DRAFT DESIGN REPORTAugust 2011
TECHNCIAL APPENDIXTA-4.3
SURFACE WATERQUALITY REPORT
Access 390I-390 Exit 16
Interchange Reconstruction Project
P.I.N. 4390.17Monroe County
Town of BrightonCity of Rochester
Page 1 of 2
To: NYSDOT Region 41530 Jefferson RoadRochester, NY 14623
Date: June, 2011
From: Mark J. McAnany, PE Project Manager
cc: Kenneth Avery, PE, CFM, D. WRE (Bergmann)James Boggs (Bergmann)
Re: Surface Water Quality (Supplemental Memorandum #1)I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)PIN 4390.17.111 (BA #7168.03)
STORMWATER ANALYSIS
The Supplemental Memo #1 supersedes the Draft Report Memo. Updated information regarding the constructionphases of the project has become available and as a result, there is a reduction in the amount of the initialdisturbed impervious area assumed under the Draft Report Memo. The following are the anticipated phases ofconstruction:
Phase I Stage 1 - Construct highway improvements at E. River Road including roundabout at Kendrick,Reconstructed ramp from I-390 southbound to E. River Road, new ramp (ramp FH) to I-390southbound, reconstruct E. River Road as necessary. This could also include some widening andreconstruction on Route 15 south of E. River Road to accommodate future contracts. Completion ofthe new ramp to I-390 southbound along with the other improvements in this phase will facilitate laterphases at Route 15 by providing needed relief.Stage 2 - Construct new auxiliary lane at the diverge of I-390 southbound and I-590 northbound nearthe Route 15A entrance ramp.Letting Date – AUG 2012
Phase II Stage 3 - Build a new Kendrick Road on ramp (Ramp EH, bridge 5A) to I-390 northbound.Rehabilitate, widen or replace the Kendrick Road Bridge over I-390 and the Erie Canal. This phaseshould be completed before Phase 4 it can serve diverted traffic from Rte. 15 during that phase.Stage 4 - Build the new Route 15 northbound to I-390 northbound ramp (GH) Bridge (14), completemerge area improvements to the existing on-ramp from Route 15 to I-390 to accommodate the newramp. This ramp should be built prior to work on Route 15A.Letting Date – DEC 2013
Phase III Stage 5 - Replace the Route 15A Bridge over the Erie Canal (bridge 8). Depending on traffic controlmethods and necessary diversions of traffic to Route 15 as an alternate route, this phase could beconstructed before or concurrently with phase 1 and 2.Letting date – DEC 2015
Phase IV Stage 6 - Construct improvements at Route 15A. Letting Date – DEC 2017
The coverage under the State Pollutant Discharge Elimination System General Permit for Stormwater Dischargesfrom Construction Activity (current Permit No. GP-0-10-001) will be divided into two parts due to the extendedschedule of the multiple construction phases. A Notice of Intent (NOI) and Stormwater Pollution Prevention Plan(SWPPP) document will be prepared prior to the Letting Date of Phase I, and this will cover construction work for
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both Phase I and Phase II. A second NOI and SWPPP will be prepared prior to the Letting Date of Phase III, andthis will cover construction work for both Phase III and Phase IV.
For water quality control, an updated analysis uses the project impervious area only to approximate the waterquality volume calculation. The re-development standard has been assigned to this project in accordance withChapter 9 of the NYS Stormwater Management Design Manual, and a preliminary review of the project showsthat there are physical constraints pertaining to soils and the available head to drain storm water. Treatmentobjectives may be achieved under the option where the water quality volume calculation uses 100% of newimpervious areas within the project limits, and 25% of replaced impervious areas within the project limits. SeeAttachment 1 for water quality volume calculations. Based on a review of these calculations, the water qualityvolume treatment required is 0.48 acre-feet for Phases I & II, and 0.27 acre-feet for Phases III & IV. Treatment forall phases of construction will be achieved through multiple “NYSDEC – standard” Water Quality ManagementAreas (WQMA #1 through WQMA #11), shown in Attachment 2. The required water quality treatment (and anypotential additional treatment) can be accomplished within an approximate 3.0 acres of available surface arealocated inside the highway right-of-way (WQMA’s #1 through #8), and 0.2 acres of surface area that will require a1 acre land acquisition in the vicinity of the proposed Kendrick Road / East River Road roundabout, and relocatedMurlin Drive (WQMAs #9 and #10). WQMA #11 will supplement WQMAs #9 and #10 (approximately 0.2 acres ofsurface area), and the construction of this feature will require a 1 acre land acquisition southwest of the proposedKendrick Road / East River Road roundabout and relocated Murlin Drive. A plan sketch, cross-section sketch ofthe relocated Murlin Drive, and cross-section sketch of reconstructed East River Road are provided inAttachment 3.
It is recommended that groundwater levels/constraints be addressed by taking borings and well monitoring at theproposed WQMA locations. In addition, coordination between the project drainage system designer and thewater quality designer is necessary to formulate the best practicable design strategy of maximizing projectimpervious stormwater drainage to all of the WQMA’s.
