HomeMy WebLinkAboutDrainage Report/Stormwater ChecklistDEP Checklist
Massachusetts Department of Environmental Protection
Bureau of Resource Protection -Wetlands Program
Checklist for Stormwater Report
B.Stormwater Checklist and Certification
The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily
need to be addressed in a complete Stormwater Report. The checklist is also intended to provide
conservation commissions and other reviewing authorities with a summary of the components necessary
for a comprehensive Stormwater Report that addresses the ten Stormwater Standards.
Note: Because stormwater requirements vary from project to project, it is possible that a complete
Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is
determined that� specific item does not apply to the project under review, please note that the item is not
applicable (N.A.) and provide the reasons for that determination.
A complete checklist must include the Certification set forth below signed by the Registered Professional
Engineer who prepared the Stormwater Report.
Registered Professional Engineer's Certification
I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution
Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long
term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if
included) and the plans showing the stormwater management system, and have determined that they
have been prepared in accordance with the requirements of the Stormwater Management Standards as
further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the
information presented in the Stormwater Checklist is accurate and that the information presented in the
Stormwater Report accurately reflects conditions at the site as of the date of this permit application.
Registered Professional Engineer Block and Signature
Checklist
Project Type: Is the application for new development, redevelopment, or a mix of new and
redevelopment?
[8J New development (New raw land cell tower in lease area on property)
D Redevelopment
D Mix of New Development and Redevelopment
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
LID Measures: Stormwater Standards require LID measures to be considered. Document what
environmentally sensitive design and LID Techniques were considered during the planning and design of
the project:
No disturbance to any Wetland Resource Areas (Only LSCSF - No performance standards in 310 CMR 10)
Site Design Practices (e.g. clustered development, reduced frontage setbacks) Reduced Impervious Area
(Redevelopment Only)
Minimizing disturbance to existing trees and shrubs
LID Site Design Credit Requested:
Credit 1
Credit 2
Credit 3
Use of “country drainage” versus curb and gutter conveyance and pipe
Bioretention Cells (includes Rain Gardens)
Constructed Stormwater Wetlands (includes Gravel Wetlands designs)
Treebox Filter
Water Quality Swale
Grass Channel
Green Roof
Other (describe): Not located within Buffer zone or Riverfront Area. Located within
LSCSF but no performance standards within 310 CMR 10 and located
outside of V zone
Standard 1: No New Untreated Discharges
No new untreated discharges
Outlets have been designed so there is no erosion or scour to wetlands and waters of the
Commonwealth
Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 2: Peak Rate Attenuation
Standard 2 waiver requested because the project is located in land subject to coastal storm
flowage and stormwater discharge is to a wetland subject to coastal flooding. (No wetland onsite)
Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour
storm.
Calculations provided to show that post-development peak discharge rates do not exceed pre-
development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site
flooding increases during the 100-year 24-hour storm, calculations are also provided to show that
post-development peak discharge rates do not exceed pre-development rates for the 100-year 24-
hour storm.
Standard 3: Recharge
Soil Analysis provided.
Required Recharge Volume calculation provided.
Required Recharge volume reduced through use of the LID site Design Credits.
Sizing the infiltration, BMPs is based on the following method: Check the method used.
Static Simple Dynamic Dynamic Field1
Runoff from all impervious areas at the site discharging to the infiltration BMP.
Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations
are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to
generate the required recharge volume.
Recharge BMPs have been sized to infiltrate the Required Recharge Volume.
Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum
extent practicable for the following reason:
Site is comprised solely of C and D soils and/or bedrock at the land surface
M.G.L. c. 21E sites pursuant to 310 CMR 40.0000
Solid Waste Landfill pursuant to 310 CMR 19.000
Project is otherwise subject to Stormwater Management Standards only to the maximum extent
practicable.
Calculations showing that the infiltration BMPs will drain in 72 hours are provided.
Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included.
1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used.
MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 5 of 8
Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 3: Recharge (continued)
The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10-
year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding
analysis is provided.
Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland
resource areas.
Standard 4: Water Quality
The Long-Term Pollution Prevention Plan typically includes the following:
Good housekeeping practices;
Provisions for storing materials and waste products inside or under cover;
Vehicle washing controls;
Requirements for routine inspections and maintenance of stormwater BMPs;
Spill prevention and response plans;
Provisions for maintenance of lawns, gardens, and other landscaped areas;
Requirements for storage and use of fertilizers, herbicides, and pesticides;
Pet waste management provisions;
Provisions for operation and management of septic systems;
Provisions for solid waste management;
Snow disposal and plowing plans relative to Wetland Resource Areas;
Winter Road Salt and/or Sand Use and Storage restrictions;
Street sweeping schedules;
Provisions for prevention of illicit discharges to the stormwater management system;
Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the
event of a spill or discharges to or near critical areas or from LUHPPL;
Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan;
List of Emergency contacts for implementing Long-Term Pollution Prevention Plan.
A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an
attachment to the Wetlands Notice of Intent.
Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for
calculating the water quality volume are included, and discharge:
is within the Zone II or Interim Wellhead Protection Area
is near or to other critical areas
is within soils with a rapid infiltration rate (greater than 2.4 inches per hour)
involves runoff from land uses with higher potential pollutant loads.
The Required Water Quality Volume is reduced through use of the LID site Design Credits.
Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if
applicable, the 44% TSS removal pretreatment requirement, are provided.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 4: Water Quality (continued)
The BMP is sized (and calculations provided) based on:
The ½” or 1” Water Quality Volume or
The equivalent flow rate associated with the Water Quality Volume and documentation is
provided showing that the BMP treats the required water quality volume.
The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary
BMP and proposed TSS removal rate is provided. This documentation may be in the form of the
propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook
and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying
performance of the proprietary BMPs.
