Creek and tribs Broome Minor Tribs to Lower Susquehanna Livingston Mill Creek and minor tribs (north) Livingston Bradner Creek and tribs Cattaraugus Allegheny River/Reservoir Livingston Christie Creek and tribs Cattaraugus Case Lake Monroe Lake Ontario Shoreline,Western Cattaraugus Linlyco/Club Pond Monroe Mill Creek/Blue Pond Outlet and tribs Cayuga Duck Lake Monroe Rochester Embayment-East Chautauqua Chautauqua Lake, North Monroe Rochester Embayment-West Chautauqua Chautauqua Lake, South Monroe Unnamed Trib to Honeoye Creek Chautauqua Bear Lake Monroe Genesee River, Lower, Main Stem Chautauqua Chadakoin River and tribs Monroe Genesee River, Middle, Main Stem Chautauqua Lower Cassadaga Lake Monroe Black Creek, Lower, and minor tribs Chautauqua Middle Cassadaga Lake Monroe Buck Pond Chautauqua Findley Lake Monroe Long Pond Clinton Great Chazy River, Lower, Main Stem Monroe Cranberry Pond Columbia Kinderhook Lake Monroe Mill Creek and tribs Columbia Robinson Pond Monroe Shipbuilders Creek and tribs Dutchess Hillside Lake Monroe Minor tribs to Irondequoit Bay Dutchess Wappinger Lakes Monroe Thomas Creek/White Brook and tribs Dutchess Fall Kill and tribs Nassau Glen Cove Creek, Lower, and tribs Erie Green Lake Nassau LI Tribs(fresh)to East Bay Erie Scajaquada Creek, Lower, and tribs Nassau East Meadow Brook, Upper,and tribs Erie Scajaquada Creek, Middle,and tribs Nassau Hempstead Bay Erie Scajaquada Creek, Upper,and tribs Nassau Hempstead Lake Erie Rush Creek and tribs Nassau Grant Park Pond Erie Ellicott Creek, Lower,and tribs Nassau Beaver Lake Erie Beeman Creek and tribs Nassau Camaans Pond Erie Murder Creek, Lower,and tribs Nassau Halls Pond Erie South Branch Smoke Cr, Lower, and Nassau LI Tidal Tribs to Hempstead Bay tribs Nassau Massapequa Creek and tribs Erie Little Sister Creek, Lower, and tribs Nassau Reynolds Channel, east Essex Lake George(primary county: Warren) Nassau Reynolds Channel,west Genesee Black Creek, Upper, and minor tribs Nassau Silver Lake, Lofts Pond Genesee Tonawanda Creek, Middle, Main Stem Nassau Woodmere Channel Genesee Oak Orchard Creek, Upper, and tribs Niagara Hyde Park Lake Genesee Bowen Brook and tribs Niagara Lake Ontario Shoreline,Western Genesee Bigelow Creek and tribs Niagara Bergholtz Creek and tribs Genesee Black Creek, Middle,and minor tribs Oneida Ballou, Nail Creeks Genesee LeRoy Reservoir Onondaga Ley Creek and tribs Greene Schoharie Reservoir Onondaga Onondaga Creek, Lower and tribs 53 APPENDIX E List of 303(d) segments impaired by pollutants related to construction activity, cont'd. COUNTY WATERBODY COUNTY WATERBODY Onondaga Onondaga Creek, Middle and tribs Suffolk Great South Bay,West Onondaga Onondaga Creek, Upp, and minor tribs Suffolk Mill and Seven Ponds Onondaga Harbor Brook, Lower, and tribs Suffolk Moriches Bay, East Onondaga Ninemile Creek, Lower, and tribs Suffolk Moriches Bay,West Onondaga Minor tribs to Onondaga Lake Suffolk Quantuck Bay Onondaga Onondaga Creek, Lower, and tribs Suffolk Shinnecock Bay(and Inlet) Ontario Honeoye Lake Sullivan Bodine, Montgomery Lakes Ontario Hemlock Lake Outlet and minor tribs Sullivan Davies Lake Ontario Great Brook and minor tribs Sullivan Pleasure Lake Orange Monhagen Brook and tribs Sullivan Swan Lake Orange Orange Lake Tompkins Cayuga Lake,Southern End Orleans Lake Ontario Shoreline,Western Tompkins Owasco Inlet, Upper,and tribs Oswego Pleasant Lake Ulster Ashokan Reservoir Oswego Lake Neatahwanta Ulster Esopus Creek, Upper,and minor Putnam Oscawana Lake tribs Putnam Palmer Lake Ulster Esopus Creek, Lower, Main Stem Putnam Lake Carmel Ulster Esopus Creek, Middle,and minor Queens Jamaica Bay, Eastern, and tribs(Queens) tribs Queens Bergen Basin Warren Lake George Queens Shellbank Basin Warren Tribs to L.George,Village of L Rensselaer Nassau Lake George Rensselaer Snyders Lake Warren Huddle/Finkle Brooks and tribs Richmond Grasmere,Arbutus and Wolfes Lakes Warren Indian Brook and tribs Rockland Congers Lake, Swartout Lake Warren Hague Brook and tribs Rockland Rockland Lake Washington Tribs to L.George, East Shr Lk Saratoga Ballston Lake George Saratoga Round Lake Washington Cossayuna Lake Saratoga Dwaas Kill and tribs Washington Wood Cr/Champlain Canal, minor Saratoga Tribs to Lake Lonely tribs Saratoga Lake Lonely Wayne Port Bay Schenectady Collins Lake Wayne Marbletown Creek and tribs Schenectady Duane Lake Westchester Lake Katonah Schenectady Mariaville Lake Westchester Lake Mohegan Schoharie Engleville Pond Westchester Lake Shenorock Schoharie Summit Lake Westchester Reservoir No.1 (Lake Isle) Schuyler Cayuta Lake Westchester Saw Mill River, Middle,and tribs St. Lawrence Fish Creek and minor tribs Westchester Silver Lake St. Lawrence Black Lake Outlet/Black Lake Westchester Teatown Lake Steuben Lake Salubria Westchester Truesdale Lake Steuben Smith Pond Westchester Wallace Pond Suffolk Millers Pond Westchester Peach Lake Suffolk Mattituck(Marratooka) Pond Westchester Mamaroneck River, Lower Suffolk Tidal tribs to West Moriches Bay Westchester Mamaroneck River, Upp,and tribs Suffolk Canaan Lake Westchester Sheldrake River and tribs Suffolk Lake Ronkonkoma Westchester Blind Brook, Lower Suffolk Beaverdam Creek and tribs Westchester Blind Brook, Upper, and tribs Suffolk Big/Little Fresh Ponds Westchester Lake Lincolndale Suffolk Fresh Pond Westchester Lake Meahaugh Suffolk Great South Bay, East Wyoming Java Lake Suffolk Great South Bay, Middle Wyoming Silver Lake Note: The list above identifies those waters from the final New York State"2014 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy", dated January 2015, that are impaired by silt, sediment or nutrients. 54 APPENDIX F LIST OF NYS DEC REGIONAL OFFICES Region COVERING THE DIVISION OF DIVISION OF WATER FOLLOWING ENVIRONMENTAL (DOW) COUNTIES: PERMITS (DEP) PERMIT ADMINISTRATORS WATER(SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD 50 CIRCLE ROAD STONY BROOK,NY 11790 STONY BROOK,NY 11790-3409 TEL.(631)444-0365 TEL.(631)444-0405 2 BRONX,KINGS,NEW YORK, 1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA, QUEENS AND RICHMOND 47-40 21ST ST. 47-40 21ST ST. LONG ISLAND CITY,NY 11101-5407 LONG ISLAND CITY,NY 11101-5407 TEL.(718)482-4997 TEL.(718)482-4933 3 DUTCHESS,ORANGE,PUTNAM, 21 SOUTH PUTT CORNERS ROAD 100 HILLSIDE AVENUE,SUITE 1W ROCKLAND,SULLIVAN,ULSTER NEW PALTZ,NY 12561-1696 WHITE PLAINS,NY 10603 AND WESTCHESTER TEL.(845)256-3059 TEL.(914)428-2505 4 ALBANY,COLUMBIA, 1150 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD DELAWARE,GREENE, SCHENECTADY,NY 12306-2014 SCHENECTADY,NY 12306-2014 MONTGOMERY,OTSEGO, TEL.(518)357-2069 TEL.(518)357-2045 RENSSELAER,SCHENECTADY AND SCHOHARIE 5 CLINTON,ESSEX,FRANKLIN, 1115 STATE ROUTE 86, PO BOX 296 232 GOLF COURSE ROAD FULTON,HAMILTON, RAY BROOK,NY 12977-0296 WARRENSBURG,NY 12885-1172 SARATOGA,WARREN AND TEL.(518)897-1234 TEL.(518)623-1200 WASHINGTON 6 HERKIMER,JEFFERSON, STATE OFFICE BUILDING STATE OFFICE BUILDING LEWIS,ONEIDA AND 317 WASHINGTON STREET 207 GENESEE STREET ST. LAWRENCE WATERTOWN,NY 13601-3787 UTICA,NY 13501-2885 TEL.(315)785-2245 TEL.(315)793-2554 7 BROOME,CAYUGA, 615 ERIE BLVD.WEST 615 ERIE BLVD.WEST CHENANGO,CORTLAND, SYRACUSE,NY 13204-2400 SYRACUSE,NY 13204-2400 MADISON,ONONDAGA, TEL.(315)426-7438 TEL.(315)426-7500 OSWEGO,TIOGA AND TOMPKINS 8 CHEMUNG,GENESEE, 6274 EAST AVON-LIMA ROAD 6274 EAST AVON-LIMA RD. LIVINGSTON,MONROE, AVON,NY 14414-9519 AVON,NY 14414.9519 ONTARIO,ORLEANS, TEL.(585)226-2466 TEL.(585)226-2466 SCHUYLER,SENECA, STEUBEN,WAYNE AND YATES 9 ALLEGANY, 270 MICHIGAN AVENUE 270 MICHIGAN AVE. CATTARAUGUS, BUFFALO,NY 14203.2999 BUFFALO,NY 14203-2999 CHAUTAUQUA,ERIE, TEL.(716)851-7165 TEL.(716)851-7070 NIAGARA AND WYOMING 55 APPENDIX H STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM FOR CONSTRUCTION ACTIVITIES CONSTRUCTION SITE LOG BOOK Table of Contents I. Pre-Construction Meeting Documents a. Preamble to Site Assessment and Inspections b. Operator's Certification C. Qualified Professional's Credentials & Certification d. Pre-Construction Site Assessment Checklist II. Construction Duration Inspections a. Directions b. Modification to the SWPPP III. Monthly Summary Reports IV. Monitoring, Reporting, and Three-Month Status Reports a. Operator's Compliance Response Form Properly completing forms such as those contained in Appendix H meet the inspection requirement of NYS- DEC SPDES GP for Construction Activities. Completed forms shall be kept on site at all times and made avail- able to authorities upon request. August 2005 Page H.1 New York Standards and Specifications For Erosion and Sediment Control I. PRE-CONSTRUCTION MEETING DOCUMENTS Project Name Permit No. Date of Authorization Name of Operator Prime Contractor a. Preamble to Site Assessment and Inspections The Following Information To Be Read By All Person's Involved in The Construction of Stormwater Re- lated Activities: The Operator agrees to have a qualified professional' conduct an assessment of the site prior to the com- mencement of construction and certify in this inspection report that the appropriate erosion and sediment controls described in the SWPPP have been adequately installed or implemented to ensure overall prepared- ness of the site for the commencement of construction. Prior to the commencement of construction, the Operator shall certify in this site logbook that the SWPPP has been prepared in accordance with the State's standards and meets all Federal, State and local erosion and sediment control requirements. When construction starts, site inspections shall be conducted by the qualified professional at least every 7 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater(Construction Dura- tion Inspections). The Operator shall maintain a record of all inspection reports in this site logbook. The site logbook shall be maintained on site and be made available to the permitting authorities upon request. The Operator shall post at the site, in a publicly accessible location, a summary of the site inspection activities on a monthly basis (Monthly Summary Report). The operator shall also prepare a written summary of compliance with this general permit at a minimum frequency of every three months (Operator's Compliance Response Form),while coverage exists. The sum- mary should address the status of achieving each component of the SWPPP. Prior to filing the Notice of Termination or the end of permit term, the Operator shall have a qualified pro- fessional perform a final site inspection. The qualified professional shall certify that the site has undergone final stabilization using either vegetative or structural stabilization methods and that all temporary erosion and sediment controls (such assilt fencing)not needed for long-term erosion control have been removed. In addition, the Operator must identify and certify that all permanent structures described in the SWPPP have been constructed and provide the owner(s)with an operation and maintenance plan that ensures the structure(s) continuously functions as designed. 1 "Qualified Professional means a person knowledgeable in the principles and practice of erosion and sediment controls, such as a Certified Professional in Erosion and Sediment Control(CPESC),soil scientist,licensed engineer or someone working under the direction and supervision of a licensed engineer(person must have experience in the principles and practices of erosion and sediment control). 2"Commencement of construction"means the initial removal of vegetation and disturbance of soils associated with clearing,grading or excavating activities or other construction activities. 3 "Final stabilization"means that all soil-disturbing activities at the site have been completed and a uniform,perennial vegetative cover with a density of eighty(80)percent has been established or equivalent stabilization measures(such as the use of mulches or geotextiles)have been employed on all unpaved areas and areas not covered by permanent struc- tures. New York Standards and Specifications Page H.2 August 2005 For Erosion and Sediment Control b. Operators Certification "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief,true, accurate,and complete. Further,I hereby certify that the SWPPP meets all Federal, State, and local erosion and sediment control requirements. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law. Name(please print): Title Date: Address: Phone: Email: Signature: c. Qualified Professional's Credentials & Certification "I hereby certify that I meet the criteria set forth in the General Permit to conduct site inspections for this project and that the appropriate erosion and sediment controls described in the SWPPP and as described in the following Pre-construction Site Assessment Checklist have been adequately installed or implemented, ensuring the overall preparedness of this site for the commencement of construction." Name(please print): Title Date: Address: Phone: Email: Signature: August 2005 Page H.3 New York Standards and Specifications For Erosion and Sediment Control d. Pre-construction Site Assessment Checklist (NOTE: Provide comments below as necessary) 1.Notice of Intent, SWPPP, and Contractors Certification: Yes No NA [ ] [] [] Has a Notice of Intent been filed with the NYS Department of Conservation? [ ] [] [] Is the SWPPP on-site? Where? [ ] [] [] Is the Plan current?What is the latest revision date? [] [] [] Is a copy of the NOI(with brief description)onsite?Where? [ ] [] [] Have all contractors involved with stonnwater related activities signed a contractor's certification? 2. Resource Protection Yes No NA [ ] [] [] Are construction limits clearly flagged or fenced? [] [] [ ] Important trees and associated rooting zones, on-site septic system absorption fields, existing vegetated areas suitable for filter strips,especially in perimeter areas,have been flagged for protection. [ ] [] [] Creek crossings installed prior to land-disturbing activity, including clearing and blasting. 3. Surface Water Protection Yes No NA [] [] [] Clean stonnwater runoff has been diverted from areas to be disturbed. [ ] [] [] Bodies of water located either on site or in the vicinity of the site have been identified and protected. [ ] [] [] Appropriate practices to protect on-site or downstream surface water are installed. [ ] [] [] Are clearing and grading operations divided into areas<5 acres? 4. Stabilized Construction Entrance Yes No NA [] [] [] A temporary construction entrance to capture mud and debris from construction vehicles before they enter the public highway has been installed. [ ] [] [] Other access areas (entrances,construction routes, equipment parking areas) are stabilized immediately as work takes place with gravel or other cover. [ ] [] [] Sediment tracked onto public streets is removed or cleaned on a regular basis. 