Phases I & II - There is approximately 0.5 acres of the project impervious area in the area near the Rt 15northbound ramp to I-390 WB that can feasibly be conveyed to WQMA #5. There is approximately 4 acres of theproject impervious area stormwater between Route 15 and the north project limit (park road over I-390) that canfeasibly be conveyed to WQMA #6 and WQMA #7. There is also approximately 1.5 acres of the projectimpervious area stormwater associated with the Kendrick Road / East River Road roundabout construction, and4.5 acres of off-site impervious area stormwater (from the U of R Laser Lab building and parking lot) that canfeasibly be conveyed to WQMA #9, WQMA #10, and WQMA#11. In addition, there is approximately 0.6 acres ofthe project impervious area stormwater related to the lane re-configuration work within the I-390 / I-590Interchange that can feasibly be conveyed to WQMA #8. The actual stormwater flow distribution (and the size ofeach WQMA) will be determined in the final design process. The estimated surface area available for eachPhase I & II WQMA is: WQMA #5 = 0.1 acre; WQMA# 6 = 0.3 acre; WQMA#7 = 0.3 acre; WQMA #8 = 0.05 acre;WQMA #9 = 0.1 acre; WQMA #10 = 0.1 acre; WQMA #11 = 0.2 acre.
Phases III & IV - The proposed project drainage between the I-390 structure over the Canal to Route 15, ingeneral, will utilize the existing drainage system patterns, allowing approximately 5.2 acres of project imperviousarea stormwater to be directed to WQMA #1 through WQMA #4. In addition, outside of the project limits, there isapproximately 2 acres of existing untreated impervious roadway area (service road / ramp between routes 15Aand 15) that can also be directed to the future WQMA #1 and WQMA #2. The estimated surface area availablefor each Phase III & IV WQMA is: WQMA #1 = 0.4 acre; WQMA# 2 = 0.7 acre; WQMA#3 = 1.0 acre;WQMA #4 = 0.15 acre.
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Surface Water Quality (Supplemental Memorandum #1)June 10, 2011
Attachment 1
I-390 at Route 15A and Route 15PIN 4390.17.111
Figure B-1. Potential Stormwater Quality Management - Canal Watershed
Locations of Potential WaterQuality Management Area
WQMA #1
WQMA #2
WQMA #3
WQMA #4
WQMA #5
Impervious Area Draining to WQMA:
1) WQMA #1 & #2 = 12 acres2) WQMA #3 & #4 = 2.5 acres3) WQMA #5 = 0.5 acres
I-390 at Route 15A and Route 15PIN 4390.17.111
Figure B-2. Potential Stormwater Quality Management - Canal Watershed
Locations of Potential WaterQuality Management Area
WQMA #6
WQMA #7
Impervious Area Draining to WQMA:
1) WQMA #6 & #7 = 4 acres
I-390 at Route 15A and Route 15PIN 4390.17.111
Figure B-3. Potential Stormwater Quality Management - Allen Creek Watershed
Location of Potential WaterQuality Management Area
WQMA #8
Impervious Area Draining to WQMA:
1) WQMA #8 = 0.6 acres
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Surface Water Quality (Supplemental Memorandum #1)June 10, 2011
Attachment 2
BY DATE PROJ. NO. SHT OF
CKD DATE PROJ. NAME
TITLE:
Formula for calculating the Intial Water Quality Storage Volume (WQv(initial)) = (P) (Rv) (A)
P = 90% Rainfall Event =
A = total disturbed area in acres = acres
NA = New impervious area in acres = acres
RA = Replaced impervious area in acres = acres
I = ((NA+RA)/A)*100 =
Rv = 0.05 + 0.009(I) =
WQv(initial) = acre-feet
Formula for calculating the Target Water Quality Storage Volume (WQv(targetl)) = (N)(WQv(initial)) + (0.25)(R)(WQv(initial))
WQv(initial) = acre-feet
Total Impervious Area = (NA + RA) = acres
N = (New Impervious Area/Total Impervious Area) =
R = (Replaced Impervious Area/Total Impervious Area) =
WQv(target) = acre-feet
WQv(target) = cubic-feet
WQv(target) = cubic-meters
93
0.651
0.74
0.291
12,695
359
9.10
0.26
9.75
0.89
0.651
MWM 04/27/11 I-390/ I-590/ NY 15/ NY 15A Interchanges
12
0.90
6.70
2.40
JAV 04/27/11 PIN 4390.17 1 1
REQUIRED WATER QUALITY VOLUME CALCULATION (Phase 1 - Canal)
BY DATE PROJ. NO. SHT OF
CKD DATE PROJ. NAME
TITLE:
Formula for calculating the Intial Water Quality Storage Volume (WQv(initial)) = (P) (Rv) (A)
P = 90% Rainfall Event =
A = total disturbed area in acres = acres
NA = New impervious area in acres = acres
RA = Replaced impervious area in acres = acres
I = ((NA+RA)/A)*100 =
Rv = 0.05 + 0.009(I) =