A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing
that the BMPs selected are consistent with the TMDL is provided.
Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs)
The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution
Prevention Plan (SWPPP) has been included with the Stormwater Report.
The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior
to the discharge of stormwater to the post-construction stormwater BMPs.
The NPDES Multi-Sector General Permit does not cover the land use.
LUHPPLs are located at the site and industry specific source control and pollution prevention
measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow
melt and runoff, and been included in the long term Pollution Prevention Plan.
All exposure has been eliminated.
All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list.
The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and
grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil
grit separator, a filtering bioretention area, a sand filter or equivalent.
Standard 6: Critical Areas
The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP
has approved for stormwater discharges to or near that particular class of critical area.
Critical areas and BMPs are identified in the Stormwater Report.
MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 7 of 8
Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum
extent practicable
The project is subject to the Stormwater Management Standards only to the maximum Extent
Practicable as a:
Limited Project
Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development
provided there is no discharge that may potentially affect a critical area.
Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development
with a discharge to a critical area
Marina and/or boatyard provided the hull painting, service and maintenance areas are protected
from exposure to rain, snow, snow melt and runoff
Bike Path and/or Foot Path
Redevelopment Project
Redevelopment portion of mix of new and redevelopment.
Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an
explanation of why these standards are not met is contained in the Stormwater Report.
The project involves redevelopment and a description of all measures that have been taken to
improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found
in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that
the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment
and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b)
improves existing conditions.
Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control
A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the
following information:
Narrative;
Construction Period Operation and Maintenance Plan;
Names of Persons or Entity Responsible for Plan Compliance;
Construction Period Pollution Prevention Measures;
Erosion and Sedimentation Control Plan Drawings;
Detail drawings and specifications for erosion control BMPs, including sizing calculations;
Vegetation Planning;
Site Development Plan;
Construction Sequencing Plan;
Sequencing of Erosion and Sedimentation Controls;
Operation and Maintenance of Erosion and Sedimentation Controls;
Inspection Schedule;
Maintenance Schedule;
Inspection and Maintenance Log Form.
A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing
the information set forth above has been included in the Stormwater Report.
MA-5104 South Yarmouth_swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 8 of 8
Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control
(continued)
The project is highly complex and information is included in the Stormwater Report that explains why
it is not possible to submit the Construction Period Pollution Prevention and Erosion and
Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and
Erosion and Sedimentation Control has not been included in the Stormwater Report but will be
submitted before land disturbance begins.
The project is not covered by a NPDES Construction General Permit.
The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the
Stormwater Report.
The project is covered by a NPDES Construction General Permit but no SWPPP been submitted.
The SWPPP will be submitted BEFORE land disturbance begins.
Standard 9: Operation and Maintenance Plan
The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and
includes the following information:
Name of the stormwater management system owners;
Party responsible for operation and maintenance;
Schedule for implementation of routine and non-routine maintenance tasks;
Plan showing the location of all stormwater BMPs maintenance access areas;
Description and delineation of public safety features;
Estimated operation and maintenance budget; and
Operation and Maintenance Log Form.
The responsible party is not the owner of the parcel where the BMP is located and the Stormwater
Report includes the following submissions:
A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity)
that establishes the terms of and legal responsibility for the operation and maintenance of the
project site stormwater BMPs;
A plan and easement deed that allows site access for the legal entity to operate and maintain
BMP functions.
Standard 10: Prohibition of Illicit Discharges
The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges;
An Illicit Discharge Compliance Statement is attached;
NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of
any stormwater to post-construction BMPs.
Drainage Letter
ProTerra Design Group, LLC Ph:(413)320-4918
4 Bay Road, Building A, Suite 200 E: info@proterra-design.com
Hadley, MA 01035
July 6, 2021
Mr. John McCormack, Jr.
Subcommittee Chair
Cape Cod Commission
3225 Main Street
Barnstable, MA 02630
RE: Wireless Communications Tower Stormwater Letter:
Applicant: Blue Sky Towers III, LLC
Site Name: South Yarmouth
Site Number: MA-5104
Site Address: 1044 Route 28
South Yarmouth, MA 02664
Mr. McCormack,
Blue Sky Towers III, LLC (“Applicant”) proposes to construct an unmanned wireless
communications tower (WCT) and compound located in the central portion of the property
designated as Assessor’s Map 50, Lot 189.1 with a street address of 1044 Route 28 in South
Yarmouth, Massachusetts. This letter is intended to provide description of the proposed
project’s stormwater management system as requested by the Cape Cod Commission (CCC)
Staff Report Dated June 7, 2021.
Background Information
Existing Conditions & Site Information
The partially developed 4.4± acre parcel is owned by the Roman Catholic Bishop of Fall
River Parish and is occupied by a church building with associated paved driveway and
parking areas. Route 28 borders the eastern frontage, Forest Road borders the northern
frontage, and Long Pond Drive borders the western frontage. Residential and
commercial properties abut the parcel to the South. Vehicular access to the property is
provided by the existing paved driveways from each frontage street.
Local zoning lists the parcel within the Business District (B2), the Hotel/Motel Overlay
District, and the Village Centers Overlay District. The tower compound itself will be
within FEMA Zone X (Shaded) “Areas of 0.2% Annual Chance Flood” per Flood
Insurance Rate Map 25001C0587J, effective date of July 16, 2014.
