TECHNCIAL APPENDIX TA-4.3 SURFACE WATER ......(Update June 2011) 1) WQMA #1 & #2 = 4.7 acres I-390...

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

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

our people and our passion i n ev ery p ro ject

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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

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PHASE I & II

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PHASE III & IV

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(Update June 2011)

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1) WQMA #1 & #2 = 4.7 acres




WQMA #6

WQMA #7


1) WQMA #6 & #7 = 4 acres

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WQMA #9

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WQMA #10

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WQMA #11

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PHASE I & II

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2) WQMA #9, #10, #11 = 6 acres

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(Update June 2011)


Figure B-3. Potential Stormwater Quality Management - Allen Creek Watershed

Location of Potential WaterQuality Management Area

WQMA #8


1) WQMA #8 = 0.6 acres

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PHASE I

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(Update May 2011)


PIN 4390.17.111


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))


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)


CKD DATE PROJ. NAME

TITLE:






I = ((NA+RA)/A)*100 =

Rv = 0.05 + 0.009(I) =










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



CKD DATE PROJ. NAME

TITLE:






I = ((NA+RA)/A)*100 =

Rv = 0.05 + 0.009(I) =










JAV 04/27/11 PIN 4390.17 1 1



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


CKD DATE PROJ. NAME

TITLE:






I = ((NA+RA)/A)*100 =

Rv = 0.05 + 0.009(I) =










0.70

0.017

737

21

100

0.95

0.036

0.036

0.50

0.30


12

0.90

0.50

0.15

0.35

JAV 04/27/11 PIN 4390.17 1 1



CKD DATE PROJ. NAME

TITLE:






I = ((NA+RA)/A)*100 =

Rv = 0.05 + 0.009(I) =










0.43

0.255

11,096

314

71

0.69

0.375

0.375

5.15

0.57


12

0.90

7.25

2.95

2.20

JAV 04/27/11 PIN 4390.17 1 1



PIN 4390.17.111


Attachment 3

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A

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A

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B

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B

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WQMA #10

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WQMA #11

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WQMA #9

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PLAN SKECTH

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N

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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.


of 3

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)


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


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)


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


PIN 4390.17.111


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


PIN 4390.17.111


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).


PIN 4390.17.111


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.


PIN 4390.17.111


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


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D. Maintenance Schedule of Post-Construction Stormwater Control Practices


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Draft SWPPP Approach DocumentJune 9, 2010

APPENDICES


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APPENDIX A

PROJECT LOCATION MAP & USGS MAP(provide during final design)


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APPENDIX B

SWPPP APPROACH FIGURES

FUTURE CONTRACT PLANS(provide during final design)




WQMA #1

WQMA #2

WQMA #3

WQMA #4

WQMA #5


1) WQMA #1 & #2 = 12 acres2) WQMA #3 & #4 = 2.5 acres3) WQMA #5 = 0.5 acres




WQMA #6

WQMA #7


1) WQMA #6 & #7 = 4 acres


Figure B-3. Potential Stormwater Quality Management - Allen Creek Watershed

Location of Potential WaterQuality Management Area

WQMA #8


1) WQMA #8 = 0.6 acres


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APPENDIX C

NRCS SOIL MAP

Ub

Ng

Ng

W

Ng

Mb

Le

Mb

Ng

OdA

ApA

ChA

HfB

HlB

HlA

Ng

ClA

Ng

CeB

WNg

OdA

Ca

SeA

Le

LnA

ClA

ChB W

W

Ee

Ca

HlB

ChB

SeA

CeB

OnB

OdA

Le

Ng

OdB

SeB

SeA

OnB

W

ClA

CkB

ChB

HlB

OnC

ApA

HlA

Le

SeB

Ng

SeA

CeB

Ng

SeB

ApA

Ca

HlA

HlA

CeB

Le

CeB

ClANg

CeB

OdA

Le

HlB

OdA

ChB

CeB

OdA

ChA

Ng

HlB

CeA

OdA

SeA

HlA

LnA

CeB

CeB

W

SeB

ClA

SeA

ApA

LnA

HfB

LnA

OdA

ApA

Ca

OdB

HfB

Ng

Mb

CoB

ChB

Le

CkA

HfB

OdA

CeB

HlB

OnB

CkB

SeB

ApA

GaA HlB

HlB

CeA

Cu

CeB

HlB

ApA

HlB

ArB

ChA

HlB

ApA

W ClA

LnA

SeA

W

dec

WWW

WE-MCC-1

WE-MCC-2

OW-1

OW-3

OW-2

WE-1

WE-2

WE-4WE-3

WE-5

WE-6

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¶


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APPENDIX D

EROSION CONTROL PLANS, DETAILS, NOTES(provide during final design)


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APPENDIX EWATER QUANTITY / WATER QUALITY

ANALYSIS DATA(update during final design)


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”


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


CKD DATE PROJ. NAME

TITLE:






I = ((NA+RA)/A)*100 =

Rv = 0.05 + 0.009(I) =










100

2.522

0.79

1.021

44,460

1259

35.40

0.21

35.40

0.95

2.522


12

0.90

28.10

7.30

JAV 02/01/10 PIN 4390.17 1 1

REQUIRED WATER QUALITY VOLUME CALCULATION (Canal)


CKD DATE PROJ. NAME

TITLE:






I = ((NA+RA)/A)*100 =

Rv = 0.05 + 0.009(I) =











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


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APPENDIX FMISCELLANEOUS STORMWATER MANAGEMENT

INFORMATION(provide during final design)


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APPENDIX GMISCELLANEOUS FORMS(provide during final design)

ATTACHMENT 3 – WATER QUALITY CONTROL SUMMARY


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

TECHNCIAL APPENDIX TA-4.3 SURFACE WATER ......(Update June 2011) 1) WQMA #1 & #2 = 4.7 acres I-390...

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Transcript of TECHNCIAL APPENDIX TA-4.3 SURFACE WATER ......(Update June 2011) 1) WQMA #1 & #2 = 4.7 acres I-390...