WQv(initial) = acre-feet
Formula for calculating the Target Water Quality Storage Volume (WQv(targetl)) = (N)(WQv(initial)) + (0.25)(R)(WQv(initial))
WQv(initial) = acre-feet
Total Impervious Area = (NA + RA) = acres
N = (New Impervious Area/Total Impervious Area) =
R = (Replaced Impervious Area/Total Impervious Area) =
WQv(target) = acre-feet
WQv(target) = cubic-feet
WQv(target) = cubic-meters
0.67
0.021
931
26
100
0.95
0.043
0.043
0.60
0.33
REQUIRED WATER QUALITY VOLUME CALCULATION (Phase 1 - Allen Creek)
12
0.90
0.60
0.20
0.40
JAV 04/27/11 PIN 4390.17 1 1
MWM 04/27/11 I-390/ I-590/ NY 15/ NY 15A Interchanges
BY DATE PROJ. NO. SHT OF
CKD DATE PROJ. NAME
TITLE:
Formula for calculating the Intial Water Quality Storage Volume (WQv(initial)) = (P) (Rv) (A)
P = 90% Rainfall Event =
A = total disturbed area in acres = acres
NA = New impervious area in acres = acres
RA = Replaced impervious area in acres = acres
I = ((NA+RA)/A)*100 =
Rv = 0.05 + 0.009(I) =
WQv(initial) = acre-feet
Formula for calculating the Target Water Quality Storage Volume (WQv(targetl)) = (N)(WQv(initial)) + (0.25)(R)(WQv(initial))
WQv(initial) = acre-feet
Total Impervious Area = (NA + RA) = acres
N = (New Impervious Area/Total Impervious Area) =
R = (Replaced Impervious Area/Total Impervious Area) =
WQv(target) = acre-feet
WQv(target) = cubic-feet
WQv(target) = cubic-meters
JAV 04/27/11 PIN 4390.17 1 1
MWM 04/27/11 I-390/ I-590/ NY 15/ NY 15A Interchanges
REQUIRED WATER QUALITY VOLUME CALCULATION (Phase 2 - Canal)
12
0.90
3.90
1.80
2.10
0.54
0.166
7,216
204
100
0.95
0.278
0.278
3.90
0.46
BY DATE PROJ. NO. SHT OF
CKD DATE PROJ. NAME
TITLE:
Formula for calculating the Intial Water Quality Storage Volume (WQv(initial)) = (P) (Rv) (A)
P = 90% Rainfall Event =
A = total disturbed area in acres = acres
NA = New impervious area in acres = acres
RA = Replaced impervious area in acres = acres
I = ((NA+RA)/A)*100 =
Rv = 0.05 + 0.009(I) =
WQv(initial) = acre-feet
Formula for calculating the Target Water Quality Storage Volume (WQv(targetl)) = (N)(WQv(initial)) + (0.25)(R)(WQv(initial))
WQv(initial) = acre-feet
Total Impervious Area = (NA + RA) = acres
N = (New Impervious Area/Total Impervious Area) =
R = (Replaced Impervious Area/Total Impervious Area) =
WQv(target) = acre-feet
WQv(target) = cubic-feet
WQv(target) = cubic-meters
0.70
0.017
737
21
100
0.95
0.036
0.036
0.50
0.30
REQUIRED WATER QUALITY VOLUME CALCULATION (Phase 3 - Canal)
12
0.90
0.50
0.15
0.35
JAV 04/27/11 PIN 4390.17 1 1
MWM 04/27/11 I-390/ I-590/ NY 15/ NY 15A Interchanges
BY DATE PROJ. NO. SHT OF
CKD DATE PROJ. NAME
TITLE:
Formula for calculating the Intial Water Quality Storage Volume (WQv(initial)) = (P) (Rv) (A)
P = 90% Rainfall Event =
A = total disturbed area in acres = acres
NA = New impervious area in acres = acres
RA = Replaced impervious area in acres = acres
I = ((NA+RA)/A)*100 =
Rv = 0.05 + 0.009(I) =
WQv(initial) = acre-feet
Formula for calculating the Target Water Quality Storage Volume (WQv(targetl)) = (N)(WQv(initial)) + (0.25)(R)(WQv(initial))
WQv(initial) = acre-feet
Total Impervious Area = (NA + RA) = acres
N = (New Impervious Area/Total Impervious Area) =
R = (Replaced Impervious Area/Total Impervious Area) =
WQv(target) = acre-feet
WQv(target) = cubic-feet
WQv(target) = cubic-meters
0.43
0.255
11,096
314
71
0.69
0.375
0.375
5.15
0.57
REQUIRED WATER QUALITY VOLUME CALCULATION (Phase 4 - Canal)
12
0.90
7.25
2.95
2.20
JAV 04/27/11 PIN 4390.17 1 1
MWM 04/27/11 I-390/ I-590/ NY 15/ NY 15A Interchanges
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Surface Water Quality (Supplemental Memorandum #1)June 10, 2011
Attachment 3
Page 1 of 3
To: NYSDOT Region 41530 Jefferson RoadRochester, NY 14623
Date: June 9, 2010
From: Mark J. McAnany, PE Project Manager
cc: Kenneth Avery, PE, CFM, D. WRE (Bergmann)James Boggs (Bergmann)
Re: Surface Water QualityI-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)PIN 4390.17.111 (BA #7168.03)
DRAINAGE BASINS
There are two watershed areas identified within the project area: New York State Canal (Canal) and Allen CreekTributary. Approximately 35 acres of project impervious area drains into the Canal watershed, and less than 1acre of project impervious area drains into the Allen Creek Tributary watershed.