However, the proposed gravel access driveway and stormwater features will be within
FEMA Zone AE “Special Flood Hazard Areas (SFHAs) Subject to Inundation by the 1%
Annual Chance Flood; Base Flood Elevations Determined (Land Subject to Coastal
Storm Flowage, 11’ Above Mean Sea Level).” The site development proposes to adjust
grades so the tower compound and equipment area remains above the 1% Annual
ProTerra Design Group, LLC Ph:(413)320-4918
4 Bay Road, Building A, Suite 200 E: info@proterra-design.com
Hadley, MA 01035
Chance Flood. Stormwater BMPs will be designed to the 25-year storm event per
Objective WR4 and not contribute to flooding impacts for 100-year storm events.
On November 7, 2017, Lucas Environmental, LLC completed a site investigation through
a portion of the property to identify and delineate regulated wetland resources within and
immediately surrounding the proposed WCT. The investigation resulted in no local,
state, or federally regulated wetland resource areas within 100 feet, or perennial streams
within 200 feet of the proposed limits of work.
The soils underlying the proposed development areas of the parcel, including the tower
compound and driveway, are listed as “Carver Coarse Sand.” These soils are classified
by the USDA Natural Resources Conservation Service (NRCS) as hydrologic soil group
A. Existing soil conditions were confirmed during a geotechnical investigation by Tower
Engineering Professional, Inc. An estimated high groundwater elevation was
determined to be 4.8± AMSL. Bottom of infiltration basin is in excess of two feet above
estimate high groundwater elevation. See attached boring logs and high groundwater
calculations for further detail.
See Site Plans for vicinity map and existing conditions.
Development Discussions with Regulators
Development plans were reviewed by CCC staff and a report was generated discussing
the Water Resources Goal requirements for the project. The following three objectives
were identified by of the CCC staff as pertinent to the tower project:
Objective WR1 – protect and preserve groundwater quality
Objective WR2 – protect, preserve, and restore freshwater resources
Objective WR4 – manage and treat stormwater to protect and preserve water
quality
It was determined that WR1 and WR2 could be achieved by provided a stormwater
management system in a manner consistent with WR4 requirements. The stormwater
system was designed to accommodate the 25-year 24-hour storm, remove at least 80%
total suspended solids (TSS), and provide water quality treatment capacity for the first
inch of stormwater runoff using exfiltration through the permeable soils under the
infiltration basin.
Proposed Improvements
Tower Compound & Access Improvements
The Applicant intends to construct the proposed WCT within a 100’x100’ square (10,000
SF) lease area in the central portion of the undeveloped areas of the parcel. Access will
follow the existing paved driveway from Route 28 to a proposed 12’ wide gravel
driveway running from the existing pavement to the tower compound. All vehicular
ProTerra Design Group, LLC Ph:(413)320-4918
4 Bay Road, Building A, Suite 200 E: info@proterra-design.com
Hadley, MA 01035
access will utilize the existing curb cut off of Route 28 and will consist of one or two
vehicle visits per carrier per month for inspections.
The facility itself will be constructed of a 55’x60’ (3,300 SF) fenced-in compound with a
surface consisting of 4-inch depth clean stone over filter fabric. The stone voids create a
reservoir of 440± cubic feet which is equal to 1.6± inches of rainfall. A monopole tower
supporting antenna equipment will be placed on a reinforced concrete foundation below
grade. Ground and tower space will be allotted for four carriers estimated to be about
1,055± SF of impervious area (32%± impervious coverage) at full build-out. Based on
the full build-out impervious area, runoff generation at this WCT would be comparable to
a TR-55 1/3 acre single family residential lot (Impervious = 30%, CN=57).
Total area of earth disturbance to construct the gravel driveway and tower compound
with drainage improvements is 10,550± SF. The small development is approximately
5.5% of the entire parcel area. By reducing the compound size and minimizing tree
clearing along the existing parking lot from the initial design, the area of disturbance was
reduced by 2,060± SF.
Stormwater Management Improvements
The stormwater treatment train includes pea gravel diaphragms, vegetated swales, a
sediment forebay (pretreatment), and an infiltration basin. An appropriately designed
broad-crested weir spillway maintains a low runoff head height to reduce the likelihood of
erosive flow leaving the basin during major storm events. The treatment train has been
designed to remove an average of 80% of the TSS from the compound stormwater
runoff. The above grade storage within the infiltration basin below the outlet spillway is
estimated to provide for a water quality volume using the 1-inch rule.
Details of the facility are located within the site plans.
Per the Massachusetts Department of Environmental Protection Stormwater
Management Handbook, the Standard for a stormwater management system design to
meet pre- and post-development peak discharge rates may be waived for discharges to
land subject to coastal storm flowage. In addition, peak flows generated by the tributary
drainage basin to the stormwater management system are less than one cubic foot per
second (CFS) and may be considered de minimus in nature. Therefore, a full peak
discharge analysis was not conducted at this time.
Stormwater BMP Maintenance
The pea gravel diaphragms shall be inspected monthly and cleaned as necessary during
construction and/or after storm events of 1” or rainfall or greater. Thereafter, the pea
gravel diaphragms shall be cleaned at least once per year or as needed during the
Applicant’s regular maintenance of the site. Cleanings shall include removal of large
vegetation, trash, excess sediment accumulation, and inspection of the condition of
stone.
ProTerra Design Group, LLC Ph:(413)320-4918
4 Bay Road, Building A, Suite 200 E: info@proterra-design.com
Hadley, MA 01035
During the construction phases of the project, the vegetated swales shall be inspected
monthly and cleaned as necessary and/or after storm events with 1” of rainfall or greater.
Thereafter, these structures shall be inspected every six months during the first year and
at least twice per year as needed during the owner’s regular maintenance of the
grounds. Maintenance shall include regularly (2-3 times a year) mowing the grass (4-6”
height), cleaning sediment buildup, and reseeding bare spots. Check for signs of
rilling/gullying and repair with soil and vegetation as needed.
