Stormwater Management Report Surfside Beach Drainage ...

20171100.D40

Stormwater Management ReportSurfside Beach

Drainage ImprovementsNantucket, Massachusetts

Town of Nantucket Department of Public Works

Nantucket, Massachusetts

August 10, 2020

317 Iron Horse Way #204Providence, RI 02908

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Table of Contents Stormwater Management Report

Surfside Beach Drainage Improvements

1 Executive Summary ....................................................................1

2 Project Description......................................................................1

3 Pre-Improvement Conditions.....................................................13.1 Subsurface Conditions............................................................................................23.2 Existing Site Hydrology .........................................................................................2

4 Post-Improvement Conditions ...................................................24.1 Proposed Drainage and Hydrologic Conditions ...................................................24.2 Proposed Stormwater Management System ..........................................................3

5 Hydrologic Analysis Summary...................................................3

6 Soil Erosion and Sedimentation Control....................................3

7 Construction Sequence..............................................................4

8 Performance Standards..............................................................4

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Table of ContentsStormwater Management Report


Figures End of Report1 USGS Site Locus Map2 Site Aerial Plan/Property Lines3 Subwatershed Plan

Appendices End of ReportA NRCS Soils Mapping, NOAA Tide and Current Data & FEMA Flood MapB Recharge Volume & Drawdown Time CalculationsC Water Quality Volume & TSS Removal CalculationD Stormwater Management ChecklistE Construction Inspection and Maintenance PlanF Long-term Operation and Maintenance PlanG Site PlanH Site Photographs

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1 Executive SummaryPursuant to the Massachusetts Stormwater Handbook, this Stormwater Management Report describes proposed work and stormwater management associated with the existing impervious area. The site is identified on the USGS Site Locus Map, Figure 1, and proposed work is depicted on the Site Plan located in Appendix G.

The project is a redevelopment under Standard 7 of the Massachusetts Stormwater Handbook. There is no increase in the impervious area and no change in the drainage pattern of the redevelopment site; therefore, there are no increases in the stormwater peak discharges for the 2-, 10-, 25-, 50-, and 100-year storm events.

2 Project DescriptionThis project proposes to install a stormwater management system to mitigate flooding in the existing parking area at Surfside Beach, which is east of Surfside Road and serves as the access point to Surfside Beach and the Surfside Beach Shack. The parking area frequently floods due to a failing infiltration system caused by lack of pretreatment and piped overflow for the existing infiltration catch basin located in the center of the parking area. The project area is approximately 0.28 acres and includes Lots 60 and 131 of Assessor’s Plat 87 as shown on Figure 2. Photographs of the site are included in Appendix H.

The stormwater management system includes modifications to the existing infiltration catch basin and installing an outlet pipe to a proposed oil grit separator. The oil grit separator will outlet to a subsurface infiltration structure located in a previously disturbed area adjacent to the pathway to the beach. The project will also include the replacement and expansion of the existing deck to wrap around the south and east sides of the existing bathroom and building facility. A portion of the expanded deck will be located above existing paved parking surface and the remainder will be raised above partially-vegetated area. The deck will provide safer access to the food truck and picnic area in the parking area to the east of the building and will not increase the impervious surfaces at the site.

3 Pre-Improvement ConditionsThe existing impervious surface is a paved public parking area with access to Surfside Beach. The existing subsurface infiltration structure is located centrally in the parking area just north of the Surfside Beach Shack.

The site is not located within an Area of Critical Environmental Concern (ACEC), NHESP Priority Habitat of Rare Species (August 1, 2017), NHESP Estimated Habitat of Rare Wildlife (August 1, 2017), or Outstanding Resource Water (ORW). The site is located within a Federal Emergency Management Agency (FEMA) documented Flood Zone X (Area of Minimal Flood Hazard) and Zone VE (El 10 Feet) as shown on FEMA’s Flood Insurance Rate Map (FIRM) Panel Number 25019C0151G with an effective date of June 9, 2014 (Appendix A). Proposed improvements are to be constructed within flood Zone X.