5. Perimeter Sediment Controls Yes No NA [ ] [] [] Silt fence material and installation comply with the standard drawing and specifications. [ ] [] [] Silt fences are installed at appropriate spacing intervals [] [] [ ] Sediment/detention basin was installed as first land disturbing activity. [ ] [] [ ] Sediment traps and barriers are installed. 6. Pollution Prevention for Waste and Hazardous Materials Yes No NA [ ] [] [] The Operator or designated representative has been assigned to implement the spill prevention avoidance and response plan. [] [] [ ] The plan is contained in the SWPPP on page [] [] [ ] Appropriate materials to control spills are onsite.Where? New York Standards and Specifications Page HA August 2005 For Erosion and Sediment Control II.CONSTRUCTION DURATION INSPECTIONS a. Directions: Inspection Forms will be filled out during the entire construction phase of the project. Required Elements: (1) On a site map, indicate the extent of all disturbed site areas and drainage pathways. Indicate site areas that are expected to undergo initial disturbance or significant site work within the next 14-day period; (2) Indicate on a site map all areas of the site that have undergone temporary or permanent stabilization; (3) Indicate all disturbed site areas that have not undergone active site work during the previous 14-day period; (4) Inspect all sediment control practices and record the approximate degree of sediment accumulation as a percentage of sediment storage volume (for example, 10 percent, 20 percent, 50 percent); (5) Inspect all erosion and sediment control practices and record all maintenance requirements such as verifying the integrity of barrier or diversion systems (earthen berms or silt fencing) and containment systems (sediment basins and sediment traps). Identify any evidence of rill or gully erosion occurring on slopes and any loss of stabilizing vegetation or seeding/mulching. Document any excessive deposition of sediment or ponding water along barrier or diversion systems. Record the depth of sediment within containment structures, any erosion near outlet and overflow structures, and verify the ability of rock filters around perforated riser pipes to pass water; and (6) Immediately report to the Operator any deficiencies that are identified with the implementation of the SWPPP. August 2005 Page H.5 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page I of SITE PLAN/SKETCH Inspector(print name) Date of Inspection Qualified Professional (print name) Qualified Professional Signature The above signed acknowledges that, to the best of his/her knowledge, all information provided on the forms is accurate and complete. New York Standards and Specifications Page H.6 August 2005 For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 2 of Maintaining Water Quality Yes No NA [] [] [] Is there an increase in turbidity causing a substantial visible contrast to natural conditions? [] [ ] [] Is there residue from oil and floating substances,visible oil film, or globules or grease? [] [ ] [ ] All disturbance is within the limits of the approved plans. [ ] [] [] Have receiving lake/bay, stream, and/or wetland been impacted by silt from project? Housekeeping 1. General Site Conditions Yes No NA [ ] [] [ ] Is construction site litter and debris appropriately managed? [] [] [ ] Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly maintained? [] [] [ ] Is construction impacting the adjacent property? [] [ ] [ ] Is dust adequately controlled? 2. Temporary Stream Crossing Yes No NA [] [] [ ] Maximum diameter pipes necessary to span creek without dredging are installed. [ ] [ ] [ ] Installed non-woven geotextile fabric beneath approaches. [] [] [ ] Is fill composed of aggregate (no earth or soil)? [ ] [ ] [] Rock on approaches is clean enough to remove mud from vehicles &prevent sediment from entering stream during high flow. Runoff Control Practices 1. Excavation Dewatering Yes No NA [ ] [] [] Upstream and downstream berms (sandbags, inflatable darns, etc.) are installed per plan. [] [ ] [ ] Clean water from upstream pool is being pumped to the downstream pool. [] [] [ ] Sediment laden water from work area is being discharged to a silt-trapping device. [] [] [] Constructed upstream berm with one-foot minimum freeboard. 2. Level Spreader Yes No NA [] [] [ ] Installed per plan. [] [] [ ] Constricted on undisturbed soil,not on fill,receiving only clear,non-sediment laden flow. [] [] [ ] Flow sheets out of level spreader without erosion on downstream edge. 3. Interceptor Dikes and Swales Yes No NA [] [] [] Installed per plan with minimum side slopes 2H:1 V or flatter. [] [] [ ] Stabilized by geotextile fabric, seed,or mulch with no erosion occurring. [] [ ] [ ] Sediment-laden runoff directed to sediment trapping stricture August 2005 Page H.7 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 3 of Runoff Control Practices(continued) 4. Stone Check Dam Yes No NA [] [] [] Is channel stable? (flow is not eroding soil underneath or around the structure). [] [ ] [ ] Check is in good condition(rocks in place and no permanent pools behind the structure). [ ] [] [ ] Has accumulated sediment been removed?. 5. Rock Outlet Protection Yes No NA [] [ ] [ ] Installed per plan. [ ] [ ] [ ] Installed concurrently with pipe installation. Soil Stabilization 1. Topsoil and Spoil Stockpiles Yes No NA [ ] [] [ ] Stockpiles are stabilized with vegetation and/or mulch. [] [] [ ] Sediment control is installed at the toe of the slope. 2. Revegetation Yes No NA [ ] [ ] [] Temporary seedings and mulch have been applied to idle areas. [] [ ] [ ] 4 inches minimum of topsoil has been applied under permanent seedings Sediment Control Practices 1. Stabilized Construction Entrance Yes No NA [] [ ] [ ] Stone is clean enough to effectively remove mud from vehicles. [ ] [ ] [ ] Installed per standards and specifications? [] [] [ ] Does all traffic use the stabilized entrance to enter and leave site? [] [] [ ] Is adequate drainage provided to prevent ponding at entrance? 2. Silt Fence Yes No NA [] [ ] [ ] Installed on Contour, 10 feet from toe of slope(not across conveyance channels). [] [ ] [ ] Joints constructed by wrapping the two ends together for continuous support. [ ] [ ] [ ] Fabric buried 6 inches minimum. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas., Sediment accumulation is_% of design capacity. New York Standards and Specifications Page H.8 August 2005 For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS Page 4 of Sediment Control Practices (continued) 3. Storm Drain Inlct Protection (Use for Stone&Block; Filter Fabric; Curb; or,Excavated practices) Yes No NA [ ] [ ] [ ] Installed concrete blocks lengthwise so open ends face outward,not upward. [ ] [ ] [ ] Placed wire screen between No. 3 crushed stone and concrete blocks. [ ] [ ] [ ] Drainage area is 1 acre or less. [ ] [ ] [ ] Excavated area is 900 cubic feet. [] [ ] [ ] Excavated side slopes should be 2:1. [] [ ] [ ] 2"x 4"frame is constructed and structurally sound. [ ] [ ] [ ] Posts 3-foot maximum spacing between posts. [] [ ] [ ] Fabric is embedded 1 to 1.5 feet below ground and secured to frame/posts with staples at max fl- inch spacing. [] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation % of design capacity. 4. Temporary Sediment Trap Yes No NA [] [ ] [ ] Outlet structure is constructed per the approved plan or drawing. [] [ ] [ ] Geotextile fabric has been placed beneath rock fill. Sediment accumulation is_% of design capacity. 5. Temporary Sediment Basin Yes No NA [ ] [ ] [ ] Basin and outlet structure constructed per the approved plan. [] [ ] [ ] Basin side slopes are stabilized with seed/mulch. [] [ ] [ ] Drainage structure flushed and basin surface restored upon removal of sediment basin facility. Sediment accumulation is % of design capacity. Note: Not all erosion and sediment control practices are included in this listing. Add additional pages to this list as required by site specific design. Construction inspection checklists for post-development stormwater management practices can be found in Appendix F of the New York Stormwater Management Design Manual. August 2005 Page H.9 New York Standards and Specifications For Erosion and Sediment Control CONSTRUCTION DURATION INSPECTIONS b. Modifications to the SWPPP (To be completed as described below) The Operator shall amend the SWPPP whenever: 1. There is a significant change in design, construction, operation, or maintenance which may have a significant effect on the potential for the discharge of pollutants to the waters of the United States and which has not otherwise been addressed in the SWPPP; or 2. The SWPPP proves to be ineffective in: a. Eliminating or significantly minimizing pollutants from sources identified in the SWPPP and as required by this permit; or b. Achieving the general objectives of controlling pollutants in stormwater discharges from permitted construction activity; and 3. Additionally,the SWPPP shall be amended to identify any new contractor or subcontractor that will implement any measure of the SWPPP. Modification &Reason: New York Standards and Specifications Page H.10 August 2005 For Erosion and Sediment Control III. Monthly Summary of Site Inspection Activities Name of Permitted Facility: Today's Date: Reporting Month: Location: Permit Identification#: Name and Telephone Number of Site Inspector: Date of Regular/Rainfall Inspection based Inspection Name of Inspector Items of Concern Owner/Operator Certification: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted.Based on my inquiry of the person or persons who manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate,and complete. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law." Signature of Permittee or Duly Authorized Representative Name of Permittee or Duly Authorized Representative Date Duly authorized representatives must have written authorization, submitted to DEC, to sign any permit documents. August 2005 Page H.11 New York Standards and Specifications For Erosion and Sediment Control STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM FOR CONSTRUCTION ACTIVITIES CONSTRUCTION SITE LOG BOOK TABLE OF CONTENTS 1. Pre-Construction Meeting Documents 2. Operator's Certification 3. Pre-Construction Site Assessment Form 4. Construction Duration Inspections i. Directions ii. Monthly Summary Report iii. Modification to the SWPPP 5. Three-Month Status Reports 6. Final Stabilization and Retention of Records i. Qualified Professional's Certification of Final Stabilization ii. Retention of Records 1. PRE-CONSTRUCTION MEETING DOCUMENTS Project Name GP-0-08-001 Permit No. Date of Authorization Name of Operator General Contractor The Following Information To Be Read By All Person.s Involved in The Construction of Stormwater Related Activities: Site Assessment and Inspections— a. The Operator agrees to have a qualified professional' conduct an assessment of the site prior to the commencement of construction and certify in this inspection report that the appropriate erosion and sediment controls described in the SWPPP have been adequately installed or implemented to ensure overall preparedness of the site for the commencement of construction. Following the commencement of construction, site inspections shall be conducted by the qualified professional at least every 14 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater. b. The Operator shall maintain a record of all inspection reports in this site log book. The site log book shall be maintained on site and be made available to the permitting authorities upon request. Prior to the commencement of construction2, the Operator shall certify in the site log book that the SWPPP, prepared in accordance with the State's standards and meets all Federal, State and local erosion and sediment control requirements. The Operator shall post at the site, in a publicly-accessible location, a summary of the site inspection activities on a monthly basis. c. Prior to filing of the Notice of Termination or the end of permit term, the Operator shall have the qualified professional perform a final site inspection.The qualified professional shall certify that the site has undergone final stabilization using either vegetative or structural stabilization methods and that all temporary erosion and sediment controls(such as silt fencing) not needed for long-term erosion control have been removed. ' "Qualified Professional means a person knowledgeable in the principles and practice of erosion and sediment controls, such as a Certified Professional in Erosion and Sediment Control (CPESC), soil scientist, licensed engineer or someone working under the direction and supervision of a licensed engineer(person must have experience in the principles and practices of erosion and sediment control). Certified Professional in Erosion and Sediment Control (CPESC), or soil scientist. 2"Commencement of construction" means the initial removal of vegetation and disturbance of soils associated with clearing, grading or excavating activities or other construction activities. 3"Final stabilization" means that all soil-disturbing activities at the site have been completed and a uniform, perennial vegetative cover with a density of eighty (80)percent has been established or equivalent stabilization measures (such as the use of mulches or geotextiles)have been employed on all unpaved areas and areas not covered by permanent structures. 2. OPERATOR'S CERTIFICATION "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. Further, I hereby certify that the SWPPP meets all Federal State and local erosion and sediment control requirements. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law. " Name(please print) Title: Date: Address: Phone: Email: 3. PRE-CONSTRUCTION SITE ASSESSMENT FORM Inspector(print name) Date of Inspection Qualified Professional (print name) Qualified Professional Signature The above signed acknowledges that, to the best of his/her knowledge, all information provided on the following forms is accurate and complete. NOTE: Provide comments below as necessary a. Notice of Intent, SWPPP, and Contractors. Certification: Y N NA [ ] [ ] [ ] Hasa Notice of Intent been filed with the NYS Department of Conservation? [ ] [ ] [ ] Is the SWPPP on-site?Where? [ ] [ ] [ ] Is the Plan current?What is the latest revision date? [ ] [ ] [ ] Have all contractors involved with implementing the erosion and sediment control portions of the SWPPP signed the contractor's certification? b. Resource Protection Y N NA [ ] [ ] [ ]Are construction limits clearly flagged or fenced? [ ] [ ] [ ] Important trees and associated rooting zones, on-site septic systems absorption fields, existing vegetated areas suitable for filter strips, especially in perimeter areas, etc. have been flagged for protection. [ ] [ ] [ ] Creek crossings installed prior to land-disturbing activity, including clearing and blasting. c. Surface Water Protection Y N NA [ ] [ ] [ ] Clean stormwater runoff has been diverted from areas to be disturbed. [ ] [ ] [ ] Bodies of water located either on site or in the vicinity of the site have been identified and protected. [ ] [ ] [ ] Appropriate practices to protect on-site or downstream surface water are installed. d. Stabilized Construction Entrance Y N NA [ ] [ ] [ ]A temporary construction entrance to capture mud and debris from construction vehicles before they enter the public highway has been installed. [ ] [ ] [ ] Other access areas (entrances, construction routes, equipment parking areas)are stabilized immediately as work takes place with gravel or other cover. [ ] [ ] [ ] Sediment tracked onto public streets is removed or cleaned on a regular basis. e. Perimeter Sediment Controls Y N NA [ ] [ ] [ ] Silt fence material and installation comply with the standard drawing and specifications. [ ] [ ] [ ] Silt fences are installed at appropriate spacing intervals [ ] [ ] [ ] Sediment/detention basin was installed as first land disturbing activity. [ ] [ ] [ ] Sediment traps and barriers are installed. 4. CONSTRUCTION DURATION INSPECTIONS These Inspection Forms will be filled out during the entire construction phase of the project. Inspector(print name) Date of Inspection Qualified Professional (print name) Qualified Professional Signature The above signed acknowledges that, to the best of his/her knowledge, all information provided on the forms is accurate and complete. Check one of the following: Weekly Inspection or, Rain Event Inspection (greater than 0.5 inches in 24 hour period) ❑ Weekly Inspection or, ❑ Rain Event Inspection (greater than 0.5 inches in 24 hrs) Date of Rain Event Amount of Rain in. On a plan/sketch below that represents the project area, or on an attached site map: 1.Indicate the extent of all disturbed site areas and drainage pathways; 2.Indicate site areas that are expected to undergo initial disturbance or significant site work within the next 14-day period; 3.Indicate all areas of the site that have undergone temporary or permanent stabilization; 4.Indicate all disturbed site areas that have not undergone active site work during the previous 14-day period; SITE PLAN/SKETCH Time on site AM/PM Time off site AM/PM Weather Temp °F Photos Taken Comments: Contractor Signature Date General Housekeeping Y N NA [ ] [ ] [ ] Is there an increase in turbidity that will cause a substantial visible contrast to natural conditions? [ ] [ ] [ ] Is there residue from oil and floating substances, visible oil film, or globules or grease? [ ] [ ] [ ] Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly maintained? [ ] [ ] [ ] Is construction impacting the adjacent property? [ ] [ ] [ ] Is dust adequately controlled? Temporary Stream Crossing Y N NA [ ] [ ] [ ] Maximum diameter pipes necessary to span creek without dredging are installed. [ ] [ ] [ ] Installed non-woven geotextile fabric beneath approaches. [ ] [ ] [ ]20 feet minimum approach length, minimum 6 inch depth of rock, 18 inch maximum fill depth over pipes. [ ] [ ] [ ] Installed diversion dike/swale through both approaches 50 feet(max)from top of bank. [ ] [ ] [ ] Fill composed of clean shot rock or KTC Class III channel lining. [ ] [ ] [ ] Rock clean enough to remove mud from vehicles&prevent sediment from entering stream during high flow. Excavation Dewatering Y N NA [ ] [ ] [ ] Upstream and downstream berms (sandbags, inflatable dams, etc.)are installed per plan. [ ] [ ] [ ] Clean water from upstream pool is being pumped to the downstream pool. [ ] [ ] [ ] Sediment laden water from work area is being discharged to a silt-trapping device. [ ] [ ] [ ] Constructed upstream berm with one-foot minimum freeboard. Vegetative Filter Strips Y N NA [ ] [ ] [ ]Vegetation is dense and there are no signs of erosion. [ ] [ ] [ ]Width of filter strip is per the approved plan. [ ] [ ] [ ] Ground slope of filter strip is between 11% and 5%. Level Spreader Y N NA [ ] [ ] [ ] Installed per plan. [ ] [ ] [ ] Constructed on undisturbed soil, not on fill, receiving only clear, non-sediment laden flow. [ ] [ ] [ ] Flow sheets out of level spreader without erosion on downstream edge. Interceptor Dikes and Swales Y N NA [ ] [ ] [ ] Installed per plan with minimum side slopes 2H:1V or flatter. [ ] [ ] [ ] Stabilized by geotextile fabric, seed, or mulch with no erosion occurring. [ ] [ ] [ ] Sediment-laden runoff directed to sediment trapping structure Sediment Control Y N NA [ ] [ ] [ ] Sediment control practices are located and installed correctly. [ ] [ ] [ ] BMPs are maintained per specifications [ ] [ ] [ ] Stockpiles are stabilized and contained. [ ] [ ] [ ] De-watering operations prevent direct discharges to sensitive features. [ ] [ ] [ ] Construction Schedule—Are clearing and grading operations divided into stages for large areas(i.e. greater than 2 acres), as opposed to mass grading? (NOTE: If staged, erosion control measures may also need to be staged.) Adverse Impacts or Off-Site Degradation Y N NA [ ] [ ] [ ]Work is within the limits of the approved plans, including clearing and blasting. [ ] [ ] [ ]Adverse impacts—ponds, streams, wetlands and sinkholes are free of sediment from site. [ ] [ ] [ ]Off-site degradation-sediment is kept out of roadways, adjacent property, storm sewers, or air(dust). Stabilized Construction Entrance Y N NA [ ] [ ] [ ]Stone is clean enough to effectively remove mud from vehicles. [ ] [ ] [ ] Installed per standards and specifications? [ ] [ ] [ ]Does all traffic use the stabilized entrance to enter and leave site? [ ] [ ] [ ] Is adequate drainage provided to prevent ponding at entrance? Reinforced Silt Fence Y N NA [ ] [ ] [ ] Installed on Contour, 10 feet from toe of slope (not across conveyance channels). [ ] [ ] [ ]Joints constructed by wrapping the two ends together for continuous support. [ ] [ ] [ ] Installed steel posts, downstream side of flow, maximum 6 foot intervals with 6 x 6 inch 14 gage wire. [ ] [ ] [ ] Fabric buried 6 inches minimum. [ ] [ ] [ ] Posts are stable,fabric is tight and without rips or frayed areas. [ ] [ ] [ ]Sediment accumulation is_% of design capacity. Stone Check Dam Y N NA [ ] [ ] [ ] Channel is without erosion (i.e., flow is not eroding soil underneath or around the structure). [ ] [ ] [ ]Check is in good condition (i.e., rocks have not been displaced and no permanent pools behind the structure). [ ] [ ] [ ]Sediment accumulation is_% of design capacity. Block and Gravel Drop Inlet Protection Y N NA [ ] [ ] [ ] Installed concrete blocks lengthwise so open ends face outward, not upward. [ ] [ ] [ ] Placed wire screen between No. 3 crushed stone and concrete blocks. [ ] [ ] [ ] Sediment accumulation_% of design capacity. Filter Fabric(Drop) Inlet Protection Y N NA [ ] [ ] [ ] Installed 2-inch x 4-inch wood frame and wood posts, with maximum 3-foot spacing. [ ] [ ] [ ] Filter fabric buried a minimum of 8 inches and secured to frame/posts with staples at max 8-inch spacing. [ ] [ ] [ ] Posts 3-foot maximum spacing between posts. [ ] [ ] [ ] Posts are stable,fabric is tight and without rips or frayed areas. [ ] [ ] [ ] Sediment accumulation is_% of design capacity. Excavated Drop Inlet Protection Y N NA [ ] [ ] [ ] Excavated depth is a minimum 1-foot, but no more that 2-feet maximum. [ ] [ ][ ] Gravel supported by hardware cloth to allow drainage and restrict sediment movement. [ ] [ ] [ ] Excavated side slopes should be 2:1. Temporary Sediment Trap Y N NA [ ] [ ] [ ] Outlet structure is constructed per the approved plan or drawing. [ ] [ ] [ ] Geotextile fabric has been placed beneath rock fill. [ ] [ ] [ ] Sediment accumulation is_% of design capacity. Temporary Sediment Basin Y N NA [ ] [ ] [ ] Basin and outlet structure constructed per the approved plan. [ ] [ ] [ ] Basin side slopes are stabilized with seed/mulch. [ ] [ ] [ ] Sediment accumulation is_% of design capacity [ ] [ ] [ ] Drainage structure flushed and basin surface restored upon removal of sediment basin facility. MODIFICATIONS TO THE SWPPP Modification & Reason: 5. MONITORING, REPORTING AND THREE MONTH STATUS REPORTS A. The NYSDEC may, at its sole discretion, require monitoring of discharge(s)from the permitted construction activity after notifying the Operator in writing of the basis for such monitoring, the parameters and frequency at which monitoring shall occur and the associated reporting requirements, if any. B. The Operator shall also prepare a written summary of its status with respect to compliance with this general permit at a minimum frequency of every three months during which coverage under this permit exists. The summary should address the status of achieving each component of the SWPPP . This summary shall be handled according to Permit requirements. 6. FINAL STABILZATION AND RETENTION OF RECORDS A. Qualified Professional Certification -The Operator shall have the qualified professional perform a final site inspection prior to filing the Notice of Termination of the end of the permit term. Y N NA [ ] [ ] [ ] Final site drainage will prevent erosion, concentrated flows to adjacent properties, uncontrolled overflow, and ponding. [ ] [ ] [ ] Conveyance systems are stabilized. [ ] [ ] [ ] Channels and streambanks are seeded at the outlet points. "I hereby certify that the site has undergone final stabilization. Final Stabilization means that all soil disturbing activities have been completed and a uniform, perennial vegetative cover with a density of eighty(80)percent has been established or equivalent stabilization measures(such as the use of mulches or geotextiles)have been employed on all unpaved areas and areas not covered by permanent structures. Further, all temporary erosion and sediment controls (such as silt fence) not specified for permanent erosion control have been removed. Name of Qualified Professional: Signature: B Retention of Records - The Operator shall retain copies of SWPPPs and any reports submitted in conjunction with this permit, and records of all data used to complete the NOI to be covered by this permit,for a period of at least three years from the date that the site is finally stabilized.This period may be extended by the Department, in its sole discretion, at any time upon written notification. C. Maintenance of SWPPP and any reports at the construction site-The Operator shall retain a copy of the SWPPP required by this permit at the construction site from the date of initiation of construction activities to the date of final stabilization. D.Addresses - Except for the submittal of NOls and NOTs, all written correspondence under this permit directed to NYSDEC, including the submittal of individual permit applications, shall be sent to the address of the appropriate Department Office. _ New York State Department of Environmental Conservation Division of Water � � 625 Broadway,4th Floor Albany,New York 12233-3505 *(NOTE:Submit completed form to address above)* NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity Please indicate your permit identification number: NYR I. Owner or Operator Information 1.Owner/Operator Name: 2. Street Address: 3.City/State/Zip: 4. Contact Person: 4a.Telephone: 5. Contact Person E-Mail: 11. Project Site Information 5.Project/Site Name: 6. Street Address: 7.City/Zip: 8. County: III. Reason for Termination 9a. ❑All disturbed areas have achieved final stabilization in accordance with the general permit and SWPPP. *Date final stabilization completed(month/year): 9b. ❑Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's permit identification number:NYR (Note:Permit coverage can not be terminated by owner identified in I.1. above until new owner/operator obtains coverage under the general permit) 9c. ❑Other(Explain on Page 2) IV. Final Site Information: 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? ❑yes ❑no (If no,go to question l Of.) I Ob. Have all post-construction stormwater management practices included in the final SWPPP been constructed? ❑yes ❑no (If no,explain on Page 2) 10c.Identify the entity responsible for long-term operation and maintenance of practice(s)? Page 1 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity-continued I Od.Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? ❑yes ❑no I Oe.Indicate the method used to ensure long-term operation and maintenance of the post-construction stormwatcr management practice(s): ❑Post-construction stormwater management practice(s)and any right-of-way(s)needed to maintain practice(s)have been deeded to the municipality. ❑Executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practice(s). ❑For post-construction stormwater management practices that are privately owned,the deed of record has been modified to include a deed covenant that requires operation and maintenance of the practice(s)in accordance with the operation and maintenance plan. ❑For post-construction stormwater management practices that are owned by a public or private institution (e.g.school,college,university),or government agency or authority,policy and procedures are in place that ensures operation and maintenance of the practice(s)in accordance with the operation and maintenance plan. I Of.Provide the total area of impervious surface(i.e.roof,pavement,concrete,gravel,etc.)constructed within the disturbance area? (acres) 11.Is this project subject to the requirements of a regulated,traditional land use control MS4? ❑yes ❑no (If Yes,complete section VI-"MS4 Acceptance"statement V. Additional Information/Explanation: (Use this section to answer questions 9c. and 10b.,if applicable) VI. MS4 Acceptance-MS4 Official(principal executive officer or ranking elected official)or Duly Authorized Representative(Note:Not required when 9b.is checked-transfer of coverage) I have determined that it is acceptable for the owner or operator of the construction project identified in question 5 to submit the Noticc of Termination at this time. Printed Name: Title/Position: Signature: Date: Page 2 of 3 NOTICE OF TERMINATION for Storm Water Discharges Authorized under the SPDES General Permit for Construction Activity-continued VII. Qualified Inspector Certification-Final Stabilization: I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version of the general permit,and that all temporary,structural erosion and sediment control measures have been removed. 