The sediment forebay shall be inspected monthly and cleaned as necessary during
construction and/or after storm events with 1” or rainfall or greater. Thereafter, this
structure shall be inspected at least two times per year and cleaned as necessary or as
needed during the owner’s regular maintenance of the grounds. A fixed vertical
sediment marker shall be installed to measure the depth of accumulated sediment.
Cleanings shall include mowing the perimeter berm, removal of large vegetation and
trash, removal of excess sediment accumulation, and cleaning of outlet weir. Check for
signs of rilling/gullying and repair with soil and vegetation as needed.
During the construction phases of the project, the infiltration basin shall be inspected
monthly and cleaned as necessary and/or after storm events with 1” of rainfall or greater
(if necessary). Once the system goes online, inspections shall occur regularly for the
first several months or as required to ensure proper stabilization, function, and to ensure
that the inlets and outlets remain free of obstructions. Thereafter, this structure shall be
inspected and cleaned as necessary at least twice per year. Cleanings shall include
removal of accumulated sediment and inspection of the outlet structure. Important items
to check for include differential settlement, cracking, erosion, breakout in the
embankments, tree growth on the embankments, condition of rip-rap, sediment
accumulation, health of turf, clogging of outlets, and root infestation. Water levels should
be checked and recorded against rainfall amounts to verify that the drainage system is
working properly.
The broad crested weir / energy dissipater shall be inspected monthly and cleaned as
necessary during construction and/or after storm events with 1” of rainfall or greater.
Thereafter, this structure shall be cleaned at least once per year or as needed during the
owner’s regular maintenance of the grounds. Cleanings shall include removal of
vegetation, removal of excess sediment accumulation and inspection of the weir surface.
ProTerra Design Group, LLC Ph:(413)320-4918
4 Bay Road, Building A, Suite 200 E: info@proterra-design.com
Hadley, MA 01035
Summary and Conclusion
Based on CCC staff review and requirements, the project has aimed to meet appropriate Water
Resources Goal objectives by providing sufficient mitigation to offset the impacts of grading and
equipment imperviousness through sediment capture and reducing erosion through Best
Management Practices (BMPs). Stormwater runoff from the proposed work will be directed
toward pea gravel diaphragms, vegetated swales, a sediment forebay (pretreatment), and
infiltration basin. The compound stone surface will also provide disconnected impervious
surfaces and 440± cubic feet of reservoir storage to mitigate runoff volume. In our opinion,
stormwater runoff produced by the WCT will not negatively impact the adjacent areas and meet
Objectives WR1, WR2, and WR4 as requested by CCC staff.
If you have any questions or need further information, please do not hesitate to call us at (413)
320-4918.
Sincerely,
ProTerra Design Group, LLC
Jesse Moreno, PE
Managing Partner
Enclosures
Section 1
Figures & Stormwater Management Calculations
WQV =WQD * Imperv(area)
WQV = Water Quality Volume
WQD = Water Quality Depth
Imperv(area) =Proposed Tributary Impervious Area to Treatment Train
WQD = 1.00 IN (per CCC Criteria)
CCC Area = YES
Imperv(area) =1,895 SF (INCLUDES EX. IMPERVIOUS AREAS)
WQD = 1.00 IN
WQV =157.9 CF
162 CF
162 >157.9 THEREFORE OK
Min. Volume Required = 0.1 IN/AC of Imperv (per Mass Stormwater Handbook Volume 2)
= 363 CF/AC of Imperv
Volume Required at Site = 16 CF
28 CF
28 >16 THEREFORE OK
Compound Infiltration Basin
Volume provided in
the basin below the
lowest outlet =
Forebay Pretreatment Volume
Volume provided in
the forebay below the
weir =
(See HydroCAD calculations)
(See HydroCAD calculations)
(Water Quality Volume)
WQD Based on Status of Tributary Area
Project Input
ProTerra Design Group, LLC WQV 7/7/2021
EVALUATION OF INFILTRATION FEASIBILITY –
(INFILTRATION BASIN)
Table 1 – Infiltration Feasibility
Criteria Status
Tributary Area ( <15 acres) 28,034 SF (0.644 acres)
2’ min. depth to SHGW, bedrock, and/or
impermeable layer from basin bottom
Bottom of Basin = 7.00’
SHGW = 4.8’ (3.2’ below grade)
Difference = 2.2’
Infiltration rate greater than or equal to 0.17
inches/hour
Infiltration rate is estimated at 2.41 inches/hour
(1982 Rawls Rate for loamy sand)
Pretreatment Device Sediment forebay
Distance from any slope greater than 15% –
50’ min.
>50’
Distance from any soil absorption system –
50’ min.
No known soil absorption systems within 50’
Distance from any private well –
100’ min.
No known private wells within 100’
Distance from any public groundwater drinking
supply well –
Zone I radius
No known Zone I’s
Distance from any surface drinking water supply –
Zone A
No known Zone A’s
Distance from any surface water of the
commonwealth –
50’ min.
>50’
Distance from any building foundations or slabs –
10’ min. downslope or 100’ min. upslope
>10’
Determine the required surface area of basin bottom to meet the design constraints.
)12/(sin kTD
WQvaSurfaceAreBa Maryland Department of Natural Resources 1984
Where:
WQv = Water Quality Volume = 151 cf
k = Saturated Hydraulic Conductivity, in/hr = 2.41 in/hr
T = Fill Time, hours, 2 hours
d = Basin Depth, ft, = 0.70 feet to lowest outlet
𝑆𝑢𝑟𝑓𝑎𝑐𝑒 𝐴𝑟𝑒𝑎௦ = 151
(0.70 + 2.41 ∗
2
12)
Required Surface Area Basin Bottom = 137 sf
Area Provided = 157 sf > 137 sf – OK
INFILTRATION BASIN VOLUME AVAILABLE
Based on calculations from the HydroCAD model, the storage volume for the infiltration basin
allows 162 cf of stormwater to be infiltrated below the lowest outlet into the ground.