3.1 Subsurface Conditions

According to the Natural Resources Conservation Service’s (NRCS’s) Soil Survey for Nantucket County, Massachusetts, the site consists of Katama sandy loam, Riverhead sandy loam, Udipsamments, rolling and Beaches, sand. The proposed subsurface infiltration structure is located within Udipsamments, rolling, which does not have a hydrologic soil group classification. The soil properties in this area have been assumed to be consistent with the adjacent soil type, Katama. Katama is defined as friable coarse-loamy eolian deposits over loose sandy glaciofluvial deposits derived from granite and gneiss and classified as hydrologic soil group (HSG) A. The NRCS Web Soil Survey Report for this project area is included in Appendix A.

The groundwater elevation was assumed to be the same as the high tide elevation, which per NOAA Tides and Currents, is approximately 4 feet. The NOAA Tides and Currents data is included in Appendix A.

3.2 Existing Site Hydrology

The existing infiltration catch basin receives runoff from approximately 0.28 acres within the central portion of the Surfside parking area. This drainage area is relatively flat and comprised of impervious roads and driveways (95%) and roofs (5%). The drainage area was delineated from a visual inspection of the site and a review of topography obtained from aerial and topographic surveys. Refer to Figure 3 for the Subwatershed Delineation.

Runoff flows in a northerly direction to a low point of the parking area and existing infiltration catch basin. The catch basin and the area surrounding it is frequently flooded during storm events due to siltation and clogging. Runoff that is not infiltrated by the infiltration catch basin floods the parking area around the basin.

The Nantucket Department of Public Works staff estimates the existing infiltration catch basin floods in storm events with larger than 0.5 inches of rainfall and the pond typically dissipates within 72 hours.

4 Post-Improvement Conditions

4.1 Proposed Drainage and Hydrologic Conditions

The proposed construction will involve the installation of an overflow pipe from the existing infiltration catch basin to a proposed oil grit separator and subsurface infiltration structure located in a previously disturbed area along the pathway to the beach. The subwatershed to the proposed infiltration system will maintain the existing hydrologic condition and area. The total site disturbance for the project will be approximately 1,600 square feet, which includes 500 feet for the deck construction. The remainder of the site disturbances are temporary and will be restored during construction.


4.2 Proposed Stormwater Management System

The proposed stormwater management system has been designed to mitigate negative impacts related to stormwater quantity and quality discharged at the site. Additionally, the drainage system has been designed to comply with Stormwater Management Standard and Performance Criteria of the Massachusetts Stormwater Handbook to the maximum extent practicable, using a subsurface infiltration structure. The stormwater management system will consist of the following components:

Existing Infiltration Catch Basin Retrofit/Deep-Sump Catch Basin. The existing structure will be cleaned and modified to function primarily as a pretreatment device. An overflow pipe with a hood will be installed from the existing structure to a proposed oil grit separator. The overflow pipe will be a 12-inch HDPE pipe with a smooth-lined interior. A sump of at least 4 feet will be provided.

Oil Grit Separator. The oil grit separator has been designed to provide additional TSS removal for stormwater runoff from the existing infiltration catch basin retrofit. The separator is designed to provide a second tier of pretreatment to provide a minimum of 44% TSS removal, required for rapid infiltration taking place in the downstream subsurface infiltration structure. The separator is a 6-foot diameter precast drain manhole with a 4 foot sump, which provides 400 cubic feet of storage per acre of impervious surface. The outlet pipe will be a 12-inch HDPE pipe with a smooth-lined interior with a hood that will connect to the proposed subsurface infiltration structure.

Subsurface Infiltration Structure. The subsurface infiltration structure has been designed to improve flooding of the Surfside Beach parking area. The proposed subsurface infiltration structure is a 6-foot diameter precast infiltration leaching chamber that will be set on an 8-foot diameter, 6-inch thick, perforated precast slab to promote infiltration through the bottom of the structure. The base of the structure will provide a small 6-inch sump and will ensure that the subsurface soils are not disturbed during maintenance procedures. The structure will be surrounded with one foot of crushed stone wrapped in geotextile. Refer to Appendix G for the Site Plans.