SOIL EROSION AND SEDIMENT CONTROL
The U.S. Department of Agriculture Soil Conservation Service, Soil Survey Maps for Monroe County werereviewed to determine the types and characteristics of the different soils found in the project area. The soil mapsindicate that the project corridor is built on a multitude of soil types, and this includes: Cayuga, Churchville,Collamer, Galen, Hilton, Lima, Niagara, Odessa, and Schoharie. These soils mostly consist of nearly level togently sloping, deep, and poorly-drained to moderately well drained soil. Some of these soils are expected to besusceptible to erosion because of the slope and fine grain characteristics.
An erosion control plan will be prepared during the final design phase to reduce erosion potential and reduce therate of runoff during construction. The focus of the plan will be to minimize erosion and insure that the quality andquantity of runoff that reaches downstream surface waters is not substantially altered from existing conditions. Alldesign and mitigation measures would incorporate the requirements of the NYS Department of TransportationStandard Specification for Temporary Soil Erosion and Water Pollution Control and the New York StateGuidelines for Urban Erosion and Sediment Control. Adherence to design standards, inspection and qualitycontrol during construction, and periodic cleaning of erosion control features would minimized and mitigate thepotential for erosion and sedimentation.
During construction, every reasonable attempt would be made to minimize impacts on the environment. Impactsto water quality during construction will be controlled by temporary soil erosion and water pollution controlmeasures. Practical temporary measures as listed (but not limited to) below will be considered for this project.
Erosion control methods will be installed prior to construction activities, including access roads. Methodswill include but not be limited to silt fences and straw bale barriers.
Access roads will be constructed in such a manner as to minimize clearing and grubbing. Use of a staged soil erosion control plan. Excavated materials will be disposed of in an approved disposal area outside the 100-year floodplain. Sediment laden water will be pumped to a de-watering basin and water released downstream will be clear
or clearer than the receiving waters.
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Permanent measures that would be considered to minimize/control soil erosion and sedimentation include:
Seeding / vegetative cover Rock / stone lining and outlets Storm Water Ponds
STORMWATER ANALYSIS
Site disturbance for this redevelopment project is greater than 1 acre, therefore, a full Stormwater PollutionPrevention Plan (SWPPP) is required for compliance with the State Pollutant Discharge Elimination SystemGeneral Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-10-001). Contained in theproject SWPPP document will be the following: erosion and sediment control designs (E&SC); review ofstormwater management practices to provide for pollutant removal (water quality controls); review of the reductionin stream channel erosion, prevention of overbank flooding, and control extreme flood events (water quantitycontrols).
The project construction phasing and sequencing has not yet been determined, and as a result, the amount ofdisturbed area open at one time during construction has not been established. However, there have been EPAregulations set for Effluent Limitation Guidelines (ELGs) that are required in all NPDES permits issued after 2/1/10(i.e. Permit No. GP-0-10-001 in New York State) that define construction practices necessary if a constructionproject has 10 or more acres disturbed at any one time, and 20 or more acres disturbed at any one time. Therequirements of the ELGs have been provided by the NYSDEC, and are listed in Attachment 1.
A SWPPP approach document has been generated that includes the general format of the SWPPP to beprovided during final design. The approach document also details the water quantity and water quality analyses(see Attachment 2).
For this project, the preliminary E&SC methods include silt fence, drainage inlet protection, pipe inlet/outletprotection, stone protection, and seeding/soil stabilization operations.
For water quality control, this analysis uses the project impervious area only to approximate the water qualityvolume calculation, and this includes the assumption of full depth reconstruction along the existing I-390 mainline(both NB and SB directions) from Kendrick Road to the I-390 structures over the Canal. The re-developmentstandard has been assigned to this project in accordance with Chapter 9 of the NYS Stormwater ManagementDesign Manual, and a preliminary review of the project shows that there are physical constraints pertaining tosoils and the available head to drain storm water. Treatment objectives may be achieved under the option wherethe water quality volume calculation uses 100% of new impervious areas within the project limits, and 25% ofreplaced impervious areas within the project limits. See Attachment 2 - Appendix E for water quality volumecalculations. Based on a review of these calculations, the water quality volume treatment required is 1.04 acre-feet. Treatment will be achieved through multiple “NYSDEC – standard” Water Quality Management Areas(WQMA #1 through WQMA #8), shown in Attachment 2, Appendix B. The required water quality treatment (andany potential additional treatment) can be accomplished within an approximate 3.0 acres of available surface arealocated inside the highway right-of-way.
Even though there has been an excess of surface area located within the project limits for stormwater treatment, itis recommended that groundwater levels/constraints be addressed by taking borings and well monitoring at theproposed WQMA locations. In addition, coordination between the project drainage system designer and thewater quality designer is necessary to formulate the best practicable design strategy of maximizing projectimpervious stormwater drainage to all of the WQMA’s.