Total Storage Volume Available for Recharge
Infiltration Basin Storage = 162 cf > 151 cf WQV - OK
DRAWDOWN TIME
Below are the drawdown time calculations for the infiltration structure system proposed on
the site. The calculations use K values of 2.41 inches per hour as shown on the Rawl’s table
(Chapter 1 page 22) for Textural Class Loamy Sand in the HydroCAD model.
))((AreaBottomK
VTimedrawdown Volume 3, Ch 1, pages 25
Where:
V = Storage Volume *
K = Saturated Hydraulic Conductivity, Rawls Rate
Bottom Area = Bottom Area of Recharge Structure
* The Storage Volume was assumed to be the storage available in the infiltration basin
below the lowest outlet.
𝑇𝑖𝑚𝑒ௗ௪ௗ௪ = 162
ቀ2.41
12 ቁ (157)
Time hrs drawdown = 5.1 hours
Infiltration Basin Drain Down Time Calc 5 hrs
Infiltration Basin
Drain Down Time Calc @ 2.41 in/hr 5 hrs
The calculations show that the infiltration basin storage will drawdown within the required
72 hours between storm events (assuming linear application of infiltration rate & no
mounding occurs).
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MA-5104 South Yarmouth_Broad Crested Weir Design.xlsx
Emergency Overflow Design - Infiltration Basin
Top of Berm Elevation = 9.00
Weir Elevation = 7.70
Qweir = 25-Year Developed Flow Rate =0.13 cfs
Pond Bottom Elevation = 7.00
Q = (2/3) * CBROAD * L * SQRT(2*g) * H3/2
Adjust L to achieve Q
Where:
CBROAD =0.50
L= 5.0 ft
g =32.2 ft/sec2
H = 1.3 ft
Q= 19.8 OK
MA-5104 South Yarmouth_Broad Crested Weir Design.xlsx
Emergency Overflow Design - Infiltration Basin
Top of Berm Elevation = 9.00
25-Year Flow Elevation Through Overflow = ?
Weir Elevation = 7.70
Qweir = 25-Year Developed Flow Rate =0.13 cfs
Pond Bottom Elevation = 7.00
Q = (2/3) * CBROAD * L * SQRT(2*g) * H3/2
Adjust L to achieve Q
Where:
CBROAD =0.50
L= 5.0 ft
g =32.2 ft/sec2
H = 0.05 ft
25-Year Flow Elevation Through Overflow =7.75 OK
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INSTRUCTIONS:Non-automated: Mar. 4, 2008
1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table
2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings
3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row
4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row
5. Total TSS Removal = Sum All Values in Column D
Location:
A B C D E
TSS Removal Starting TSS Amount Remaining
BMP1 Rate1 Load* Removed (B*C) Load (C-D)
Sediment Forebay
(Pretreatment)0.00 1.00 0.00 1.00
Infiltration Basin 0.80 1.00 0.80 0.20
0.20 0.00 0.20
0.20 0.00 0.20
0.20 0.00 0.20
Total TSS Removal =80%
Separate Form Needs to
be Completed for Each
Outlet or BMP Train
Project:
South Yarmouth
(MA-5104)
Prepared By:BLM *Equals remaining load from previous BMP (E)
Date:7/6/2021 which enters the BMP
Tower Compound Area (New Development)TSS Removal Calculation Worksheet
BMP TREATMENT TRAIN
Infiltration Basin*
80%
Compound & Tributary Areas
to Infiltration Basin
(27,498 SF Total Drainage Area)
(1,806 SF Impervious)
*80% TSS removal will be provided
when combined with sediment
forebay as pretreatment.
Sediment Forebay
(Pretreatment)
0%
Section 2
Soil Data
0
267790.555439SOUTH YARMOUTH
SITE #: MA-5104
TOWER ENGINEERING PROFESSIONALS
(919) 661-6351
RALEIGH, NC 27603
326 TRYON ROAD
www.tepgroup.net C-1
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1044 Route 28, Yarmouth, MA 02664
Blue Sky Towers III, LLC.
Tower Engineering Professionals, Inc.
508.530.3580
919.661.6351
06/23/21 6.0
MIW-29
B
06/21 8.47
2.8
3.2
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Barnstable County,
MassachusettsNatural
Resources
Conservation
Service
May 13, 2021
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
15
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer at
or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Custom Soil Resource Report
16
17
Custom Soil Resource Report
Map—Hydrologic Soil Group
4612400461245046125004612550461260046126504612700461275046128004612850461240046124504612500461255046126004612650461270046127504612800399560 399610 399660 399710 399760 399810 399860
399560 399610 399660 399710 399760 399810 399860
41° 39' 39'' N 70° 12' 24'' W41° 39' 39'' N70° 12' 9'' W41° 39' 25'' N
70° 12' 24'' W41° 39' 25'' N
70° 12' 9'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84
0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,220 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:25,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Barnstable County, Massachusetts
Survey Area Data: Version 17, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 10, 2018—Nov
17, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
18
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
252A Carver coarse sand, 0 to
3 percent slopes
A 16.2 100.0%
Totals for Area of Interest 16.2 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Depth to Any Soil Restrictive Layer
A "restrictive layer" is a nearly continuous layer that has one or more physical,
chemical, or thermal properties that significantly impede the movement of water and
air through the soil or that restrict roots or otherwise provide an unfavorable root
environment. Examples are bedrock, cemented layers, dense layers, and frozen
layers.