5 Hydrologic Analysis SummaryA post-development hydrological analysis was not completed. There are no changes in the watershed size or hydrologic conditions as a result of the project.

6 Soil Erosion and Sedimentation ControlErosion and sedimentation controls will be installed in accordance with the “Massachusetts Erosion and Sediment Control Guideline for Urban and Suburban Areas.” Erosion and sedimentation controls will be installed prior to construction and maintained for the duration of the project until construction is complete and disturbed areas have been stabilized. Controls include, the installation of compost filter tubes around the perimeter of the site and inlet protection in the existing infiltration catch basin. The party responsible for plan compliance and maintenance following construction and the inspection and


maintenance schedule for BMPs are included in Appendix E. A typical inspection and maintenance log form has been provided in Appendix F and Erosion and Sediment Control Plans have been provided as part of the Site Plans in Appendix G.

7 Construction SequenceThe following summarizes the sequencing of site construction:

Install perimeter sediment control barriers and erosion control. Sediment erosion control measures will be maintained or replaced as required throughout construction period. Any temporary soil stockpile areas during construction will also be encompassed by perimeter controls.

Excavate area for subsurface infiltration structure and verify soil conditions are consistent with the design parameters. Install and backfill proposed oil grit separator, subsurface infiltration structure and 12” pipe between the two structures.

Sawcut, excavate, install, and backfill overflow pipe from existing infiltration catch basin Conduct final grading of subsurface infiltration structure area. Trench patch sawcut area to match existing pavement thickness. Replace and expand decking for the Surfside Beach Shack. Disturbed areas will be restored by planting salt dune grass and protected by fencing until the

plugs are established. Remove temporary erosion controls measures once the site is stabilized, inspected, and approved by permitting authority and the engineer.

8 Performance Standards The following is a description of how the proposed project conforms to the Stormwater ManagementStandards (Standards) outlined in the Massachusetts Stormwater Handbook. The Stormwater Management Checklist is included in Appendix D. The project is considered to be a “redevelopment project” and thus is required to meet the following Standards to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural stormwater best management practice requirements of Standards 4, 5, and 6. Existing discharges shall comply with Standard 1 only to the maximum extent practicable. A redevelopment project shall also comply with all other requirements of the Standards and improve existing conditions.

Standard 1: No Untreated discharge or Erosion to WetlandsPerimeter erosion controls will protect undisturbed areas from sedimentation until disturbed areas are stabilized. Stormwater runoff from the existing parking area will be conveyed to an existing infiltration catch basin with an overflow pipe to a proposed oil grit separator and subsurface infiltration structure. A discharge pipe will not be provided from the proposed subsurface infiltration structure. Therefore, the project will not result in untreated discharges or erosion to wetlands.

Standard 2: Peak Discharge AttenuationPost-development discharge rates will not increase as a result of the redevelopment project, as there is no increase in impervious area and there is no change to the drainage patterns of the subwatershed.


Standard 3: Stormwater RechargeGroundwater recharge is provided by the underground infiltration system to the maximum extent practicable. Applying the static method, the most conservative method, with a target depth factor of 0.6-inch for HSG Class A soils, the required groundwater recharge for the project site is approximately 606 cubic feet. Applying the Rawls Rate of 8.27 inches per hour for Sand, results in a required system volume of approximately 465 cubic feet. The underground infiltration system, which includes the deep-sump catch basin, the oil grit separator and the proposed subsurface infiltration structure, provides a total of 748 cubic feet of storage. Refer to Appendix B for groundwater recharge calculations.

Per the Massachusetts Stormwater Handbook each infiltration system providing groundwater recharge must have a drawdown time less than 72 hours. Based on existing soil types it was calculated the infiltration system would drawdown in approximately 13 hours. Drawdown calculations can be found in Appendix B.