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The proposed project drainage between the I-390 structure over the Canal to Route 15, in general, will utilize theexisting drainage system patterns, allowing approximately 13 acres of project impervious area stormwater to bedirected to WQMA #1 through WQMA #5. In addition, outside of the project limits, there is approximately 2 acresof existing untreated impervious roadway area (service road / ramp between routes 15A and 15) that will also bedirected to the future WQMA #1 and WQMA #2.
Approximately 4 acres of the project impervious area stormwater between Route 15 and the north project limit(park road over I-390) can feasibly be conveyed to WQMA #6 and WQMA #7.
Approximately 0.6 acres of the project impervious area stormwater related to the lane re-configuration work withinthe I-390 / I-590 Interchange can feasibly be conveyed to WQMA #8.
A summary of the project area discharge points associated with each watershed as it pertains to water qualitycontrols for Build Alternative E-2 is provided in Attachment 3.
ATTACHMENT 1 – NYSDEC Effluent Limitations Guidelines (ELGs)
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ATTACHMENT 2 – SWPPP APPROACH DOCUMENT
STORMWATER POLLUTIONPREVENTION PLAN
APPROACH DOCUMENT
P.I.N. 4390.17.111
I-390 AT ROUTE 15A AND ROUTE 15
Town of Brighton, City of Rochester,Monroe County
June 2010
UNITED STATESDEPARTMENT OF TRANSPORTATIONFEDERAL HIGHWAY ADMINISTRATION
NEW YORK STATE DEPARTMENT OF TRANSPORTATIONGEORGE E. PATAKI, Governor JOSEPH H. BOARDMAN, CommissionerDavid A Patterson, Governor STANLEY GEE, Acting Commissioner
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010 i
TABLE OF CONTENTSSection Page No.
I. INTRODUCTION 1(update during final design)A. Project Scope 1B. Project Location 1
II. PROJECT MAPS & PLANS 1(provide during final design)A. Location Map 1B. Contract Plans 1C. Description of Existing Vegetation 1
III. PROJECT SOILS 2(update during final design)A. NRCS Soil Map 2B. Soil Types 2
IV. CONSTRUCTION PHASING 3(provide during final design)A. Sequence of Construction Activities 3B. M&PT Sequence Plans 3
V. EROSION & SEDIMENT CONTROL MEASURES 2(provide during final design)
. A. Erosion Control Plan 2B. Applicable Standard Sheets and Special Details 2C. Installation Sequence 3D. Maintenance Schedule 3E. SWPPP Implementation Responsibilities 3
VI. PROJECT WATERSHED INFORMATION 3(provide during final design)
VII. POST-CONSTRUCTION STORMWATER MANAGEMENT 4(update during final design)A. Water Quantity Management 4B. Water Quality Management 4C. Post-Construction Stormwater Management Summary 5D. Maintenance Schedule of Post-Construction Stormwater Control Practices 6
APPENDICESA. Location Map/USGS Map (provide during final design)B. Project Mapping (replace approach figures with project plans during final design)C. NRCS Soil Map (provide during final design)D. Erosion Control Details & Notes (provide during final design)E. Water Quantity / Water Quality Analysis Data (update analysis during final design)F. Miscellaneous Stormwater Management Information (provide during final design)G. Miscellaneous Forms (provide during final design)
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010 1
I. INTRODUCTION
A stormwater management assessment has been conducted for the proposed project in order toprotect the waters of the State of New York from the adverse impacts of stormwater runoff. Thisreport presents an analysis of the project in accordance with the New York State Department ofEnvironmental Conservation SPDES General Permit for Stormwater Discharges fromConstruction Activity Permit No. GP-0-10-001 and the New York State Stormwater ManagementDesign Manual. As required, stormwater management practices are designed whereappropriate to provide for pollutant removal, reduction in stream channel erosion, prevention ofoverbank flooding, and control extreme flood events.
As site disturbance in the project area is XX.X acres a full Stormwater Pollution Prevention Plan(SWPPP) is required for compliance with the State Pollution Discharge Elimination SystemGeneral Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-10-001).A Notice of Intent (NOI) form will be submitted to the Bureau of Water Permits. The SWPPPaddresses erosion and sediment control planning, water quality volume control, and waterquantity volume control.
A. Project Scope
B. Project Location
The project is located in …
This project is not located within a TMDL watershed and does not discharge into a303(d) listed water. The project coordinates are located in Table I-1 below.
Table I-1 – Location TableApproximate Coordinate Position @ Center of Project
Northing (Y) 4776186
Easting (X) 287162
Note: Position located along I-390 at Exit 15A.
II. PROJECT MAPS & PLANS
A. Location Map
B. Contract Plans
C. Description of Existing Vegetation
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010 2
III. PROJECT SOILS
A. NRCS Soil Map
A soils map is provided in Appendix C of this report.
B. Soil Types
The following table shows the many soil types found within the project watershed area.