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. Printed Name: Title/Position: Signature: Date: VIII. Qualified Inspector Certification-Post-construction Stormwater Management Practice(s): I hereby certify that all post-construction stormwater management practices have been constructed in conformance with the SWPPP. 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. Printed Name: Title/Position: Signature: Date: IX. Owner or Operator Certification I hereby certify that this document was prepared by me or under my direction or supervision.My determination, based upon my inquiry of the person(s)who managed the construction activity,or those persons directly responsible for gathering the information,is that the information provided in this document is true,accurate and complete.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. Printed Name: Title/Position: Signature: Date: (NYS DEC Notice of Termination-January 20 10) Page 3 of 3 Post Constructlon Maintenance Manual for Stewarts Shops 977' Route 1491 Town of Queenisbury Warren County,, New York March 9, 2017 Prepared by.° Engineering and 21 Corporate Drive, Sufte 105 Land Surveying, P.C. Clifton iPark, NY 12065 Tel:518-371-0799 Fax: 518-371-0622 &MJ I nginewrincg and Land Surveyln g. PC, P? ra;4,YM 1 F..,JN pMMI, ,a a,�mlena++vn, POST CONSTRUCTION STORMI WATER MAINTENANCE PLAN for ST'EWARTS SHOPS TOWN OF QUCFNSBURY„"BARREN COUNTY, NEW YORK Table cif Contents 1.0 OPERATION N AND MAINTENANCE INFORMATION..................................................... .............a....... SiteAddress....,......a.. . ......... ...................... ........ .................................. ....... ......... ............., I DescriptiveSite Location. ......... .......................................................................... . ....... ......... 1 Property Owner...... . ..... .. ................ ....... .. ..................... ........ ........... ...........,........... . PropertyManagement,..,,....... ..___....___.. . .......... ........ . ........... ........ ... .. __............._... ........ ........... t 2.0 DESIGN AND !CONSTRUCTION INFORMATION.....z...... . ........... ............w.........,.. ............ ........ Maintenance Mechanis►rr .........._........___. ... . ....... ....... ..... . ..... ..... ........... .. ..... ......... RequiredInspections.,,... .. .... ................. ............... ...... .. ...... ..... .___............ ...... ____........... ........... Providers of Maintenance Services..... .......... .......... ...... ......... ... .......................... ,....... ..,...,,, EmergencyContact.,................__. . ... ......... ..... ........ .... ......... .. ....... ...... ....... . ............. .... ........... .0 MAINTENANCE AND INSPECTION RESPONSIBILITIES................... .....................,................,..., PermittingAuthority......... ....... ....... ............ . ........ ....... .... ....... . ... ...... .____........... ............................. 3 tesign `ngineer........... . ......... ...... . ....... .... ... ........,,, ....... ..,...... .. . .....,, Contractor_-................... .. ....... .. ..... ... .... ........,,..... .... .... ....... . ....,. ............ ...... ..,...... EmergencyContact........... ......... ..... ..................................... ......... ....... ...... ............................ ..... 3 4.0 FUNDING MECHANISM............ ................,......... .....,...,,. .._............... ......... .......... ...................4 EstimatedAnnual C & M Costs.......... ..... ... ......... .......... ... ......___........ ...............,,.. 4 .0 POST-CONSTRUCTION, STO,RIIIIWATSR MANAGEMENT FACILITIES (PRACTICES).................5 Practice A: Infiltration Basin (F-1 NYSl°EC)....,....... ................ .. .......... .,,......... ................. ....... ........ Practice S: Primate Closed Drainage System and; Detention Array.... ........................,......................... ..........6 Practice C; Hydrodynamic Unit and Oiil'Itll'ater Seperator ....................................... ........,.,... ...,......... .....7 6.0 ATTACHMENTS TO MAINTENANCE PLAN ..................... ....,...,................ ., ............ ...... ............8 Exhibits ......... ............. .. ......... .... ........ .............. ............. ...,................... ........ .... ............ Exhibit10 Post Construction Maintenance Information 1 Location Map............ ....... .. .............. . .. ....... . ..... .... ............. ........................,. .. .... .. ...,... 10 MaintenanceChecklist....... .... .. . ....... .........__............ ,..... . ............. ...._ ....... 10 ,3 Maintenance requirement of hydrodynamic unit-.. ........ ........ . ... _ ..........,. .......... ........ . 10 ,4 Maintenance requirement of oil water seperator.. ...... . ........ . ......., ,....... ......, 10 EstimatedC&M Costs...._......... .......... ........ ................. ......... .............___......... 10 I'projectsl g984 skewartsM4.08(queer sbury rt 149)ls^amAexhibit post 0unstruchm maintenanoe pka0pomp(2),dac March 2017 MJ,Engineeiing ond Land Surveying, 11.C. POST CONSTRUCTION, STORMWATER MAINTENAN C,E PLAN 1.0 OPERATION, AND MAINTENANCE INFORMATION Site,Address 977 Route 149 Lake George , NY 12845 Descriptive Site Location, Property is located at the niorthwest corner of the intersection of Route 149 and Route,9L Property Owner Stewart Shops Po Box 435 Saratoga Springs, NY 12866 Property Management SAME AS OWNER (if different than Owner) March 2017 Page I MJ Ergirr er6ng orifi Wrid Su°v yin ,F1,C, . m..,_ .... ..... POST CONSTRUCTION, STIwAwATP QU6IhIT1 .PLAN .0 DESIGN AND CONSTRUCTION T'RUCTIO INFORMATION Maintenance Z Maintenance Agreement Mechanism E', Commercial Property. F-1 Homeowners,Association El Maintenance Assumed by Government Entity List: Required Inspections • Inspection by a licensed professional engineer is required in accordance with Inspection forms in Exhibit Q. Local municipality has authority to enter the site to inspect the storrnwater management practices. The frequency of municipal inspection has not been determined. Providers of Coordinator of maintenance activities and inspections: Maintenance Services Stewarts Shops Landscaping and snow removal!activities: TO BE DETERMINED (hist Company) Stormwater Management Practice(SMP') Maintenance:. TO Bre'DETERMINED (twist Company) SMP inspections and party required to submit required reports to the local municipality: TO BE DETERMINED l'Wl"!I' ED (List Company) Emergency Contact 'Town Of Queensbury Kghway Department 72 Say Toad (Local government Queensbury NY 12084 authority to contact in case of failure of the storrmwater treatmentPhone: (S d 8) 761-8200 practice that threatens If callling off-hours for an emergency, please call the Warren County Sheriff public, safety) Department at (518) 743-2500 March 2017 Page MJ Engneering rind Land SUrveyung, RC, "J0 mm" POST CONSTRUCTION,STORMWATER MAINTENANCE PLAN .....——— .-..e.,,. ........ 3.0 MAINTENANCE, AND INSPECTION RESPONSIBILITIES Permitting Authority Town Of Queensbury Planning Board 72 Bay Road Queensbury NY 12084 Phone: (518) 761-8200 Design Engineer James Easton, PE M.J. Engineering and Land Surveying, P.C. 21 Corporate Drive, Suite 105 Clifton Park, NY 12065 Phone: (518) 371-0799 Fax: (518) 371-0822 Contractor TO BE DETERMINED .._.—(List Company) Emergency Contact Town Of Queensbury Highway Department 72 Bay Road (Local government authority to contact in case Queensbury NY 12084 of failure of the stormwater treatment practice that threatens public safety) Phone: (518) 761-8200, If c0ing off-hours for an emergency, please call the Warren County Sheriff Department at (518) 743-2500 March 2017 Page 3 MA Engineering and (.and Surveying, II.C. u... v. ....... �...... �.... ...,. FROST"CONSTRUCTION ST"OR1VIWATER MAINTENANCE t'LA..._ 4.0 FUNDING MECHANISM .. ....... El Maintenance performed by Municipality and Funded through: E General Revenues �j Storm titer Utility of other fee assessment ---OR --- Maintenance performed by Owner and funded or guaranteed through:. 17, Performance Bond El Letter of Crediit Escrow Account Private Funds Maintenance Agreement, See Attached Estimated Annual 0 & M Co�stsThe estimated cast of maintenance of the stormvvater management practice ('SMP)excluding landscaping costs are: 21 per year. The estimated annual cost is in terms of year 2017 dollars, The anticipated annual cost for subsequent years may be estimated from the attached inflation worksheet, An inflation rate of 3,0% per year has been used. A cost projection is attached that includes a detailed estimate of the annual routine maintenance cost and the cost of infrequent maintenance items. March 2017 Page 4 MJ. Engineering and Land Surveying, P.C. —1041 .. I k:f.N Y tVk w+:MPo /4 GAIlh POST CONSTRUCTION,STORMWATER MAINTENANCE PLAN .0 POST-CONSTRUCTIlON STORMWATER MANAGEMENT FACILITIES (PRACTICES), Practice A: Infiltration Basin (F-1 NYSDIEC) Site Maps fo(antifying location ofpractice Refer to Construction Plans Practice Type Infiltration Basin (F-1 NY D ) Contributing Drainage Area post Area#1 C and #1 ( .t114 ac total) Attachments 0 See Exhibit G.1 for Vocation of practice A. See Exhibit G,2 for Operation and Maintenance for required inspections of infiltration area. All or any items) indicated on inspection report shall be rectified within one (1) month of report sUbmission.. Frequency Exhibit G,2 shall be completed least once a year or if the rainfall within a -hour time frame exceeds 3.0 inches by a certified inspector. Special Needs or Requirements Inspectors and maintenance staff may need to be certified in confined space entry. March 2017 Page 5 ny4,.l, f rr nherdrrSan and Land surveying' 4'C' t nrl.rl nl ew Mkt. eH +,,.t ie we.!rao c,u atimrexx DOST CONSTRUCTION, STORMWATER MAINTENANCE FLAN Practice 13: Private Closed Drainage System and Detention Array Site Map identifying location of practice Refer to Construction plans Practice Type N/A Contributing Drainage Area post Area#1 C (0.996 ac) Private Drainage System Location Throughout project site—see construction drawings Attachments None ,frequency d private Closed drainage system and catch basins shall be cleaned when rnxirnurn 5„ sediment occurs within the closed drainage system. Estimated at every 1 0-years, Private Catch basin, manholes, outlet structure, flared end sections and piping shall be rewired, replaced or fixed. Private Closed drainage system and catch basins shall be cleaned when a maximum " sediment occurs within the closed drainage system. Estimated at every, 10-years. Special Needs or Requirements High pressure Water to clean underground closed drainage system. A vacuum truck may be needed for removal of sediment to wash out location. Catch basins/manhole frame and grates, mortar or pipe. • Rip-Rap List of Privately Maintained Storm « Catch Basins (CE#): 1 2, 3, 4, 5„ 5, 7, 8, 9 10, 11, 12 & 13 Structures .ww March 2017 Page 6 dAJ,Engineering and 1—nnd Surveying, PC, POST CONSTRUCTION, TC�RN4 MAT R MAINTENANCE PLAN Practice C: Hydrodynamic Unit and Oil 'i ester Seperatar Site Map identifying location of practice Refer to Construction Plans Practice Type Pre-fabricated hydrodynamic unit Contributing Drainage Arca Post Area#1 C (0.99 ac) Attachments See Exhibit O.1 for location of Practice A. See Exhibit G.3 for Gontech@ Operation and Maintenance Literature for required activities, timing, methods and inspection. See Exhibit GA for Contech@ Operation and Maintenance Literature for Oil Water Separator required activities, timing, methods and inspection Product guide. Frequency Hydrodynamic and Oil Water Separator shall be maintained per mainufactures recommendations, Estimated at every 1- years. Sediment removal shall be performed per the + ontech Operation and Maintenance manual dictates. Special Needs or Requirements 0 Testing of sediment must be performed per NY, N P to determine levels of toxic elements with the soil before sediment within the stilling and infiltration basin is removed and properly disposed of. B Vacuum Truck for sediment removal. a Inspectors and maintenance staff may, need to be certified in confined space entry. ............................................................ March 2017 Fags 7 MA [nglneering and 1-and Surveying. F't' n i .^Af'uo'6M I N`u9c rn an.mrlvfn¢u,n POST CONSTl�uJ TI4�N,STORIW9WATER MAINTENANCE PILAW, 6.0 ATTACHMENTS TO MAINTENANCE PLAN The following items shall be kept with the Post-Construction Maintenance Plan: Present Item Description m� . Z As-Built Plans .... ..... �... . Final Landscaping Plans Refer to Construction Drawings Report, Owner shall keep a copy of the tormwater Management Re...... ... Design Calculations�" pram, including design calculations, with the Maintenance Plan, Specifications for Potential Owner is referred ctonstruction drawing sefved for t... v� his project. Repair Items t�w Operation, Maintenance and Attached document(s) list the estimated frequencies for Inspection Checklist I maintenance and inspection items anticipated, with this development project. The checklist is presented as an estimated frequency for activities. Actual site conditions may require more (or less) frequent assessment and maintenance. Manuals and Warranties Any documentation or instructions for proprietary products . .e,.....� and mechanical components, such as valves, pumps, aerators, etc. (� Bid Specifications Detailed bid' specification p s have not been developed for this project. Owner is referred to construction drawing set. Easements Owner shall keep co of all recorded� t � 0! p a copy ' stormwater related easements with the Maintenance Plan, EI Covenants Not Applicable. Owner shall keep . p a copy of all s .wr. tormwateir related covenants with the Maintenance Plan. Typically developed for projects with Homeowners Associations. Agreement Owner shall keep a copy of the store nwater related Maintenance p py ted Maintenance Agreement with the Maintenance Plan, See attached Agreement between Municipality and Owner regarding upkeep of tormwater Management Practice. Z Detailed Cost Estimate Detailed cost estimates are provided, showing anticipated costs for routine and infrequent maintenance aspects related to the Stormwater management practice, Maintenance and "T"racking Owner shall keep copies ^of all umaintenance,, inspection and Log regulatory correspondence related to the stormwater practice,. Correspondence and records shall be made available to regulatory agencies upon request. .............. . March 2017' 'age 8 M,J.Engir'ieedarae and Land nd Surveyh ig P.C. �— u'.4M J N✓l i��.9 a n twVt;r.I x,=nyrr POST CONSMUCTIC7N,STORMWA.T,ER MAINTENANC.E PLAN Exhibits March 2017 Maga 9 NQ, 'Engin eedri cited Land Suaveyung, P.C. mm POST CON TRP T'IQN,S.T'ORMWWATER MAINTENANCE PLAN Exhibit G Post Construction Maintenance Information, .1 Location Mair .2 Maintenance Checklist Maintenance requirement of hydrodynamic unit .4 Maintenance requirement of pail grater seperator .5 Estimated 0 & M Costs .