Standard 4: Water QualityThe project provides 89% total suspended solids (TSS) removal. The deep-sump catch basin, oil grit separator, and street sweeping maintenance practices result in 47% TSS removal for pretreatment. The TSS calculation table can be found in Appendix C.

The proposed underground infiltration system has been designed as a retrofit to improve both water quality and reduce flooding in the parking lot. There are no new or redeveloped impervious surfaces. The required water quality volume for the project as a whole was calculated to be 1,010.67 cubic feet. Due to the rapid rate of infiltration, the water quality volume calculation is based on the 1-inch rainfall event rather than the 0.5-inch rainfall event. The underground infiltration system provides a total of approximately 748 cubic feet of water quality storage. Although the provided storage is less than the required water quality volume, the intent of the project is to improve the existing condition and the project will provide an additional 515 cubic feet of water quality storage. Water Quality calculations can be found in Appendix C.

Per the Massachusetts Stormwater Handbook, pretreatment must be provided prior to stormwater discharging into an infiltration system. Due to the rapid infiltration rate of the soils, 44% TSS removal is required for pretreatment. Pretreatment for subsurface infiltration system is provided by the retrofit of the existing infiltration catch basin to act as a deep-sump catch basin, the oil grit separator, and street sweeping maintenance practices. The combination of these practices will achieve 47% TSS removal.

Standard 5: Land Uses with Higher Potential Pollutant LoadsThe project does not contain any area of higher pollutant loads as defined by the Massachusetts Stormwater Handbook.

Standard 6. Critical AreasThis project does not affect any critical areas as defined by the Massachusetts Stormwater Handbook.


Standard 7: RedevelopmentThe proposed project is considered a redevelopment project per the Massachusetts Stormwater Handbook. The project will improve the existing site conditions to the maximum extent practicable by incorporating pretreatment into the existing stormwater management system, which will improve the water quality.

Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation ControlGeneral erosion and sedimentation controls will be implemented and maintained during construction and will be maintained until construction is complete and disturbed areas have been stabilized. This will be done in accordance with local, state, and federal requirements.

A Construction Inspection and Maintenance Plan has been developed for the redevelopment and is included in Appendix E. The contractor will be responsible to insure the correct implementation of the erosion and sedimentation controls as well as the maintenance of these measures during construction.

Performance Standard 9: Long-term Operation and Maintenance PlanA Long-term Operation and Maintenance plan has been developed for the redevelopment site and is included in Appendix F. The plan includes long-term maintenance activities and schedules for the proposed stormwater BMPs. The Town of Nantucket DPW will be responsible for the operation and maintenance of stormwater BMPs following construction. An inspection and maintenance form has also been provided in Appendix F.

Performance Standard 10: Illicit Discharge to Drainage SystemThis project does not contain illicit discharges to Stormwater Management Systems as defined in the Massachusetts Stormwater Handbook.

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Figures

Figure 1 – USGS Site Locus MapFigure 2 – Site Aerial Plan/Property LinesFigure 3 – Subwatershed Plan

Copyright:© 2013 National Geographic Society, i-cubed

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LOCUS MAP

AUGUST 2019 TOWN OF NANTUCKET

¯

SURFSIDE BEACHLAT: 41.24403LON: -70.09449

2,000 0 2,0001,000 Feet

SURFSIDE BEACHSTORMWATER IMPROVEMENTS

NANTUCKET, MASSACHUSETTS

Project Location

WESTERN AVENUE

SURF

SID E

ROAD

USGS, MassGISPath: K:\P2017\1100\D40\MXD\SurfsideBeach_AssessorsFigure.mxd

SURFSIDE BEACH STORMWATER IMPROVEMENTS

NANTUCKET, MA

87-604 WESTERN AV

TOWN OF NANTUCKETDEED BK C0004 PG 882

TOWN OF NANTUCKETRIGHT OF WAY

87-131166 SURFSIDE RD

TOWN OF NANTUCKETDEED BK 00465 PG 0232

µAUGUST 2019RIGHT-OF-WAY PLAN

0 30 60 9015Feet

Note: Parcel boundaries ownership information obtained from the Town of Nantucket Assessor's database