Table III-1 – Soil Types
Soil Name Soil Symbol HydrologicGroup (HSG) Texture Slope Range
Lima silt loam LnA B loam 0 to 3 %Schoharie silt
loam SeB C clay and silt 2 to 6 %
Churchville siltloam ChA D clay 0 to 2%
Odessa silt loam OdA D clay and silt 0 to 2 %Schoharie silt
loam SeB C clay and silt 2 to 6 %
Hilton loam HlB B loam 3 to 8 %Claverack loamy
fine sand CkB C sand 2 to 6 %
Galen very finesandy loam GaA B fine and very
fine sand 0 to 2 %
Niagara silt loam Ng C silt and clay 0 to 2 %Cayuga silt loam CeB C clay 2 to 6%
Collamer siltloam ClA B silt and clay 0 to 2 %
Hilton fine sandyloam HfB B loam 3 to 8 %
Canandaigua siltloam Ca D silt and clay 0 to 2%
IV. CONSTRUCTION PHASING
A. Sequence of Construction Activities
B. M&PT Sequence Plans
V. EROSION & SEDIMENT CONTROL MEASURES
A. Erosion Control Plan
B. Applicable Standard Sheets and Special Details
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010 3
C. Installation Sequence
D. Maintenance Schedule
E. SWPPP Implementation Responsibilities
VI. PROJECT WATERSHED INFORMATION
There are two watershed areas identified within the project area: New York State Canal (Canal)and Allen Creek. Approximately 35 acres of project impervious area drains into the Canalwatershed, and less than 1 acre of project impervious area drains into the Allen Creek Tributarywatershed.
(Provide text and figures during final design).
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010 4
VII. POST CONSTRUCTION STORMWATER MANAGEMENT
A. Water Quantity Management
The water quantity control for the portion of the project that discharges into the Canal willbe waived because the Canal is a 5th-Order stream. Section 4.7 of the New York StateStormwater Management Design Manual (SMDM) provides the method of examiningstream order identification, and the Canal has been determined to be at least a fifthorder stream due to its influence with the Genesee River at the point at which it receivesthe project stormwater.
The water quantity control for the portion of the project that eventually discharges into anunnamed tributary to Allen Creek will be based on Chapter 9 (Redevelopment) of theSMDM, and specifically, Section 9.3.2 “Sizing Criteria,” which states that if aredevelopment results in changes to hydrology that do not increase discharge rates thenthe water quantity control is not required. The proposed project highway modificationswithin the Allen Creek watershed will drain into the existing network of detention facilities(in the I-390/I-590 Interchange), before discharging into the unnamed tributary of AllenCreek at an outfall location under Clinton Avenue South. The information provided in theTown of Brighton, Monroe County, New York Community #360410 “Allen CreekTributary LOMR Application, October 1998,” and the Erdman & Anthony document“Report on Runoff Retention in the Outer Loop – Genesee Expressway Interchange,1970” provides a basis for the “existing conditions” for the water quantity analysis. Thehydrologic analyses of these documents provide information on the existing drainageareas within the I-390 / I-590 Interchange area that discharges into Allen Creek Tributaryat Clinton Avenue South. Table VII-1 provides a summary of the input parameters fordetermining the peak discharge rates associated with this project, which is part of the I-390 / I-590 Interchange drainage area.
Table VII-1 – Water Quantity Summary w/ I-590 Reconstruction in Allen Creek TributaryWatershed
DrainageArea to
unnamedtributary
ExistingTotal Area
(acres)
ExistingImpervious
Area(acres)
ExistingCN Value or
‘c’coefficient
ProposedTotal Area
(acres)
ProposedImpervious
Area(acres)
ProposedCN Value or
‘c’coefficient
I-390 / I-590Interchange 82 17 73.70 82 17.2 73.76
At the discharge point to the Allen Creek Tributary, a pre- and post-construction peakflow analysis was performed. Input parameters to determine peak inflow to the I-390 / I-590 retention system include an increase of 0.06 to the CN value between ExistingConditions and Proposed Conditions. This results in an approximate 0.08% increase inpeak flow to the I-390 / I- 590 retention system for the one-year, ten-year and onehundred-year storm events. Even with this slight increase in peak inflow to the retentionsystem, the change in outflow to the Allen Creek Tributary at South Clinton Avenue isimmeasurable. Since there is essentially a zero net increase between pre- and post-construction conditions for the one-year, ten-year and one hundred-year storm events,water quantity control is not required. Hydrologic calculations that include the proposedimprovement area along I-590 are provided in Appendix E.
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010 5
B. Water Quality Management
For water quality control, this analysis uses the project impervious area only toapproximate the water quality volume calculation, which includes the assumption of fulldepth reconstruction along the existing I-390 mainline (both NB and SB directions) fromKendrick Road to the I-390 structures over the Canal. This is a “re-development” projectthat has physical constraints pertaining to soils and the available head to drain stormwater. Therefore, treatment objectives may be achieved under the option where thewater quality volume calculation uses 100% of new impervious areas within the projectlimits, and 25% of replaced impervious areas within the project limits. See Appendix Efor water quality volume calculations. Based on a review of these calculations, therequired water quality volume treatment will be achieved through multiple water qualitymanagement areas throughout the project limits (see Appendix B). The totalapproximate surface area available for stormwater treatment is 3.0 acres, all of whichcan be constructed within the highway right-of-way.