�March 2097 Page 10 INFILTRATION IN _r a .ra OIL WATER SEPERTOR ( . T .. __w.... . ........ HYDRODYNAMIC UNIT c 41 UNDERGROUND ARRAY_ a �Yr aae�aa I , NMI 611 aw� `fin'_01 , Fe d ° w 'y s F � � r t r P . f 0 22. o y wr � I er 420.0. 42 0— 420X— ;,, ... ., . .... .. f � a r 'rFId ALIFRJATKIN OF TM MATEMAL.IN ANY ,_..._,. ....._._ SUBMITTALr REVOCNS _.._.......�... --------. ,.., STEWART wSH�],.PS ".GAL.1 a (rL�` WAY UNI F9$,r.10Nlr UNDFR THC TYIb'kF«YI{]N C�aF N;i n. _F.aATB._—.---- ................. IGE�.SCI{'RF IYIUIJ'....._............... � 8V REVIEWED FY rlll7 F'. �r�F�23J MANA('l-("# 9VW'�� ...... " CON Irwicl A rOMPMaALILIL RROFE.,SE�IO,NAI, fiIEp ... ...--- ...---- „- " M41PRcra Nu...:9"r3A 08 yr.W MxrNurFA'� A�sNa AN ARcaal rr.rl P-NGUNEtiE — ,.., .... ..,. .,. ..... .... '...�rPII a arL se; Engineering NfIN"CCN t ' STORM�WATER SYSTEM DATE X1153f2017 p'{7R AUW FN(INFFR GFA IAR9YJ'.d;,*E AR014IFF .... ........ ... _ ...... ., gry Surveying,, g y I,I�,µq A" FOR A LANDSCAPE AREM E Y,IS A VIFaLAPION ...... _,..mm.....,, . _.._ ... . ......^......... LIIILL1MN EdW; A�'IL ' Land S u eyi g P 'C. ,.. 47F IFIP•:Nq"Ad YCNIiM SYA'r.£C1741G.fl.T1(;�N I.A'4h' ..___ _ CPir4di.L.G PAY ME.. AAlimouui uummmuomu0000uululmuiurviuiulowuNwam00000uwunniir..muuumummmuoiw�uAw Ar^YOPR RFGMA bC M AM) IS A C;ASS°A _. .............. .. ... ... : __ ..._....—.. ,...-...- --- .........,.,. ..... �E'A4. ........ ,r i,3 Gr�arentl R�ralr3Clidpnn Park,NY i7�13F35 { a' .'� 977 �� FIG I New York State Stormwater Management Design Manual Appendix G Infiltration Trench Operation, Maintenance, and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY 1. Debris Cleanout (Monthly) Trench surface clear of debris Inflow pipes clear of debris Overflow spillway clear of debris Inlet area clear of debris 2. Sediment Traps or Forebays (Annual) Obviously trapping sediment Greater than 50% of storage volume remaining 3. Dewatering (Monthly) Trench dewaters between storms 4. Sediment Cleanout of Trench (Annual) No evidence of sedimentation in trench Sediment accumulation doesn't yet require cleanout 5. Inlets (Annual) G-6 New York State Stormwater Management Design Manual Appendix G MAINTENANCE ITEM SATISFACTORY/ COMMENTS UNSATISFACTORY Good condition No evidence of erosion 6. Outlet/Overflow Spillway (Annual) Good condition, no need for repair No evidence of erosion 7. Aggregate Repairs (Annual) Surface of aggregate clean Top layer of stone does not need replacement Trench does not need rehabilitation Comments: Actions to be Taken: G-7 4 TTS, PRODUCTS II . Vortechs" High, perfotn,i a rice, hydrodyrramic:, stip-)aration The Vortechs system is a high-performance hydrodynamic selparalor that effectively removes finer sechment, oil and grease, and'floating and sinking debris,. Its swirl concentrator and flow controls work together to minimize turbulence and provide stable storage of captured pollutants.The design also allows for easy inspection aind unobstructed maintenance access, H I li I I WON(OVHO� With comprehensive lab and field tesfing, the system delivers proven resufts and site-specific solijUlons, Precast models can treat peak design'flows up to 25 cfs, cast-in-place models handle even greater 0�%M� V T,PIN, flows. A typica:4 system is sized to provide an 80% load reduction based on laboratory-verified removal efficiencies for varying particle size distributions such as 50-micion sediment particles, FI, 77 Flow doles �t work? NA I I Ct�A IV Ill I OW f- YN t ON f W, Water enters the swirl Oiarnber at a tangent, unducing a gentle swirling flow pattern and enhancing n,OALMr C,AVOr; FUJATAIR� ',BAFFLE WAL L gravitational separation, Srnking pollLitants stay in the swirl chamber while floating Pollutants are stopped at the baffle wall,Typically Vortechs systems are sized such that 80%or more of runoff through the system will be controlled exclusively by the low flow control, fbis orifice effectively reduces inflow velocity and lurbuiericc,by inducing a slight backwater appropriate to the site. During larger storms,the water level rises above the low flow control and begins to flow through the high now control, The layer of floating pollutants is elevated above the influent pipe, preventing re. entrainment:. Swirling action increases in reliation to the storm intensity,which helps prevent re,suspension.When the stoorri drain is flowing at peak capacity, the water surface in the system approaches the top of the high flow control,The Vortechs system will be sized large enough so that PMOCUSly captured pollutants are retained in the system even during these infrequent events. As a storm subsides, treated runoff decants out of the Vorlechs syslern at a controlled rate, restoring the water level to a dry weather levd equal to the invert of the inlet and outlet pipes.The low water lievel facifitales easier inspection a!ind cleaning, and significantly reduces maintenance costs by reducing purnp-out volume. VoOlechs - Proven performance speeds approval process - treats peak flows without bypassing - Flow controls reduce inflow velocity and iincrease residence time - Unobstructed access sirl maintenance Shallow system profile makes installation easier and less expensive Very low headloss All Flexible design fits multiple site constraints 7, &Z", "UM I..........� MOM TVo " hs, (An C D S .- Patented contit-wous deflectiort sep;,,iration (("DS) cr rAIJ OUT 'CA"T un,o lqoaYTV T("IR techridogy 11 ry.jmr6 nW.I�"NY JY"r T'i7&tifNME'dWdkwR Using pater0d continuous deflective separation lechno�ogy,the CDS Dr1rI I CNDW I mil)v, I CJ1 AU-M I I tA 9uW Systern screens, separates and traps sediment, debris,and oils and iovr rArl,1,04 1 grease from stormwater runoff,1"he Indirect screening capability of the 5UMAID'i f.Arr NDq III system allows for 100%remo�va�of flomables and neut�,IaHy buoyant "N"I N7 rnaterial without Unding. Flow and screenino coIntrols physically separate captured solids,and minimize the re suspension and relleaseiii i of previously trapped pollutants.Available in precast or cast-in-place- Offline units can treat flows from 30 to 8,500 L/s(1 to 300 cfs). InBiine units can treat uta to 170 L/s(7,5 cfs), and internally bypass larger flows 0$ L in excess of 1420 Us(5o cfs). They pollutant removal capability of the CDD system has been proven in the lab and field. ,HIIAIVA ueenr . a+ j tri :,ri a How docn it W01-0 Stormwater enters the CDS unit's diversion chamber where the diversion weir guides the flow into the unit's separation chamber and polkdants are removed, A1111 flows up to the system's treatment design capacity enter the separation chamber, -------------------- --- Swid concentration and screen deflecOon forces floa,tabtes and sofids,to the center of t� the separation chamber where 100%of flo�atables and neutrally buoyant debris larg:m, (OW than the screen apertures are trapped, Mfr Stormwater then moves through the separation screen,under the oil bafffe and exits the system,The separation screen remains cliog free due to continuous deflection. During flow events exceeding the design capacity,the,diversion,weir bypasses excessive 4" flows around the separation chamber,50 captured polManis will not wash out, CDS • Rernoves sediment, trash, and free oil and grease • Patented screening techno�ogy captures and retains 100%of floatables, irrcUing neutrally buoyant and al� otheIr material arger @han the screen aperture • Operation independent of flow f iv • Performance verified through lab and field testing • Unobstructed maintenance access • Customizable/flexible design and rniultiple configurations availa:ble • Separates and confines pollutants frorn outlet flow • InIline, offline, grate inlet and drop inlet configurations available • MultIple screen aperture sizes available CeDS VoIII, tSentryill Flydrodyrmmic separation wlth internA bypa� s�, The VartSenb,y is a hydrodynamic separator with a sr-nall footprint that makes it an effective treatment option, for projecks,where space is at a pro-nium arid effective removal of floating and sinking Pollutants is critical. The internal bypass ensures treatment chamber velocities remain, low, which improves performance and elirniriates the risk of A resuspension, In addition to standlMone applications,the VortSentry is an ideal vffl pretreatment device. The system is housed inside a concrete 21 u.,, "M nnanhole structure for easy installation (often without the use of a crane),and unobstructed maintenance access. ION HXMRA"WIT MJJAPFRTUM OLAIMPIPE ldow does it work? Storrilwaler runoff enters, the unit tangentially to pron-tote a gentle swirling motion in the treatment chamber,As,stormwater circles within the chamber, settleable solids fall into the sump andLAD LQUALONG BAHIL are retained. Buoyant debris and 61 and grease rise to the surface TREATMENT 0 AMUR BAMI Or)]'[H 4r.4"N CONJ ROI and are separated from the water as it flows under the baffle wall. ORFICE Treated water exits,the treatment charnber through a flow control orifice located behind the baffle walL TRFATMFNT CrIAMUR During low flow condnions all runoff is diverted into the treatment chamber by the flow partition, At higher flow rates,a portion of the runoff spiillis over the flow partition and is diverted straw irNT STORACA around the treatment chamber, Nfing the head equalization SUMP chamber. rhis coflapses,the head differential between the treatment chamber and the outlet, resulting in a relatively constant flow rate in the treatment charnber even wil�h a substanfial increase in lolal flow through the system.This further reduces the potential for resuspensiori r:)r washout of captured pollutants, VortSentry - Treatment and internal bypass,in,one structure Ddu VV�IV ark - Cotripact design ideal for congested sites - Unobstrucled maintenance access - Round, lightweight construction for easy installation Engineered performance and instaHation s rt 6it:ut The VortSentry HS system employs to helical)flaw pattern that enhances trdappinag andcontainnnent of p°aollutanl.s and provides effective removal of a�a Iur settee ab:ale solids and floating contaminants from urban runoff, y� „ Go-rrrrPArrr w'ath the aabullty to accept a wide range of pipe sizes,the VortSent.ry HS can �01PM("ING � � �� 4LOW PnrrilHOPI treats and convey flows from small to large sites.A unique internal bypass IIffil14h6L design means higher flows can he diverted without the use of external 0UH`" 4"aa°e w,,f al'>dC h 4 PIPF bypass structures The design of the VortSe ntny t IS minimizes adverse a j 4a`raral ARA velocities or tw.Ia'buga ice in the treatment chamber.This helps to prevent tpae� f ,�` i � Irah4l washout of previousliy captured pollutants even during peak conditions, „.J � � iAll The V'ortSentry H5 is also available In a grate inlet configuration, which is v; A!'., j � � . p^d44PWRt'hNd4Nal,f:'C' ideal for retrofits, rar)arei rrow IN r R01 I-low doles it work? ll,� �LIJiM.rnr ,I�r4Ar�r Flows frons low intensity storms,which are most frequent, are directed into t'b diM%harr lEN I f %f °r LbputF' Y cd � the treatment chamber through the primary inlet. The tangentially oriented downward pipe'induces a swirling motion in the treatment chamber that increases capture and contaainrruer4t abilities. Moderate storm flows are directed into the treatment chamber through the secondary inlet,which allowsfor capture of floming trash and debris, The secondary inlet also provides s for treatment of higher"flows without significantly increasing the velocity or turbulence In the treatment chamber,This allows for a moire quiescent separation environment, Settleable solids and'floating pollutants are captured and contained in the treatment chamber, How exits the treatment chamber through the ou'tlet flow control,which manages the amouW of flow that is treated and helps maintain the helical flow patterns developed within the treatment ch�an'rber, Flows exceeding the system's rated treatment flow are diverted away from the treatment c.harnber by the flow partition Internal diversion of high flows eliminates the need for exto'nral bypass structures, During bypass, the head equalizing baffle applies head on the outlet flow control to b'urraut the flow through the treatment chaorsber. This helps prevent re suspension of provlously captured pollutants, r y J(wVortSentry HS r Helical flow pattern enhances trapping and containment of pollutants l % • High treal:ment and bypass capacities /jCo m pacct footprint f ideal for congested sites - Lngh1va+t3ighk design easy to install) - ,Available in both inline and grate inlet coin figurations ° Qlubck manufacturing turnaround timie u, r 1 Available els EMEMlIal VEM CDS261 ,..4 �. 1 � .^9 t>o �a ��.�� 0. CDS2015 503 5,2 2.0/1.5 �� r � 13 Cl2670 _ �� _......... 1 ....... .. ..... . 01,12 a......... 1 3 ......... CDS2025 5 6 01.6� � 2.43d2.5� �. ( � 1.3 CDS3620 6 6 2 X17 ...._ '� 1 ... w - . . _.____... .m....... Awl, CDS3030 6 7.1 3.d7 �13.6i � 21 ' .._ ........ - ..�....... . CC7S3035 6 r . �� s 2.1 Ds40 �. F 1 � � . _. ----- ------___ ,: .. CDS401401 8 9,'7 6.0) 4 Q14.6 �. _ - CD540145 8 103 7.5 % ra 614,556 --------- CDS301201-U6 6,2 2.01 3.0/2,0...... 1.11 . __,..,....... C DS30134)-UV 6 £, 3.07 If 1,0/3.--O 2. 1 CDS3630-D 6 7 1 3 6 3.0113.6 2 I - ... ,.,. ...... - .__ ......... m.. ... ........ -----_ S3 .�.. .. 1 3 343 3 ...... - ' .., . 1 ........ --- __. CDS403d 12 7 6 4�5 4,0/3.0 � '- 4,3 - . .............................. . CDS4 407-D7 9.6 �+ 6.0 4,0/4,0 I / � � 43 CD54045- 7 2 i 10,1 7.5 4�,01'4.5 1 '1 d 4,3 9.5 '�.6 x.07 _ _._._ ........, , , _ CD550,,41 OPV 5 614.'.1 I 1.9 .__...... .....-1 __,..�._....,_ ., ......... - �_, .. ........ ...- .._ CDS56407 D 8 � �� .OD �014.07 5.6 ®,mm _. ...... .... ...... .... CDS'50 50-DV 91.5 10 3 � 1'1 5 615.0 1.9 .. ......... CDS56S3-D 8 ✓ �- 101. � 14 "ti.61 3 5�6 _..... C' 55668-D 11,4 1 5,6/6,8, 5.6 -.-.-..