This theme presents the depth to any type of restrictive layer that is described for
each map unit. If more than one type of restrictive layer is described for an
individual soil type, the depth to the shallowest one is presented. If no restrictive
layer is described in a map unit, it is represented by the "greater than 200" depth
class.
This attribute is actually recorded as three separate values in the database. A low
value and a high value indicate the range of this attribute for the soil component. A
"representative" value indicates the expected value of this attribute for the
component. For this soil property, only the representative value is used.
Custom Soil Resource Report
19
Long-Term Pollution Prevention
and Operation & Maintenance Plan
Operation & Maintenance Plan 1 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
LONG‐TERM STORMWATER POLLUTION
PREVENTION PLAN and OPERATION & MAINTENANCE (O&M) PLAN
FOR RAW LAND CELL TOWER
PROJECT OVERVIEW
Blue Sky Towers III, LLC (“Applicant”) proposes to construct an unmanned wireless telecommunications
facility within a 100’x100’ [10,000 square foot (SF)] lease area in the central portion of the property
designated as Assessor’s Parcel 50‐189.1 located off Route 28 in South Yarmouth, Massachusetts. The
project proposes to install a new gravel driveway/parking area from the existing paved parking lot
associated with the Our Lady of the Highway Catholic Parish. The facility itself will be constructed of a
55’x60’ (3,300 SF) fenced‐in compound surfaced with clean 3/4” stone over filter fabric. A painted steel
clock tower supporting antenna equipment will be placed on a reinforced concrete foundation below
grade. Ground and tower space will be allotted for up to four carriers. A common utility area will be
located at the southeast side of the compound. The project also includes the addition of stormwater
facilities for runoff treatment tributary to the proposed tower compound and driveway/parking
improvements.
The project seeks to avoid drainage impacts to surrounding resources by directing non‐point source
sheet flow runoff through existing vegetated areas that promotes sediment removal through filtering,
absorption, and settling as the velocity of flow and resultant energy is reduced. Structural Best
Management Practices (BMPs) near the tower compound and along the gravel driveway/parking area
include pea gravel diaphragms, vegetated swales, and an infiltration basin with sediment forebay
pretreatment. The project will require disturbance of ~10,550 square feet of land.
The proposed site improvements are shown on the plans provided under separate cover entitled “South
Yarmouth; MA‐5104; 1044 Route 28; South Yarmouth, MA 02664” latest revision as prepared by
ProTerra Design Group, LLC.
OWNER AND RESPONSIBLE PARTY
Landlord (Lessor/Property Owner):
N/F Roman Catholic Bishop of Fall River
c/o St. Pius X
P.O. Box 2577
Fall River, MA 02722
Telecommunication Facility
Lessee & Responsible Party:
Blue Sky Towers III, LLC
352 Park Street
Suite 106
North Reading, MA 01864
The Responsible Party has obtained ground and access leases from the Owner which allows for
maintenance of the stormwater system and the associated telecommunications equipment.
Operation & Maintenance Plan 2 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
CONSTRUCTION MANAGEMENT
Contractor: ________________________
Address: __________________________
_________________________________
Phone Number: ____________________
A construction manager with adequate knowledge and experience on projects of similar size and scope
shall be employed to oversee all site work related construction. The contractor shall incorporate
appropriate techniques to control sediment and erosion pollution during construction in accordance
with the Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas.
Dewatering activities (if required) shall be directed towards a berm and filter sack to promote infiltration
into the ground.
EROSION CONTROL BEST MANAGEMENT PRACTICES (BMPs)
During construction, silt‐laden runoff or discharge from dewatering operations (if necessary) will be
prevented from exiting the construction area untreated. Siltation barriers consisting of a filter fabric silt
fence, wood chip berms, straw bales or silt socks will be erected in advance of construction along the
down‐gradient edge of all disturbed areas and maintained throughout the construction period. The
control of dust and erosion during the construction period will be managed using a number of Best
Management Practices (BMPs) described below and as shown on the Erosion Control Plan & Details
sheet (EC‐1) of the Construction Drawings.
Stabilized Construction Entrance
An apron constructed of coarse aggregate over a geotextile fabric shall cover the transition between the
existing parking lot and the proposed driveway/parking area. The size and construction of the entrance
is shown on the EC‐1 sheet. This entrance shall be inspected daily and maintained throughout
construction activities and optionally removed after completion.
Temporary Sediment Traps (During Construction)
Small depressions that have stormwater runoff directed into them for increase retention time that
promotes settling out of suspended solids. Tributary drainage area shall be under 1 acre. The storage
volumes should be 1,800 cubic feet per acre of tributary area. The infiltration basin near the tower
compound may not be utilized during construction as a temporary sediment trap.
Silt Fence, Reinforced with Straw Bales as Required (Compost Berms & Socks can be used as alternatives)
Silt fence or silt sock is installed at the down gradient limit of work. It should be trenched into the
ground 6” and staked without drooping. The woven fabric will allow the passage of stormwater while
filtering out suspended solids. Straw bales give added filtering and erosion control. Every 100’ two bales
or silt socks shall be placed and staked perpendicular to the fence. Straw bales shall be inert straw or
salt hay type.
Operation & Maintenance Plan 3 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
Chipping Trees & Slash Debris (wood chip berms)
Residual materials made available from tree and brush clearing and grubbing the site shall be used to
intercept and retain sediment from the disturbed areas. A temporary sediment barrier constructed of
wood chips may be installed along the perimeter of the disturbed areas. These barriers are stable and
composed of natural materials reused on‐site requiring small amounts of maintenance. At the
completion of construction, the shredded or chipped wood shall be spread as ground cover to provide
stabilization over the disturbed areas.