20171100D40JULY 2020TOWN OF NANTUCKET

SURFSIDE BEACH DRAINAGE IMPROVEMENTS

NANTUCKET MASSACHUSETTS

50 COMMERCIAL STREETMANCHESTER, NEW HAMPSHIRE 03101603.668.8223www.fando.com

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Appendix A

NRCS Soils MappingNOAA Tide & Current Data

FEMA Flood Map

LEGEND

Show Data:

None

Water level (MLLW)

Air Temperature

Water Temperature

Barometric Pressure

Winds

Relative Humidity

Visibility

Nautical Charts

Satellite

Streets

Topo

Water Level and Met

Water Levels

Meteorological

Air Gap

×

1 km

3000 ft

+

−

Leaflet | Powered by Esri | USGS, NOAA, Tiles © Esri — Source: Esri, i-cubed, USDA, USGS, AEX, GeoEye, Getmapping, Aerogrid, IGN, IGP, UPR-EGP, and the GIS User Community.

×

Advanced

FIND YOUR LOCAL TIDES AND CURRENTS

Search:

Station ID/City/State/Zip

Nantucket Island, MA [8449130] Station Home More Data ×

Plot Data

Auto-Refresh:

Water Level3.03 ft above MLLW

Winds7.8 kts from NE

Today's Tides

Time Tide Height

11:25 PM High 3.79 ft

5:27 AM Low -0.51 ft

12:03 PM High 3.33 ft

5:39 PM Low -0.20 ft

Recent Data as of 5/6/2020 9:54 AM Local Time

Water Level: 3.03 ft Above MLLW

Next Tide at 12:03 PM: High 3.33 ft

Water Temp: 52.5 ° F

Air Temp: 49.6 ° F

Barometric Pressure: 1013.8 mb

Winds: 7.8 kts from NE

Gusting to: 11.3 kts from NE

Metric

Hei

ght i

n fe

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LLW

)

NOAA/NOS/CO-OPSWater Levels at 8449130, Nantucket Island, MA

From 05/05/2020 00:00 LST/LDT to 05/06/2020 23:59 LST/LDT

PredictionsWater Levels

04:005/5

12:005/5

20:005/5

04:005/6

12:005/6

20:005/6

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NOAA/NOS/Center for Operational Oceanographic Products and Services

Spee

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NOAA/NOS/CO-OPSWinds at 8449130, Nantucket Island, MA

From 05/05/2020 00:00 LST/LDT to 05/06/2020 23:59 LST/LDT

15

20

Standard

Page 1 of 2CO-OPS Map - NOAA Tides & Currents

5/6/2020https://tidesandcurrents.noaa.gov/map/index.html?id=8449130


Appendix B

Recharge Volume & Drawdown Time Calculations

Calc. By: KAH Date: 7/24/20Chk. By: AWV Date: 7/24/20

Areas Area (A) = 12128 ft2 0.278 ac.Exist Impervious * = 12128 ft2 0.278 ac.

Hydraulic Soil Type = A from NRCS soil survey

Recharge Volume/Static MethodRv = F * Impervious Area F= 0.60 inches

Rv = 606.40 ft3*

Static Method assumes no infiltration until entire recharge volume is stored

Simple Dynamic MethodA = Rv / (D + K * T) V = A * D for volume add the structure height to D

Rv= 606.40 ft3

(sat. hyd. conductivity) K = 8.27 in/hr Soil Texture Class Sand(allowable drawdown) T = 2 hrs

(depth of infiltration) D = 4.50 ft

A = 103.16 ft2 min. required bottom surface area of infiltration structureV = 464.21 ft3

Volume ProvidedDeep Sump Catch Basin Oil Grit Separator

Structure Diameter = 6.00 ft Structure Diameter = 6.00 ftTop of Structure = 23.50 ft Top of Structure = 24.00 ft