- -- C.CS56r13 C3 13.4 35 .i 5.611.E 5,6 -------- CDS7 70- V 12 114 s 26 �� ; .x,017.0 3 .3 Cf3S1006,D,DV 17.5 12 � I 30 � `3 16.016.6 5,01 or 16 2 7 ., ..... C:f16�0C1 V 1 7 14• 7 i.,r�1 1 G3.C116�.07 6 d 101,2 I C12S101010}0,DV '17.5 16 � ':a 64 16.011101.0 � , f 5,0 ern" 101 2 ... . ......... .. .....-- _._.... .., � CD51501 34-DC 22 / 22 148 1 15 0"1113.4 h"; 1 287.4 _... .....-__ ........................ cas MMace, CDS200164 NSC 26 26 210 2�Q 41116.4 20 4 F, ace, G u I'll ....., ......... - - ....... .... . . ......... ......... ... CDS240. 16CI..DC 32 25 30707 ; 24.01116.47 243,4 ... - ... ®.m ................................ -- .. ......... Sump d„ap asitia s ancf D pfla B km Pipe Invm t can v,a y(lure to npr uric: qtr a(.�fcln 1 Structure diameter repre-sicnts the tyjxcal im5 de dimension at the c.oncrcte ctrudure. Offluroe systeaaas wil9 require additional tcancretc,cluverslon components, 2Depth Refow Pipe and Suntp Capaacitues can vary to accorxamodate spe cifl(site dcsign. 3. Waren Quality plo clull`ased,'utrla80 S/mo Alli urtvaof a Paitide i0 rurDistrik:rution(PSD)having a mean pariOe wi/,r;: tl 0 :1 2'5(.m,which is a,typical P;SO ttrad atk)n toff 'W"v'alef Quaafiify How P�artucle Size&reaformanc:e Noles: 80%1 rernovaR ffte- krthr'i"vyy perfotinans.0 fcaacec aasts sal the PSD hawing a d.`O 'f 29a pam is derived frmn controlled tests of a unit equipped with 2.4100,,,iim screen. Performance forecasts for specifir pa ntic.de size gmudatuons or d50s-Sft 15,125,150 Pzy,00 Etna Aare also ava"rdahie. Reprrfuval Iore:r.'ast„trat,c,d on a na evaluations orfduc qed in accordance smith the"le•chn(Aogy Ak ses anent Protocol Ecology{1010 p'arotocttls,Washington Department od d.c,ology MASL)OE)1 Units can he sized m aachicve specOic Re performance for peak flow rooters for sp.re6fur. "dater Quality flows,over tfra;°hydrotluaph of a Water Quality Storm t vent or sta,ed to meet as specific removad on an averaagv basils using acre prated protaabiMstdc mrathods. When_siring leased on a specific,wa icAt quality flow rake',the reguir4ed flow to he trimted should he cgoal to or less than the fisted water etualil�y flow for tete sy'stern Contact t,aur support staff for the rrmst cost effective rsfvung for Your area, 1 O�00 3 9 0,211, O�59/: 0.98k,/ 1.6 03 .. . ....................................................------------------ ............................... , ............................................... 2t1004 1 10 01,36/' 1�01,)T 1,7V 2.8 P, 1,2 .............. .......................................................................--------- ........... ... .......................................................................................... ............. 30(1�O 51'1O 59/ 1.71 2� , 4.5 .. . ................................................................................... . ..............................................- ......................................................................................................................---------- 1.8 ------ 4000 612 0,7 8/,-, 2,2P, 3.71' ;, 6.0 hl? f 2A ......................................---------....................................... ...........-", I ..................................................................................................---- 5000) 713 llt-/ 5.2/' 1 8.5 3,2 ........................................ ................... ..................... ..........................................................------ ............ 7000, 8 14 1 A/ 4,1t 6,7/', 1 1.O 4.17................. ......................................................................----------------------------------- . . . .. .............................................. .................... 9000 9 15 1,8/1 f1 5,2/' 8,5/,,, 14.O ........................... 4A............................................---------------------------------------------- 11000 10 "IP/ �) 16 2,3/, 6�5/ 11,0,7Y 17 5 5�,6 ..................................... .......... --------------------------------------------------------- .. ............................... 16000 112 18 3.31'1, �' 9,3/, 153[, 25,0 7.1 ---------- -- -------------- ------------------------------------ -- ---------------- ------------------------------------------ 1. water Ooality I'low Rates ore basod on 80%rernoval for the padide,size distributions(P!,,D)listed abov(,.,with(150 50, 1 10&200,prn,Particle sr?.e shoukd be chosen based on anucipaled sei.1irrieni.load, 2, Nak'rie.orment How is maximurn flow treated for eadl Unit listed- Phis flow eepees anti an rnfrvqiir,.mk sloirn event sucii as a 10 or 25 yr storrn. Standard Vorteclis System depfli below invert is 3'for all ptecast models. C,350,An place syslem are availaMe to treat hp9hvt Nows,Chock wMi your 9oca0 epresentative%fcjr specifications. VS30* 35.8 0.26 12 �W) 0.8 ...............................................................................................----------- -------- ----------- VS40 4 7,01 18 1.4 ..................... .............................................................................................................. ......... .................................................................................................................. VS50* 58�,0 ,, I A.1 18 6�3 2,2 ........................... ................. ......... . ..............................--------------------------------- ....... ... .................................................................................. )1 3,1 VS60 6 1.8 4 2 ................................ ..................................... ....................... ...................................................................------------------ ............................ VS 0* 7 9�,7 2.7 30' 43 .......................................................... ...................------------------------------- ................................................-... . ...................... VS801 8 1 10,1 3.9 36 0 5,6 ....................................................................------- ............... --........... -- - ------------------------------------------------------------- Derrotes incidefs rmay not be manufactured in your arra.Chock with your loc,',fl leprescirtatwu foe'availability. I water Qua iRtyr Flow'is barred on 80%rernoval of a ,Jee dMiRbution with an average pirlicle size of I 10-jon,This flowalso the maxin-mrn flow prior to which laypass occurs. HS36* 35.6 0,55 18 O'S ...................... -------- ............................... . ................ ------------------ H548 41 6.8 i 1,2 24 0.9 .. . . . ..... ................................--------------------- ............. ...- .......................--------------- ------------- HS,60* 5 8.0 2.2 30 1.5 . .............................................................................................................. ................................................................... . ............................................................................................................. HS726 9.2 3.7 36 2A ................... ..................... ..........................................................--------------------------- .................................. .............................................................................................................................................................. HS84* 7 10.4 5,6 4r2 "W/j 2.8 ----------------.............. . ....................................................... - ---------- ...... ...... ........................................................................................................................... HS96 8 Z, 11.5 8.1 48 � I 0�) 33 ............................................................... ................--------------------------------------------------------------------------...... .................... .. . ........... ......... ........................... * Models may not be manUfactured in p),&jjrea.Check will)your kxal r(Imes(Nilative for avaflability, 1, Water QUaliky Flow is based on 80%removal of a par I cle size distribul ion with an average pailicle sae of 240-pins, This flow also represcnts the rnaximum flow pfim to Mitch bypass occurs. Notes'. Systems car)he bawd on a wMer quarry flow Re.cf. I in(h s44)nrn)or on a net annuaA basis depending on the local reguJimaq requiremena. When sizing based on a water qualmy 5toirri,the requirerf flow to b(,.-trealed Oboubd be equal or less than the k5ted water qualoy flcwfor the,elected a', le Symms sized based or,a W,ntjr quality storm arc,generally nrrm,corservativefy si?ecl Additionalfmotidle side distnbutapnsare available for si?.ing puiposesupon Reqtmst. Depth below rnvett is nieastired tit the 4iside bottorn of the system.ThRs depth can be adjusmd la rneel spe4lificslof,,ige or[-nainu.mancP leCtUliernents, C,Onlad ULO support staff for the rnost cost effective stzing for y0ifl. ,,) IMINIMEMMENEWMIMMOMMEM Custorner. Support I n�t a I I a tic)n CONTEO-1 Slormwaler Solutions' pru&Kts are scone ol the easiest to install in the industry,We provide comprehensive installation drawings, details and instructions, as well as fLIH technical support an every prqect. Maintenance Maintenance of CONTECH Slorrymater Solutions products is cost effective, straightforward and efficient.We offer a complete range of engineering planning, design and drawing, and construction services that can be tailored to your specific sJike needs, r "ten CONSTRUCTION PRODUCTS INC. CDS° Inspection and Maintenance Guide � � r En l' JIM r MITI r . d r � � N s �IIIIIII11`\\\� TECHNOLOGIES Maintenance Cleaning The CDS system should be inspected at regular intervals and Cleaning of a CDS systems should be done during dry weather maintained when necessary to ensure optimum performance. conditions when no flow is entering the system.The use of a The rate at which the system collects pollutants will depend more vacuum truck is generally the most effective and convenient heavily on site activities than the size of the unit. For example, method of removing pollutants from the system. Simply remove unstable soils or heavy winter sanding will cause the grit chamber the manhole covers and insert the vacuum hose into the sump. to fill more quickly but regular sweeping of paved surfaces will The system should be completely drained down and the sump slow accumulation. fully evacuated of sediment.The area outside the screen should also be cleaned out if pollutant build-up exists in this area. Inspection In installations where the risk of petroleum spills is small, liquid Inspection is the key to effective maintenance and is easily contaminants may not accumulate as quickly as sediment. performed. Pollutant transport and deposition may vary from However,the system should be cleaned out immediately in year to year and regular inspections will help ensure that the the event of an oil or gasoline spill should be cleaned out system is cleaned out at the appropriate time. At a minimum, immediately. Motor oil and other hydrocarbons that accumulate inspections should be performed twice per year(e.g. spring on a more routine basis should be removed when an appreciable and fall) however more frequent inspections may be necessary layer has been captured.To remove these pollutants, it may in climates where winter sanding operations may lead to rapid be preferable to use absorbent pads since they are usually less accumulations, or in equipment washdown areas. Installations expensive to dispose than the oil/water emulsion that may be should also be inspected more frequently where excessive created by vacuuming the oily layer.Trash and debris can be amounts of trash are expected. netted out to separate it from the other pollutants. The screen The visual inspection should ascertain that the system should be power washed to ensure it is free of trash and debris. components are in working order and that there are no Manhole covers should be securely seated following cleaning blockages or obstructions in the inlet and separation screen. activities to prevent leakage of runoff into the system from above The inspection should also quantify the accumulation of and also to ensure that proper safety precautions have been hydrocarbons,trash, and sediment in the system. Measuring followed. Confined space entry procedures need to be followed pollutant accumulation can be done with a calibrated dipstick, if physical access is required. Disposal of all material removed tape measure or other measuring instrument. If absorbent from the CDS system should be done in accordance with local material is used for enhanced removal of hydrocarbons,the level regulations. In many jurisdictions, disposal of the sediments may of discoloration of the sorbent material should also be Identified be handled in the same manner as the disposal of sediments during inspection. It is useful and often required as part of an removed from catch basins or deep sump manholes. operating permit to keep a record of each inspection. A simple form for doing so is provided. r Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber(cylinder and screen)and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75%of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100%of the sump capacity is exceeded however ' it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to they top of the sediment pile. To avoid underestimating the level of sediment in the chamber,the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built , drawing for the unit to determine weather the height of the f y sediment pile off the bottom of the sump floor exceeds 75%of the total height of isolated sump. CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile Storage Capacity ft m ft m yd3 m3 � o � � o o • o o � 0 0 0 0 • o � o o M'i Riva y t r ° drsc s fi_.-,? .n V M• • -.�T�c 1 , n fix# t ��5,'�+y n,,, �r1 .y.i'S an. - § �chh•'P-.K' �. t '3� S�'r '�ialt`- �7fRt. �:`' .. �,}A-• } � � 2 � � 4 o '„v4�� A t3 43, 4M `•1 ,�.{ �"' c z`�� .i " k,•^rte' rn /�--r 1 l} n r �.i lam' •.. —. i .. 