Dewatering
Although groundwater is not anticipated, if dewatering is required, discharges shall be directed through
a settling pool or filter bag prior to discharge and infiltration into the ground. Outflow of silt‐laden
runoff shall not be permitted to flow directly into resource areas. Upon completion of site stabilization,
the BMP’s and conveyance systems shall be thoroughly cleaned of silt and sediment and made ready for
the proposed operation. Discharge points shall be set back from the edge of the resource areas and
monitored by qualified personnel to ensure no impacts to resource areas and compliance with
applicable federal and state regulations. Discharges shall be free from visible floating, suspended, and
settleable solids that would impair the functions of the wetlands and downstream river.
Concrete Washout Pit
A concrete washout pit/area must be designated to receive wash water from washing of tools and
concrete mixer chutes, liquid concrete waste from dump trucks, mobile batch mixers, or pump trucks.
Concrete washout activities must be conducted in a manner that does not contribute pollutants to
surface waters or stormwater runoff. Concrete washout areas may be lined or unlined excavated pits in
the ground, commercially manufactured prefabricated washout containers, or aboveground holding
areas constructed of berms, sandbags or straw bales with a plastic liner.
ON‐GOING MAINTENANCE CONTRACT
The Responsible Party shall hire appropriate staff, contract with a maintenance company, or designate a
qualified party to complete ongoing maintenance for the tower compound, access drive/parking area,
and stormwater features for the facility.
LIVING DOCUMENT PROVISIONS
This document shall be updated as necessary to reflect new procedures, technologies or requirements
over the life span of the facility. Ultimately, the Responsible Party will have the authority to implement a
plan and frequency of maintenance as required.
MAINTENANCE LOG
The Responsible Party shall develop and maintain a log of inspections, maintenance, repairs, and
disposal (including location of disposal) during the life of the project. Records shall be maintained for at
least three years and be made available to regulatory agencies in accordance with the provisions of the
Massachusetts Stormwater Handbook. A sample of such a maintenance log is provided.
Operation & Maintenance Plan 4 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
GOOD HOUSEKEEPING PRACTICES DURING CONSTRUCTION
The Responsible Party shall maintain good housekeeping practices by maintaining a clean and orderly
facility to prevent potential pollution sources from coming into contact with stormwater and degrading
water quality. This includes establishing protocols to reduce the possibility of mishandling materials or
equipment and training employees in good housekeeping techniques.
Common areas where good housekeeping practices should be followed shall include: material storage
areas, vehicle and equipment maintenance areas, and loading areas. Good housekeeping practices must
include a designated and secure location for garbage. A schedule for regular pickup and disposal of
garbage and waste materials during construction and routine inspections of containers for leaks and
structural integrity shall be developed. After construction, no trash shall be kept on‐site and shall be
removed by service technicians or contractors when they leave. Portable toilets shall be installed on site
and maintained throughout construction. Excess concrete and cleanout water from redi‐mix vehicles
shall be directed towards small excavations or constructed boxes for cleanup. Drainage conveyance
systems shall not be used for this purpose.
MINIMIZING EXPOSURE
The Responsible Party shall minimize exposure of potential pollutant sources from coming into contact
with precipitation and being picked up by stormwater and carried into drains and surface waters. All
materials shall be plainly labeled and stored in an appropriate container in an appropriate location. All
activities which can generate sources of contaminants shall be contained.
Operation & Maintenance Plan 5 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
LONG‐TERM DRIVEWAY/PARKING AREA & BMP: MAINTENANCE
The gravel driveway/parking area must be maintained during active use, after construction operations
have been completed, and after major storm events to ensure that the drainage structures are
functioning properly. Prior to final completion and full occupancy of the telecommunications facility, a
representative of the Contractor and/or Engineer shall properly instruct the user of the required
maintenance responsibilities to maintain the effectiveness of the driveway and drainage system. The
Responsible Party will implement the procedures and frequencies under their current plan and inspect
the systems as needed to maintain maximum effectiveness.
Gravel Driveway / Parking Area
During the construction of the gravel driveway/parking area, the contractor shall verify the subgrade
provides adequate strength to support the gravel base and gravel top layers. If weak or soft spots are
encountered during construction, an AASHTO Class III geotextile reinforcement or angular stone layer
shall be installed along the subgrade prior to placing any structural fill or gravel base. Groundwater can
affect the strength of the driveway subbase. In areas of cut, subdrains shall be installed and outletted to
daylight to facilitate the removal of groundwater interaction with the driveway section.
After the completion of construction, maintenance items that should be performed routinely include:
Grading and shaping the driveway surface to maintain a distinct in‐sloped, out‐sloped, or crown
shape to move water rapidly off the road surface
o Do not leave a berm on the side of the driveway that could channel stormwater down
the driveway
Compacting the graded driveway surface to keep a hard driving surface and prevent the loss of
fines. Replace surfacing material when needed
Removing ruts through rolling dips and water bars
Replacing and/or repairing rock armor or vegetation used for slope protection, scour protection,
or energy dissipation
Trimming roadside vegetation adequately, but not excessively, for sight distance and traffic
safety
Cleaning sediment and debris accumulation within drainage culverts
Check for slide debris and remove as needed
If snow plowing occurs, grading and shaping of the driveway surface shall be returned to the
original plan design to maintain design drainage patterns toward the stormwater BMPs
Refer to “Matrix of Road Surface BMP’s For Maintenance Work”
Operation & Maintenance Plan 6 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
Operation & Maintenance Plan 7 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
Vegetated Swales
During the construction phases of the project, the vegetated swales shall be inspected monthly and
cleaned as necessary and/or after storms events with 1” of rainfall or greater. Thereafter, this structure
shall be inspected every six months during the responsible party’s regular maintenance of the grounds.