Bottom of Structure = 14.77 ft Bottom of Structure = 14.00 ftHeight of Storage (H) = 8.23 ft Height of Storage (H) = 9.50 ft

Area (A) = 28.27 ft2 Area (A) = 28.27 ft2

Volume (V) = 218.56 ft3 Volume (V) = 254.47 ft3

Subsurface Infiltration StructureStructure Volume = 177.00 ft3

Volume in Stone Voids = 70.76 ft3 Total Volume of Infiltration SystemTotal V = 247.76 ft3 V= 720.79 ft3

72-Hour Drawdown(Volume Provided) V = 247.76 ft3

(Area Provided) A = 28.26 ft2

(Depth of Infiltration) D = 8.77 ft(sat. hyd. conductivity) K = 8.27 in/hr

Drawdown Time (T) = 12.72 hrs

Surfside Beach, Nantucket, MAStormwater Treatment

F:\P2017\1100\D40\Stormwater\Design WQv & Volume.xlsRecharge 7/24/2020


Appendix C

Water Quality Volume CalculationsTSS Removal Calculations

Calc. By: KAH Date: 6/1/20Chk. By: AWV Date: 6/2/20

Areas Area (A) = 12128 ft2 0.278 ac.Exist Impervious * = 12128 ft2 0.278 ac.

Hydraulic Soil Type = A from NRCS soil survey

Water Quality Treatment VolumeVWQ = DWQ * AIMP

DWQ = 1.0 inches (exfiltrates in soils > 2.4 in/hr)VW Q = 1010.67 ft3

Surfside Beach, Nantucket, MAStormwater Treatment

F:\P2017\1100\D40\Stormwater\Design WQv & Volume.xlsWQV 6/2/2020

V

INSTRUCTIONS: Version 1, Automated: Mar. 4, 20081. In BMP Column, click on Blue Cell to Activate Drop Down Menu2. Select BMP from Drop Down Menu3. After BMP is selected, TSS Removal and other Columns are automatically completed.

Location:

B C D E FTSS Removal Starting TSS Amount Remaining

BMP1 Rate1 Load* Removed (C*D) Load (D-E)

Street Sweeping - 5% 0.05 1.00 0.05 0.95

Deep Sump and HoodedCatch Basin 0.25 0.95 0.24 0.71

Oil Grit Separator 0.25 0.71 0.18 0.53

Leaching Catch Basin 0.80 0.53 0.43 0.11

0.00 0.11 0.00 0.11

Total TSS Removal = 89%

Separate Form Needs tobe Completed for EachOutlet or BMP Train

Project: Surfside Beach, Nantucket, MA

Prepared By: K. Hayden, Fuss & O'Neill *Equals remaining load from previous BMP (E)Date: 7/24/2020 which enters the BMP

TSS

Rem

oval

Cal

cula

tion

Wor

kshe

et

Surfside Beach, Nantucket, MA

Non-automated TSS Calculation Sheetmust be used if Proprietary BMP Proposed1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection


Appendix D

Stormwater Management Checklist

swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 1 of 8

Massachusetts Department of Environmental ProtectionBureau of Resource Protection - Wetlands Program

Checklist for Stormwater ReportA. Introduction

Important: Whenfilling out formson the computer,use only the tabkey to move yourcursor - do notuse the returnkey.

A Stormwater Report must be submitted with the Notice of Intent permit application to documentcompliance with the Stormwater Management Standards. The following checklist is NOT a substitute forthe Stormwater Report (which should provide more substantive and detailed information) but is offeredhere as a tool to help the applicant organize their Stormwater Management documentation for theirReport and for the reviewer to assess this information in a consistent format. As noted in the Checklist,the Stormwater Report must contain the engineering computations and supporting information set forth inVolume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared andcertified by a Registered Professional Engineer (RPE) licensed in the Commonwealth.

The Stormwater Report must include: The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see

page 2) that certifies that the Stormwater Report contains all required submittals.1 This Checklistis to be used as the cover for the completed Stormwater Report.