7 �f l i 1R h: :. Support. ' • Drawings and specifications are available at www.contechstormwater.com. • Site-specific design support is available from our engineers. ©2010 CONTECH Stormwater Solutions CONTECHConstruction Products Inc.provides site solutions for the civil engineering industry. CONTECH's portfolio includes bridges,drainage,sanitary sewer,stormwater and earth stabilization products.For information on other CONTECH division offerings,visit contech- cpi.com or call 800.338.1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose.See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374; 6,406,218;6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;7,296,692; 7,297,266;7,517,450 related foreign patents or other patents pending. :rr r CDS Inspection • • CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Comments Personnel sediment' Thickness' Performed 1. The water depth to sediment is determined by taking two measurements with a stadia rod:one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than eighteen inches the system should be cleaned out. Note:To avoid underestimating the volume of sediment in the chamber,the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill,the system should be cleaned immediately. Maintenance Inspection The VortClarex system should be checked periodically to determine if excessive amounts of solids and/or oils have accumulated. Solids accumulation in the lower sections of the VortClarex coalescing media will reduce oil removal efficiencies. Regular inspection and maintenance will eliminate any compromise in performance due to solids build-up. After the first 6 months of operation,the inlet area should be inspected and cleaned as follows: 1. Remove separator cover. 2. Dispose of separated oil per regulatory procedures. 3. Remove water from separator. Measure and record the depth of the solids. Use this measurement as the basis for the next solids inspection and clean out. Consult the VortClarex drawings for depth of sludge baffle. Solids should not exceed this depth. Cleaning The VortClarex coalescing media can be cleaned either while in the system or after removal from the system. Cleaning in place 1. Using a water hose, direct spray (10-15 psi) into plate spacing on top of the plate packs. 2. Using a vacuum suction hose, remove any sediment or oily contaminants that are flushed out of the coalescing media. Cleaning after removal 1. Pump all water and oily contaminants from the VortClarex system. 2. Remove coalescing media. 3. Place media on an impervious surface lined with 6 mil plastic sheeting surrounded by a berm to prevent discharge of contaminated water into surface or groundwater. 4. Flush media with water hose(10-15 psi)to remove heavy oil coating or sludge from between the corrugated plates. 5. Examine tank interior for damage and repair any damage to internal coating. 6. Reinstall VortClarex coalescing media into original position, making sure that the media sections are securely in place. 222 ©2006 CONTECH Stormwater Solutions .\1 U/ <r„ „ , W J va��rrrlrrN�/iii wr� , � �� I uV�UNlr�ir /lfi�iU li1�,. ��iu u�ioiir ��7Y�Jfr�eryi4am11' VortClarex-rm Oil Stop Valve Voi rt C I a rex Highly efficient cid/water separatilon VorlClarex ci irnavative coalescing media to remove free oil from contaminated stormwater 'flows and help site owners cornply with regulations, rhe system is ide0y suited for sites where specific effluent targets are specified, or for sites where removal of oil arid grease is the greatest concern. Conventional oil/water separators provide gravity separation by using baffles or HATCH r sections, but are only effective on oil MANHOLE droplets greater than 150 microns.The VortClairex coaIiescing media maximizes surface area,increasing performance and OUILEf effluent quality, it is typically sized to remove "o PIPE oil droplets as srnall as 60 microns, wid INLET PIPE achieve an effluent concentration of 10 mg/L or 1ess, "'S OUTLET The VottCiarex coalescing media is housed T-PIPE within a precast concrete vault. Unlike other i oil/water separators constructed of fiberglass NON-CLOU 11 1, 1 1 1, Y I A" I........... DIFFUSER or steel, It does not require anti-floatation ir, hold-down straps or concrete traffic coHars, W All Mainlaining [lie system is easy using a Wff N/ standard water hose and vacuum truck, and the rnedia can be cleaned 6Iher inside or Outside the structure, ----�`�COALESCJNG MEDIA How d'oies �-t work? sULIUS BAFFLE WALL Flows enter the VortOarex system via a noir-cloy diffuser and arc,distributed across the chamber width. rhe infiuienpasses over a solids baffle wall where settleabie solids drop out, reducing the,amount of solids in the flow as it enters,the coaIescing media,As the flow passes through the media, oily pollutants accunriuWe on the surface and come into conta(t with others to form larger, more buoyant droplets. These buoyant droplets rise upward through the media and are released near Lhe water surface. The oil is trapped behind the outlet T-pipe,and Ireated water exits the system, VortClarex • Removes up lo 99,9%of free oil • Releases effluent with a quality in the range of 10 mg1l_or less • Installs and maintains easily • Non-wrlbulent flow4hrough system increases separation • M ininnal site work I eq U I res no hold down straps rr � • Precast concrete structure ensures durability • Underground, traffic-rated BIVIPmaximizes land Use Oil Stop Valve Comprehensive risk management The Oil Stop Valve reduces the risk of catastrophic oil spflis being released from your site. The fully adjustab�le float accommodates any oil type,oil depth,o,r alarrn condition, A sirriffle i'Tiechanism, few moving parts,and corrosion resistant stainless steel construction ensure long product life, �How does it work? MANHOLE In a spill situation,free oil and stormwater, flow into the manhole containment struclure through the storm drain pipe inlet and stop valve.While the floating oil accumulates on the .......... water Sufface in the structure, dean water exits —as STOP VALVE OUTLET PIPE through the skimmer pipe.As the layer of oil gets thicker,the stainless steel float, calibrated begins to STORM DRAIN to tl,,ue density of wafer, sink in the INLET PIPE fighter OiL When the acwmulated oil reaches a ACCUMULATED OIL predetermined depth, the float sinks,which triggers the lever and closes the stop valve. STAINLESS STEEL FLOAT the closed valve prevents additional (A or stormwater from flowing through the structure SKIMMER PIPE and leaving the site until the unit rs reset. Oil Stop Valveii • Uses existing storm drains arid!pipes as secondary containment • Modular manhole design sirnplifies installation • Requires no electrical power to operate, and only pe6odic inspeclion • Stainless steel material's and passive design with only one moving part ensures reliability • Acts,as a standalone structure or works in conjunctim,ii with an upstreami oil/water separator such as the VortClarex • Needs no operator adjustment or monitoring • Is v4tually maintenance free I a hi I e M o d le I s u Usethis table to identi6y the appropriate configuration for your site Our engineers are available to assist you with your project, a VC:L.30 6 x 3 3.75 110 6 VCL40 8 x 4 3.75 150 f.1 VCL601' 12 x 6 3,58 225 a VC`l_ 2 12 x6 3,58 440 10 VCI_ 0-1 15,x 8 3.25 :300 12 VCL8 Z 16 x 8 3.42 620 '12 VCL805 16 x 8 5.42 880 12 4 � P i q OSV'100, _ 100 OS,V148 4 4 100 4 OSVl 60 5 4 100 4 OSV3001 280 OSV3 60 5 5 28,0 6 OSV:372 6 5 280 6 OJSV5001 Sd3t1 _ OS:V560 5 5 5O1O 8 OSV572 fly 5 500 8 'This model indUdes valve only,no 5tP9aCtUre, wV+ print n in luaaarolaaarys enfi rrAy on fsaiesa �..,� SC "arerrvardshipa Council cvrtified ppaptn r5( cei ki is thin emufes that Ox-paper in our rarocs it irtt contain finer fioaii well ann.ari aWxi and r e„is mi k.,Il y harvested lorests 010 10 iIn e e:t Ov ict oMrol76nefria1 ualnd,sCPL1CH4".9'onnrnrnk. C44'sNTECCRIF tall dagi rl n. Suort Pur ➢Rud Drawings and specifications are available at contechstoi`m water,com, 8th 92 5,'5240 w Site-specific design support is available from our engineers, contechst rmvwater.co u 12007 CONTECH Storm water Solutions' CONTEC14 Construction products Ince provides site solutions for the civil engineering industry,C 1NTECH"s portfolio includes, bridges,drainage, sanitary sewer, storrnwwat r and earth stabilization products. For information on other CONTECH division offerings,visit contech-cpi.com or call 800-338,1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability ar fitness for any particular purpose, See,the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by an 6,486.218,6„641;720w 6,511,595t 6,649,048A 6,991,114,6,990,038;7,186;058”related foreign parents or other patents pending. Vo,rtCMarex registered trademark of COMECH Construction Products Inc. CONSTRUCTION PRODUCTS INC. Oil Stop Valve Guide Operation, Installation and Maintenance }} — " 1d VET.'-PIPE(MQT B+ Ar') 1 � 1 ?.+' --!'i VJiS Y�7NN£CTie7.NlUTtltlVN){Ef'f h�6) 1 ( ' �„ rrr4�" li6'�Ibhii S � i E fff, 1 f 4-0 fIVOI i -41 i :f:.V-1Sk'.:.irAu tJ f?F4s�/' s`'t fry'.'(x'Rtk:�114Y r3'e E,6L1 „ti- �rltnler.:�.iFrU Wl �a ..,,amr�r ,r ter OCTET 1 s- Ot1rl TPft SECT ION d-R Principle of Operation The valve operates on a buoyancy principle.The ballasted float, AFL- Discharge Outlet Max. Max. Max. which is the only moving part, is weighted for a specified gravity OSV Elbow Valve Valve Pipe Outlet Capacity Capacity of 0.95. In the water,the float will float and keep the valve Model Material Size Size Size gpM Ips open. An accumulation of oil around the float will decrease the OSV-4 PVC ' 4" 101 mm 4" 101 mm 160 10 buoyant force on the float, causing it to float lower in the liquid. OSV-6 PVC 6" 150 mm 6" 150 mm 360 23 As the oil accumulation increases, the float will sink lower and OSV 8 PVC 8" 200 mm f 8" 200 mm -600 39 finally close the valve when the oil level is approximately 3" (76 0SV-4SS Stainless 4" 101 mm 4" 101 mm 160 10 mm)to 4" (101 mm)above the bottom of the float. i Steel OSV Operation 0SV-6SS Stainless 6" 150 mm ' 6" 150 mm 360 23 i Steel; ' The AFL Oil Stop Valve(OSV) by CONTECH is designed for easy, OSV 855 Stainless 8" 200 mm 8" 200 mm 600 39 efficient operation in confining oil spills to the premises. It is ( Steel used in oil/water gravity differential separators, coalescing type OSV-loss Stainless 10" 250 mm 10" 250 mm 900 57 separators and oil manholes to prevent the entry of oil into the Steel effluent. OSV-12SS Stainless 12" 300 mm 12" 300 mm 1400 88 Features of the valve include: Steel 1. Dependable gravity operation t CSV-4SST Stainless 4" 101 mm ' 4" 101 mm 160 10 2. Corrosion-resistant construction Steel CSV-6SST Stainless 6" 150 mm 6" 150 mm 360 23 3. Only one moving part Steel 4. Outlet vent connection (siphon breaker) 0SV-8SSTStainless 8" -200 mm 8" 200 mm 600 39 The valve is available in a variety of sizes to meet a wide range of ` Steel:. flow conditions.The valve is supplied as a stand alone device and �OSV1oSST Stainless 10" 101 mm 10" 101 mm 900 57 can be used in tandem with a CONTECH VortClarex®coalescing Steel media separator. OSV-12SST Stainless 12" 150 mm 12" 150 mm 1400 88 Steel On a case by case basis, valves can be fabricated with a "weep hole"which facilitates reopening of the valves after closure due SS=Stainless steel p g SST=Stainless steel extended and is used when designing for fire protection to oil spill. The weep hole equalizes the pressures in the valve and This feature includes an extended pipe through the outlet of the structure,so there is will pass a minimal amount of oil/water mixture.This option is no connection inside the valve structure to melt and fail. only added upon the Engineer's written request. Hydraulic Capacities Table 1.CONTECH AFL-OSV Model Sizes and Peak Flow Capacity A minimum recommended water level, sufficient to completely submerge the float housing, is required for proper operation -------- ----------------------- - of the OSV Operation at less than the minimum recommendedI ' PIPE- water level will reduce the capacity of the OSV —r - -F— — --- -- -- -1--;-The recommended operating flow rate versus its associated - head loss is shown in Figure 1, 2 and 3. For the valve to operate f # properly at required flow(s), the valve discharge pipe centerline must be below the liquid level at a distance equal to (or greater than)the associated head loss.Table 1 indicates the peak flow capacity of each valve size and model. 0 -- - -} WARNING: IF THE VALVE IS OPERATED AT GREATER THAN DESIGN OR RECOMMENDED FLOWS IT MAY SHUT OFF AUTOMATICALLY WHICH MAY NECESSITATE THAT THE VALVE BE REOPENED MANUALLY. FLOW RATE WPM Figure 1. 0SV-4 inch 2 12. Fill manhole with clean water tooutlet invert. The 3/8^ (9.5 mm)guide rod should brapproximately 8^ (200 mm) above the cage top plate. 13. Push down gently onguide rod, release pressure from rod and allow float to rise. Upon rising, unit is ready for operation. � � � 14� �p�12u�dprhodiva|�toi�u,e�uoperation. If — float remains closed, �grn� puUon |i�cab|rtob=ok�ot � suction. � NOTE: DO NOT ATTEMPT TO OPEN VALVE WHEN SUMP IS — EMPTY OpWATER. WATER LEVEL MUST BEATINVERT OF OUTLET TOLIFT NOTE: IF FLOAT DID NOT OPEN, FILL VENT PIPE WITH WATER | TOEQUALIZE PRESSURE ONTHE VALVE FLOAT. R.�UW RATE /aPW Figure 2. oSv'aand oSVcoinch mSSummx'Luo FLOAT'-,EAI "nAIumm� /uAT GUM' EAuAS'AIMS W—� � �� 1/6'0 ��u�wm, � 1/ 48twwWo m ~ m+ONaemmPIPE NO(EVa / � 11l ��U `~ � \ (� LEm ~ c/ NOW RATE (Gpwu ----------' OSVdi,ch*rgr pipe(not shown here and plain end connechond to be supplied by Others. The contractor, at his discretion, may Figure 3. ou+10and oSVc1z inch solvent glue tothe valve discharge elbow, orselect other suitable means for connecting OSVdischarge elbow to outlet pipe. A. Plain End Connections Installation Valves with plain end connections can be connected with PV[ 1 Unit must brinstalled utilizing a cmnr, backhoe,fork coupling and two stainless steel worm drive hose clamps. Slide the coupling onvalve dochargee|bovvand in�aUthe damp`by tmckor`imi|arequipmen�due�o�he`izeandvvrigh� (approximately 3OO'425pounds [136'1g3KgU sliding them onthe coupling. Line upthe valve discharge elbow with outlet pipe, leave 1/4^gap(6 mm)between pipe ends, and 2. Pick upunit slowly using the supplied lifting cable harness. slide this coupling and clamp onthe outlet pipe. Donot tighten 3. Unit will tip tothe outlet pipe side. This bthe desired angle the hose clamps at this time. toprevent eoezpreoureonthr#oatcagr. 4. Lower unit into manhole. O. Flanged End Connections 5. Remove lifting harness for use onnext valve. Line uPthe flange bolt holes, insert agasket and bolt flanges. Do not tighten bokza��hi`hmr� 6. Remove rubber boot (To be installed ou�ideofmmc) /�TsN�ON� pLANGE��UPPUEDVNTHTHEVA[VE�AKEpLAT 7. Reposition valve toaUovvoudrtpipe ofvalve toemend � through manhole p|u`4^ (101 mm). MakemFACE; KxAKESURE THE KxAJ|NGFLANGE |SOpTHE SAK4E sure plate i`level inboth directions. DESIGN. �U�EOp� SEDFLANGES WILL BREAK THE PVC FLANGES. 8. Grout outlet pipe inplace. g. |n� U � anchon � � diameter C.Anchorage provided inthe support angles't the bottom ofthe valve. OSVvalves are supplied with hold down straps,which are de,igned�ose�uve�heva�e~oo�hrcon�� Af�rtheva|veha` 1O. A�achthe stainless�ee|float guide cable tothe under side up outlet nozzle, strap on the valve ofconortrlid vvithinreach ofthe manhole covrcThis vviU been lined ' in allow for manual opening ofthe valve. body and use the two holes asatemplate for locating the anchor bolts. 