A summary of the project area discharge points associated with each watershed as itpertains to water quality controls is provided in Table VII-2.
Table VII-2 – Water Quality Summary
WatershedExisting
Impervious(acres)
ProposedImpervious
Area(acres)
Initial WaterQuality Volume
(acre-feet)
Target WaterQuality Volume
(acre-feet)
Canal 30.5 35.4 2.52 1.02Allen Creek 0.4 0.6 0.04 0.02
C. Post Construction Stormwater Management Summary
The following tables provide a summary of the Stormwater Management Plan for eachwatershed within the project.
Table VII-2 – Post Construction Stormwater Management Summary - CanalArea Disturbance 35.4 acres
Water Quality InitialVolume 2.52 acre-feet
Water Quality TargetVolume 1.02 acre-feet
Channel Bank Volume Waived due to 5th OrderOverbank Flood Control Waived due to 5th OrderExtreme Flood Control Waived due to 5th Order
Table VII-3 – Post Construction Stormwater Management Summary – Allen Creek Trib.Area Disturbance 0.6 acres
Water Quality initialVolume 0.04 acre-feet
Water Quality TargetVolume 0.02 acre-feet
Channel Bank Volume Waived due to no increase in peak dischargeOverbank Flood Control Waived due to no increase in peak dischargeExtreme Flood Control Waived due to no increase in peak discharge
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010 6
D. Maintenance Schedule of Post-Construction Stormwater Control Practices
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDICES
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDIX A
PROJECT LOCATION MAP & USGS MAP(provide during final design)
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDIX B
SWPPP APPROACH FIGURES
FUTURE CONTRACT PLANS(provide during final design)
I-390 at Route 15A and Route 15PIN 4390.17.111
Figure B-1. Potential Stormwater Quality Management - Canal Watershed
Locations of Potential WaterQuality Management Area
WQMA #1
WQMA #2
WQMA #3
WQMA #4
WQMA #5
Impervious Area Draining to WQMA:
1) WQMA #1 & #2 = 12 acres2) WQMA #3 & #4 = 2.5 acres3) WQMA #5 = 0.5 acres
I-390 at Route 15A and Route 15PIN 4390.17.111
Figure B-2. Potential Stormwater Quality Management - Canal Watershed
Locations of Potential WaterQuality Management Area
WQMA #6
WQMA #7
Impervious Area Draining to WQMA:
1) WQMA #6 & #7 = 4 acres
I-390 at Route 15A and Route 15PIN 4390.17.111
Figure B-3. Potential Stormwater Quality Management - Allen Creek Watershed
Location of Potential WaterQuality Management Area
WQMA #8
Impervious Area Draining to WQMA:
1) WQMA #8 = 0.6 acres
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDIX C
NRCS SOIL MAP
Ub
Ng
Ng
W
Ng
Mb
Le
Mb
Ng
OdA
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HfB
HlB
HlA
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WNg
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LnA
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ChB W
W
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Ca
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OdB
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OnB
W
ClA
CkB
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SeB
ApA
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HlA
HlA
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CeB
ClANg
CeB
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CoB
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HfB
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CkB
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W ClA
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dec
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WE-4WE-3
WE-5
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7
decNYSDEC Unnamed Class C Stream
7WE-7
Erie Canal
LegendNYSDEC Stream
Wetland Boundary
NWI Wetland
Hydrologic Soil GroupsA
B
C
D
W
Urban Land
0 250 500 750 1,000125Meters
I 390 Interchange Improvements @ Route 15Pin: 439017Town of Brighton Monroe County Soils Map¶
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDIX D
EROSION CONTROL PLANS, DETAILS, NOTES(provide during final design)
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDIX EWATER QUANTITY / WATER QUALITY
ANALYSIS DATA(update during final design)
I-390 at Route 15A and Route 15PIN 4390.17.111
WATER QUANTITY - HYDROLOGIC ANALYSIS
I-390 / I-590 Interchange Stormwater Retention System Hydrology
Existing Conditions
Area (ac) SCS Curve No. Rational Method CArea B 24 79.20 0.446Area C 41 73.50 0.325Area F 17 66.40 0.241
Total 82 73.70 0.3432 Cweigthed
Area B contains proposed lane work that changes 0.2 acres of land from pervious to impervious, or(from a SCS CN=78 to a SCS CN=98), and this results in a SCS CN=79.35 (C=0.447) for Area B.
Proposed Conditions
Area (ac) SCS Curve No. Rational Method CArea B 24 79.35 0.447Area C 41 73.50 0.325Area F 17 66.40 0.241
Total 82 73.74 0.3435 Cweigthed
Peak Flow Analysis Q=CiA Intensity (i) in/hr0.853 1yr
Q1yr (existing) = 24.01 cfs 1.137 10yrQ10yr (existing) = 32.00 cfs 2.985 100yr
Q100yr (existing) = 84.01 cfs
Q1yr (existing) = 24.03 cfsQ10yr (existing) = 32.03 cfs
Q100yr (existing) = 84.08 cfs
NotesInput parameters to determine peak inflow to the I-390 / I-590 retention system essentially remainthe same for Existing Conditions and Proposed Conditions. Even with a 0.08% increase in peak flowto the I-390 / I- 590 retention system, the change in outflow to the Allen Creek Tributary at South ClintonAvenue is immeasurable.