Cleanings shall include:
Regularly (2‐3 times a year) mowing the grass (4‐6” height)
Cleaning sediment buildup, and reseeding bare spots
Removal of large vegetation and trash
Check for signs of rilling/gullying and repair with soil and vegetation as needed.
Refer to “Matrix of Ditch BMP’s for Maintenance”
Operation & Maintenance Plan 8 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
Forested Vegetated Filter Strips
The forested vegetated filter strips shall be inspected monthly to monitor the vegetation growth and as
necessary after storm events with 1” of rainfall or greater during the construction phases of the project.
Thereafter, the forested vegetated filter strips shall be inspected at least once per year as needed during
the responsible party’s regular maintenance of the site.
Cleanings shall include:
Cleaning sediment buildup
Verify sediment is not leaving the site.
Pea Gravel Diaphragms
During the construction phases of the project, the pea gravel diaphragms shall be inspected monthly
and cleaned as necessary and/or after storm events with 1” of rainfall or greater. Thereafter, these
structures shall be cleaned at least once per year or as needed during the Applicant’s regular
maintenance of the site.
Cleanings shall include:
Removal of vegetation
Removal of excess sediment accumulation
Inspection of condition of stone.
Sediment Forebay
During the construction phases of the project, the sediment forebay shall be inspected monthly and
cleaned as necessary and/or after storms events with 1” of rainfall or greater. Thereafter, this structure
shall be inspected at least quarterly per year and cleaned as necessary or as needed during the owner’s
regular maintenance of the grounds. A fixed vertical sediment marker shall be installed to measure the
depth of accumulated sediment.
Cleanings shall include:
Mowing the perimeter berm
Removal of large vegetation and trash
Removal of excess sediment accumulation
Cleaning of outlet weir
Check for signs of rilling/gullying and repair with soil and vegetation as needed
Infiltration Basin
During the construction phases of the project, the basin shall be inspected monthly and cleaned as
necessary and/or after storm events with 1” of rainfall or greater. Once the system goes online,
inspections shall occur after each storm event for the first three months, as required, to ensure proper
stabilization, function, and to ensure that the inlets and outlets remain free of obstructions. Thereafter,
these structures shall be inspected and cleaned as necessary at least twice per year. Maintenance and
snow removal crews shall be informed to not push snow directly into the infiltration basin.
Operation & Maintenance Plan 9 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
Cleanings shall include:
Removal of accumulated sediment
Inspection of the infiltration structure
Monitoring of groundwater to ensure proper operation of the system
Important items to check for include:
o Differential settlement
o Cracking, erosion, embankment breakout
o Tree growth on the embankments
o Health of turf
o Clogging of outlets
o Root infestation
o Water levels should be checked and recorded against rainfall amounts to verify that the
drainage system is working properly.
Stormwater BMP Inspection and Maintenance Log Project Name: South Yarmouth (MA-5104); 1044 Route 28; South Yarmouth, MA 02664 SWPPP Contact: Blue Sky Towers III, LLC Contact: ________________________ Phone: ________________________ Begin Date End Date Date BMP ID# BMP Description Inspected by: Cause for Inspection Exceptions Noted Comments and Actions Taken
LONG TERM STRUCTURAL BEST MANAGEMENT PRACTICE INSPECTION & MAINTENANCE MATRIX AFTER CONSTRUCTIONNote: BMP's shall be visually inspected and repaired by a qualified party in accordance with the following chart. Note these are minimum inspection criteria/frequenciesand should be adjusted throughout the project lifespan as required to maintain effectiveness. Refer to maintenance standards for drainage facilities and structural best management practices in the "Recommended Long-Term Stormwater Pollution Prevention Plan."Conventional & LID Best Management PracticesRecommended Minimum Inspection & Maintenance FrequencyErosion/ScouringTree Growth HazardsDifferential Settlement/SeepageStructural Damage/ObstructionsTrash & DebrisRemoval of Accumulated SedimentSlope Integrity*Mow Vegetation/Poor Vegetation CoverageRemove/Reset Filter Fabric & Stone As RequiredCheck - Remove & Replace mulch/media/stoneRemove/Reset Riprap as RequiredForested Vegetated Filter Strip Annually Infiltration Basin Semi-Annually Sediment Forebay Quarterly Pea Gravel Diaphragm Annually Vegetated Swale Semi-Annual
Operation & Maintenance Plan 1 South Yarmouth (MA‐5104)
Blue Sky Towers III, LLC South Yarmouth, MA
ANNUAL MAINTENANCE COST ESTIMATE
BMP Frequency Unit Cost Subtotal
Vegetated Swales 2 visits per year $250 $500
Forested Vegetated Filter Strips 1 visit per year $250 $250
Pea Gravel Diaphragms 1 visit per year $250 $250
Sediment Forebay 4 visits per year $300 $1200
Infiltration Basin 2 visits per year $300 $600
Total: $2800
The annual maintenance cost does not include the owner’s regular maintenance of the grounds that would consist
of mowing & debris pickup.
Illicit Discharge Statement
Soil Reference Data
17
Custom Soil Resource Report
Map—Hydrologic Soil Group
4612400461245046125004612550461260046126504612700461275046128004612850461240046124504612500461255046126004612650461270046127504612800399560 399610 399660 399710 399760 399810 399860
399560 399610 399660 399710 399760 399810 399860
41° 39' 39'' N 70° 12' 24'' W41° 39' 39'' N70° 12' 9'' W41° 39' 25'' N
70° 12' 24'' W41° 39' 25'' N
70° 12' 9'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84
0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,220 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:25,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Barnstable County, Massachusetts
Survey Area Data: Version 17, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 10, 2018—Nov
17, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
18
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Redacted Lease