11. Install 1^ (25 mm}75 vent/siphon leaving approximately 1^ Remove straps and drill inanchors. (25 mm)gap between pipe and underside of lid. Replace the strap and bolt down the strap. 3 D. Siphon Breaker SECTION 02723 Siphon breaker connection Is located on the valve discharge elbow and is furnished with a union to facilitate Installation of AFL-OSV by CONTECH SPECIFICATIONS siphon breaker pipe. PART 2.00 Oil Stop Valves In order to calculate siphon breaker pipe length, determine A.Manufacturers the maximum liquid level in the sump/tank at a spill condition, 1. CONTECH Construction Products: Model AFL-OSV-4SST subtract elevation of the top of the OSV discharge pipe from with slave valve(stainless steel)or approved equal installed maximum liquid level and add 1'-6" (450 mm). After the length inside prefabricated manhole. of the pipe has been cut, attach the pipe to the union using PVC solvent cement. Install the siphon breaker pipe on the valve and B. General support it as required. Ideally, the top of the pipe should be as 1. Description: Fabricated control valve designed to control close to grade as possible. oil spills. Valve assembly shall consist of a base, guides, ATTENTION: IMPROPER SIPHON PIPE ELEVATION WILL RESULT inlet housing,float and outlet connection. Valve shall be IN OIL DISCHARGE THROUGH THE SIPHON BREAKER DURING designed to operate on specific gravity differential principle. SPILL CONDITION. 2. Float Weight: Ballasted for 0.95 specific gravity 3. Flow: 160 GPM (10 Ips) Gravity(Maximum) Maintenance 4. Inlet Pipe Size: 12" (300 mm) Diameter 1. Remove solids from bottom of sump as required. Six(6") 5. Vents: 1" (25 mm) SS threaded coupling located on top [150 mm] of build up maximum. of discharge pipe. Vent pipe to extend above maximum 2. With water level in sump at outlet invert, gently push guide oil level to be supplied by Contractor. Material to be rod downwards approximately 6" (150 mm).This will allow galvanized pipe. float to come in contact with the bottom flange. 6. Coupling: 1" (25 mm)SST threaded coupling and plug 3. Release guide rod.The rod should rise up to the original located on side of discharge pipe. position. If this procedure was successful the valve is in proper 7. Outlet connection to 12" (300 mm) Diameter plain end working order. pipe. Contractor to supply connection flexible connector 4. Occasionally the float will stay seated on the bottom flange and clamps. when pushed down. Simply pull upwards on the stainless C. Materials of Construction steel cable attached to the guide rod. This will break the 1. Base, Housing and Outlet Piping. 304L SST suction and allow the float to rise. If when attempting to push guide rod downwards and it appears to be stuck, 2. Float: SST with Teflon Seat pull up on stainless steel cable to raise the float again 3. Float Guides:Type 304 Stainless Steel sleeves approximately 6" (1 50 mm). If float rises, release cable. If the float sinks it is inoperable and must be replaced. D.Design Requirements 5. This procedure should be performed at least yearly. 1. Pressure Rating: Atmospheric ATTENTION: UPON VALVE CLOSURE DUE TO A SPILL,THE OIL COLLECTED IN THE SUMP,TANK OR OIL SEPARATOR, MUST 2. Temperature: Ambient with 450°F(232 °C) maximum BE EVACUATED FROM THE VALVE CHAMBER AND DISPOSED PART 2.10 Slave Valve OF PROPERLY. AFTER THE OIL HAS BEEN REMOVED, FILL A.General CHAMBER WITH CLEAN WATER AND RE-OPEN THE VALVE BY 1. Application. Oil spill prevention LIFTING THE FLOAT BY PULLING ON LIFT CABLE. THE SAME 2. Model Number: SV-S.S/PVC PROCEDURE MUST BE USED DURING PROCESS START UP. 3. Description: Fabricated to reopen oil stop valve in the event of water loss caused by leakage or evaporation, etc.) 4. Float Weight: Ballasted for 0.95 specific gravity B. Materials of Construction Support 1. Base, Housing, and Piping: SS Drawings 2. Float: PVC 3. Float Guides: Type 304 Stainless Steel - Site-specific design support is available from our engineers. @2009 CONTECH 4. Pressure Rating: Atmospheric CONTECH Construction 5. Temperature: Ambient with 130°F(54°C) maximum engineering industry. • �• C. Principle of Operation products.sewer,stormwater and earth stabilization CONTECH division offerings,visit contech-cpi.com or call;�0 1. The slave valve is added to an oil stop valve to allow the Nothing in this catalog should be construed as an expressed warranty or an main float to reopen. Due to the lack of water the main implied warranty of merchantability or fitness for any particular purpose. float will close. When additional rain enters the sump,the CONTECHSee the slave valve float will open and allow water to enter the oil 1 warranties and other terms and conditions of sale. stop valve body. As the water level rises the main float will The product(s)described may be protected by one or more of the following US patents: open due to water pressure pushing up against the bottom • of the main float. In the event of an oil spill, the slave valve 17,297,266; 17,517,450;relatedforeign 6,649,048;patentsotherpatents 1pending. float and the main float will close containing the spill. CONSTRUCTION PRODUCTS INC. OSV manual 04/04 800.338.1122 •www.contech-cpi.com Vortechs® Maintenance near this level throughout pumping as the bottom and sides The Vortechs system should be inspected at regular intervals and of the swirl chamber are sealed to the tank floor and walls. This"water lock"feature prevents water from migrating into maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more the swirl chamber, exposing the bottom of the baffle wall and creating excess pump-out volume. Floating pollutants will decant heavily on site activities than the size of the unit, e.g., unstable into the swirl chamber as the water level is drawn down.This soils or heavy winter sanding will cause the swirl chamber to fill allows most floating material to be withdrawn from the same more quickly but regular sweeping will slow accumulation. access point above the swirl chamber. Floating material that Inspection does not decant into the swirl chamber during draw down Inspection is the key to effective maintenance and is easily should be skimmed from the baffle chamber. If maintenance performed. Pollutant deposition and transport may vary from is not performed as recommended, sediment may accumulate year to year and regular inspections will help ensure that the outside the swirl chamber. If this is the case, it may be necessary system is cleaned out at the appropriate time. Inspections should to pump out other chambers. It is advisable to check for be performed twice per year(i.e. spring and fall) however more sediment accumulation in all chambers during inspection and frequent inspections may be necessary in equipment washdown maintenance. areas and in climates where winter sanding operations may lead These maintenance recommendations apply to all Vortechs to rapid accumulations. It is useful and often required as part of systems with the following exceptions: a permit to keep a record of each inspection. A simple inspection and maintenance log form for doing so is provided on the 1. It is strongly recommended that when cleaning systems larger following page, and is also available on contechstormwater.com. than the Model 16000 the baffle chamber be drawn down to depth of three feet prior to beginning clean-out of the The Vortechs system should be cleaned when inspection reveals swirl chamber. Drawing down this chamber prior to the swirl that the sediment depth has accumulated to within 12 to 18 chamber reduces adverse structural forces pushing upstream inches(300 to 450 mm)of the dry-weather water surface on the swirl chamber once that chamber is empty. elevation. This determination can be made by taking two 2. Entry into a Vortechs system is generally not required as measurements with a stadia rod or similar measuring device; cleaning can be done from the ground surface. However, one measurement from the manhole opening to the top of the if manned entry into a system is required the entire system sediment pile and the other from the manhole opening to the should be evacuated of water prior to entry regardless of the water surface. Note: To avoid underestimating the volume of system size. sediment in the chamber,the measuring device must be carefully lowered to the top of the sediment pile. Finer, silty particles at the Manhole covers should be securely seated following cleaning top of the pile typically offer less resistance to the end of the rod activities to prevent leakage of runoff into the system from than larger particles toward the bottom of the pile. above and also to ensure proper safety precautions. If anyone physically enters the unit, Confined Space Entry procedures need Cleaning to be followed. Cleaning of the Vortechs system should be done during dry Disposal of all material removed from the Vortechs system should weather conditions when no flow is entering the system. Clean- be done in accordance with local regulations. In many locations, out of the Vortechs system with a vacuum truck is generally the disposal of evacuated sediments may be handled in the same most effective and convenient method of excavating pollutants manner as disposal of sediments removed from catch basins or from the system. If such a truck is not available, a "clamshell" deep sump manholes. Check your local regulations for specific grab may be used, but it is difficult to remove all accumulated requirements on disposal. pollutants using a "clamshell". For assistance with maintaining your Vortechs system, contact us In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. regarding the CONTECH Maintenance Compliance Certification However, an oil or gasoline spill should be cleaned out Program. immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured.To remove these pollutants, it may be preferable to use adsorbent pads to solidify the oil since these pads are usually much easier to remove from the unit individually and less expensive to dispose of than the oil/water emulsion that may be created by vacuuming the oily layer. Floating trash can be f netted out if you wish to separate it from the other pollutants. t p�` z t c Cleaning of a Vortechs system is typically done by inserting avacuum hose into the swirl chamber and evacuating this chamber of water and pollutants. As water is evacuated, the water level outside of the swirl chamber will drop to a level roughly equal to the crest of the lower aperture of the swirl chamber.The water outside the swirl chamber should remain 6 Vortechs InspectioniMaintenance • • Vortech Model: Location: Water Floatable Describe Date depth to Layer Maintenance Maintenance Comments sediment' Thickness' Performed Personnel 1. The water depth to sediment is determined by taking two measurements with a stadia rod:one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than eighteen inches the system should be cleaned out.Note:To avoid underestimating the volume of sediment in the chamber,the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance,the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill,the system should be cleaned immediately. 7 C:) 00,00000 OCOCO O a) N O O O O LO LO O O OO rn i.+'. to to O O .-".- to to CU M O N N p W N C 0. `- N �- Cfl Il- I- U a M � Efl Efl Efl Efl Ef) Ef) Ef) Ef) Ef) Ef) Ef) Ef) _U C W W W W T 0 0 0 0 0 0 0 0 o T to Q k Q Q Q Q V R O O O O .-!.- .- — o .r CU O 0 cn W O O O O d d' O O O C:) Q I a (� rZ v O LL W CA IL cu 12 l— l— l— l— O O O O yr C N I w r r r r C C O Q d U 75 O rte+ i0 0 c 0 0 0 0 0 0 0 0 rn LU m m m m 0 O C) C) OHO O O W +r � LO O O LO:LO O O Lu O Y W 0 .= N LO LO U) � U j U V' W r K} EA 61Y EA EA=EA EA 69- a) Aa) E r' N 1J.1. IL aS O O O O C:):.C:) O O C C U) ...0 to to O O to:to O O •- N"� •- •- c0 L p cu cn cu _ K} EA EA EA EA:EA EA EA N aS cl aS a) a) D cu 3 O . ': L - Q c Q cQ U) U) a) N d moi! m cu3 Q- 3, Q- Q- Q- cu p = W W a) a) to E E cuC (n U U U U J J 2! U � �' .o a) o E 3 C- E — to O 3E F 0 -a o cu o U) O _N c O U � O p U O to ? o •— �U c cn v) - o o E .S z n o O cu a) to c O ,C N N O- N c C T 'O > O U to (L C a) O a) (> C a) a) `�- c O rte+ p - E E O a O c cu U C1' a) a) N N N �' > p a) to Q to m N O N rn O U G, CU U �- a) C = Q. 7 �O •C C cu �.. 3 C O to O Q '� v= a) c C CU N a) to p Q - N O 0 F- a) O "6 G'. -0 c C- c6 C- C "O 0 U a) Q c c O � 3 L a) a) c6 a) > a *k aS aS m' 'O '6 a) to 's N 3 O �: Q U -6 0 'o O C C a) ` O O "O IL W O -p a) O.. m e cu U a) p ' C cn N cu O Q' to N a) N O E 7 0 a) a) o� > C) > to aS � - N a a) Q. o o c E E E v) in Q v 3 0 0 O a) a) a) a) 0- a) as c o o -a O a v T rn � > cn c 0 r� -C � o Q- cu m .S c- E c a) c O CU O cn c6 m m a) a) co .� as c N (n 5 Uc U c 3 asc cn cu U) w C _ N -0 -0 Q 0 - (n r R V a) cu U U Q c0 ai cu (n N a) O ca d O c cl co W U M LU LU cu a a co EW LL r In to O w z PROJECT# 984.08 SHEET# 2 OF: 2 PAGE# 2 OF: 2 MADE BY: DATE: PROJECT: Stewarts Queensbury CHKD BY: DATE: SUBJECT: Estimated Operation and Maintenance Costs REVISED BY: DATE: Stormwater Management Practices CHKD BY: DATE: Suggested Annual funding, accounting for inflation Estimated Total Annual Cost: $ 7,245 Inflation Rate Year 2.50% 2.75% 3.00% 2017 $ 7,245 $ 7,245 $ 7,245 $ 7,245 2018 $ 7,426 $ 7,444 $ 7,462 $ 7,535 2019 $ 7,612 $ 7,649 $ 7,686 $ 7,836. 2020 $ 7,802 $ 7,859 _$ 7,917 $ 8,150 2021 $ 7,997 $ 8,075 $ 8,154 $ 8,476 2022 $ 8,197 $ 8,298 $ 8,399 $ 8,815 2023 $ 8,402 $ 8,526 $ 8,651 $ 9,167 2024 $ 8,612 $ 8,760 $ 8,910 $ 9,534 2025 $ 8,827 $ 9,001 $ 9,178 $ 9,915 2026 $ 9,048 $ 9,249 $ 9,453 $ 10,312 2027 $ 9,274 $ 9,503 $ 9,737 $ 10,724 2028 $ 9,506 $ 9,764 $ 10,029 $ 11,153 2029 $ 9,744 $ 10,033 $ 10,330 $ 11,599 2030 $ 9,987 $ 10,309 $ 10,640 $ 12,063 2031 $ 10,237 $ 10,592 $ 10,959 $ 12,546 2032 $ 10,493 $ 10,883 $ 11,287 $ 13,048 2033 $ 10,755 $ 11,183 $ 11,626 $ 13,570 2034 $ 11,024 $ 11,490 $ 11,975 $ 14,113 2035 $ 11,300 $ 11,806 $ 12,334 $ 14,677 2036 $ 11,582 $ 12,131 $ 12,704 $ 15,264 2037 $ 11,872 $ 12,465 $ 13,085 $ 15,875 2038 $ 12,169 $ 12,807 $ 13,478 $ 16,510 2039 $ 12,473 $ 13,159 $ 13,882 $ 17,170 2040 $ 12,785 $ 13,521 $ 14,299 $ 17,857 2041 $ 13,104 $ 13,893 $ 14,728 $ 18,571 2042 $ 13,432 $ 14,275 $ 15,169 $ 19,314 2043 $ 13,768 $ 14,668 $ 15,625 $ 20,087 2044 $ 14,112 $ 15,071 $ 16,093 $ 20,890 2045 $ 14,465 $ 15,486 $ 16,576 $ 21,726 2046 $ 14,826 $ 15,912 $ 17,073 $ 22,595 2047 $ 15,197 $ 16,349 $ 17,586 $ 23,498 WSP SELLS SMP O_M Costs-template.xis 3/9/2017 Annual Adjustment