Input SCS Values based on the Town of Brighton, Monroe County, New York Community #360410“Allen Creek Tributary LOMR Application, October 1998”
I-390 at Route 15A and Route 15PIN 4390.17.111
WATER QUANTITY - HYDROLOGIC ANALYSIS
Erdman & Anthony Figure 2 from Report on Runoff Retention in the Outer Loop -Genesee Expressway Interchange (I-390 / I-590), 1970
BY DATE PROJ. NO. SHT OF
CKD DATE PROJ. NAME
TITLE:
Formula for calculating the Intial Water Quality Storage Volume (WQv(initial)) = (P) (Rv) (A)
P = 90% Rainfall Event =
A = total disturbed area in acres = acres
NA = New impervious area in acres = acres
RA = Replaced impervious area in acres = acres
I = ((NA+RA)/A)*100 =
Rv = 0.05 + 0.009(I) =
WQv(initial) = acre-feet
Formula for calculating the Target Water Quality Storage Volume (WQv(targetl)) = (N)(WQv(initial)) + (0.25)(R)(WQv(initial))
WQv(initial) = acre-feet
Total Impervious Area = (NA + RA) = acres
N = (New Impervious Area/Total Impervious Area) =
R = (Replaced Impervious Area/Total Impervious Area) =
WQv(target) = acre-feet
WQv(target) = cubic-feet
WQv(target) = cubic-meters
100
2.522
0.79
1.021
44,460
1259
35.40
0.21
35.40
0.95
2.522
MWM 02/10/10 I-390/ I-590/ NY 15/ NY 15A Interchanges
12
0.90
28.10
7.30
JAV 02/01/10 PIN 4390.17 1 1
REQUIRED WATER QUALITY VOLUME CALCULATION (Canal)
BY DATE PROJ. NO. SHT OF
CKD DATE PROJ. NAME
TITLE:
Formula for calculating the Intial Water Quality Storage Volume (WQv(initial)) = (P) (Rv) (A)
P = 90% Rainfall Event =
A = total disturbed area in acres = acres
NA = New impervious area in acres = acres
RA = Replaced impervious area in acres = acres
I = ((NA+RA)/A)*100 =
Rv = 0.05 + 0.009(I) =
WQv(initial) = acre-feet
Formula for calculating the Target Water Quality Storage Volume (WQv(targetl)) = (N)(WQv(initial)) + (0.25)(R)(WQv(initial))
WQv(initial) = acre-feet
Total Impervious Area = (NA + RA) = acres
N = (New Impervious Area/Total Impervious Area) =
R = (Replaced Impervious Area/Total Impervious Area) =
WQv(target) = acre-feet
WQv(target) = cubic-feet
WQv(target) = cubic-meters
MWM 02/10/10 I-390/ I-590/ NY 15/ NY 15A Interchanges
JAV 02/01/10 PIN 4390.17 1 1
REQUIRED WATER QUALITY VOLUME CALCULATION (Allen Creek Trib.)
0.60
0.95
0.043
0.60
0.33
12
0.90
0.40
0.20
100
0.043
0.67
0.021
931
26
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDIX FMISCELLANEOUS STORMWATER MANAGEMENT
INFORMATION(provide during final design)
I-390 Interchange Improvements at Route 15A and Route 15 (Exit 16)Town of Brighton and City of Rochester, Monroe County
PIN 4390.17.111
Draft SWPPP Approach DocumentJune 9, 2010
APPENDIX GMISCELLANEOUS FORMS(provide during final design)
ATTACHMENT 3 – WATER QUALITY CONTROL SUMMARY
I-390 at Route 15A and Route 15PIN 4390.17.111
Surface Water Quality Summary
NYS Canal Watershed
Project Sub-drainage Area Outlet Location
RoadwayReconstruction
Impervious Area(acres)
New ConstructionImpervious Area
(acres)
Initial WQvCalculation
(acre-ft)
Target WQvCalculation
(acre-ft)
North limits at Gen. Valley Park to alocation approximately halfwaybetween Rte. 15 and Rte. 15A
Multiple Storm Outfalls fromenclosed system 20.1 4.2
North limits border Discharge Area A toI-390 structures over NYS Canal
Northwest abutment of I-390 NBstructure over NYS Canal 8.0 3.1
Allen Creek Watershed
Project Sub-drainage Area Outlet Location
RoadwayReconstruction
Impervious Area(acres)
New ConstructionImpervious Area
(acres)
Initial WQvCalculation
(acre-ft)
Target WQvCalculation
(acre-ft)
I-590 NB lane work I-390 / I-590 Pond NetworkOutfall under Clinton Ave. South 0.4 0.2 0.043 0.021
2.52 1.02