Applicant/Project Name Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required

by Standard 82

Operation and Maintenance Plan required by Standard 9

In addition to all plans and supporting information, the Stormwater Report must include a brief narrativedescribing stormwater management practices, including environmentally sensitive site design and LIDtechniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans arerequired to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types,critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the sitewhere infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas forboth existing and proposed conditions at a scale that enables verification of supporting calculations.

As noted in the Checklist, the Stormwater Management Report shall document compliance with each ofthe Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. Thesoils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of theMassachusetts Stormwater Handbook.

To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater ReportChecklist by checking the box to indicate that the specified information has been included in theStormwater Report. If any of the information specified in the checklist has not been submitted, theapplicant must provide an explanation. The completed Stormwater Report Checklist and Certificationmust be submitted with the Stormwater Report.

1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included inthe Stormwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff tothe post-construction best management practices.

2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan inthe Stormwater Report. In that event, the issuing authority has the discretion to issue an Order of Conditions that approves theproject and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Planbefore commencing any land disturbance activity on the site.



Checklist for Stormwater ReportB. Stormwater Checklist and CertificationThe following checklist is intended to serve as a guide for applicants as to the elements that ordinarilyneed to be addressed in a complete Stormwater Report. The checklist is also intended to provideconservation commissions and other reviewing authorities with a summary of the components necessaryfor a comprehensive Stormwater Report that addresses the ten Stormwater Standards.

Note: Because stormwater requirements vary from project to project, it is possible that a completeStormwater Report may not include information on some of the subjects specified in the Checklist. If it isdetermined that a specific item does not apply to the project under review, please note that the item is notapplicable (N.A.) and provide the reasons for that determination.

A complete checklist must include the Certification set forth below signed by the Registered ProfessionalEngineer who prepared the Stormwater Report.

Registered Professional Engineer’s CertificationI have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term PollutionPrevention 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 (ifincluded) and the plans showing the stormwater management system, and have determined that theyhave been prepared in accordance with the requirements of the Stormwater Management Standards asfurther elaborated by the Massachusetts Stormwater Handbook. I have also determined that theinformation presented in the Stormwater Checklist is accurate and that the information presented in theStormwater Report accurately reflects conditions at the site as of the date of this permit application.

Registered Professional Engineer Block and Signature

Signature and Date

ChecklistProject Type: Is the application for new development, redevelopment, or a mix of new andredevelopment?

New development

Redevelopment

Mix of New Development and Redevelopment



Checklist for Stormwater ReportChecklist (continued)LID Measures: Stormwater Standards require LID measures to be considered. Document whatenvironmentally sensitive design and LID Techniques were considered during the planning and design ofthe project:

No disturbance to any Wetland Resource Areas

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):

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 theCommonwealth

Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included.



Checklist for Stormwater ReportChecklist (continued)

Standard 2: Peak Rate Attenuation

Standard 2 waiver requested because the project is located in land subject to coastal storm flowageand stormwater discharge is to a wetland subject to coastal flooding.

Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hourstorm.

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-siteflooding increases during the 100-year 24-hour storm, calculations are also provided to show thatpost-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 calculationsare provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient togenerate 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 maximumextent 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.




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 moundinganalysis is provided.

Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetlandresource 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 anattachment to the Wetlands Notice of Intent.

Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule forcalculating 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, ifapplicable, the 44% TSS removal pretreatment requirement, are provided.




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 proprietaryBMP and proposed TSS removal rate is provided. This documentation may be in the form of thepropriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbookand submitting copies of the TARP Report, STEP Report, and/or other third party studies verifyingperformance of the proprietary BMPs.

A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showingthat 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 preventionmeasures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snowmelt 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 andgrease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oilgrit 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 MassDEPhas approved for stormwater discharges to or near that particular class of critical area.

Critical areas and BMPs are identified in the Stormwater Report.




Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximumextent practicable

The project is subject to the Stormwater Management Standards only to the maximum ExtentPracticable 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 anexplanation 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 toimprove existing conditions is provided in the Stormwater Report. The redevelopment checklist foundin Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document thatthe proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatmentand 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 thefollowing 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 containingthe information set forth above has been included in the Stormwater Report.




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 whyit is not possible to submit the Construction Period Pollution Prevention and Erosion andSedimentation Control Plan with the application. A Construction Period Pollution Prevention andErosion and Sedimentation Control has not been included in the Stormwater Report but will besubmitted 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 theStormwater 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 andincludes 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 StormwaterReport 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 ofany stormwater to post-construction BMPs.


Appendix E

Construction Inspection and Maintenance Plan

F:\P2017\1100\D40\Stormwater\Appendices\Appendix E - Construction O&M\App E1_Construction O&M Memo_Surfside.doc

M E M O R A N D U M

TO: Robert D. McNeil III, PE, MPADirector, Department of Public WorksTown of Nantucket

FROM: Fuss & O’Neill

DATE: August 10, 2020

RE: Construction Inspection and Maintenance PlanSurfside Beach Drainage ImprovementsNantucket, MA

Property Owner: Town of Nantucket16 Broad StreetNantucket, MA 02554

Person responsible for inspecting and assuring erosion control plan compliance: Robert NcNeil, Public Works Director508-228-7244

The Town of Nantucket DPW shall be responsible for assuring erosion control plan compliance throughout construction. The project includes the installation of an overflow pipe and a new stormwater management system to alleviate the flooding that occurs in the Surfside Beach parking area and the expansion of the decking for the Surfside Beach Shack. Erosion controls proposed for this project include compost filter tubes to function as perimeter erosion control measures, catch basin inlet protection, water for dust control, and temporary seeding of salt dune grass (if necessary).

The contractor is required to inspect erosion and sediment control devices on a weekly basis, after each storm event, and at least daily during prolonged rainfall. The suggested operation and maintenance activities is as follows:

1. No earthwork activities shall commence until compost filter tubes have been installed around the perimeter of the project site and inlet protection has been installed within the existing infiltration catch basin.

2. Areas left exposed to erosion for more than seven (7) days shall be rough graded and temporarily stabilized. Areas disturbed but inactive for more than thirty (30) days shall be temporarily seeded with salt dune grass.

3. On-site paved areas, shall be kept free of sediment and shall be cleaned periodically as required by construction activities.

4. Temporary stockpiles shall be located within areas consisting of formerly paved or developed surfaces, and will be moved as necessary to accommodate ongoing work.

F:\P2017\1100\D40\Stormwater\Appendices\Appendix E - Construction O&M\App E1_Construction O&M Memo_Surfside.doc

5. Sediment stockpiles shall have side slopes of no greater than 2:1. All stockpiles shall be rough graded or maintain a roughened surface to prevent erosion. Stockpiles that are not to be used within seven (7) days shall be seeded after formation of stockpile as to prevent erosion. A compost filter tube barrier shall be installed around stockpile areas approximately 10 feet from toe of slope.

6. The contractor is responsible to inspect and repair erosion and sedimentation control measures as required to prevent damage or sedimentation. Disturbed areas will be restored by planting salt dune grass and protected by fencing until the plugs are established. Erosion and sedimentation controls shall be maintained until salt dune grass plugs are established.

7. It shall be the contractor's responsibility to clean adjacent roads where construction vehicles have tracked sediment from the project, control dust, and take all necessary measures to ensure that the site and all adjacent roads be maintained in a mud- and dust-free condition at all times throughout the life of the contract. All sediment spilled, dropped, washed, or tracked onto the surrounding roadways must be removed immediately. Dust control may include application of controlled amounts of water onto affected areas or other control measures approved by the engineer.

8. Upon completion of construction and establishment of permanent ground cover, remove and dispose of temporary erosion control measures. Clean sediment and debris from temporary measures and from the permanent storm drain system. This includes the existing infiltration catch basin/deep sump catch basin, new overflow pipe and new subsurface infiltration structure

During inspections, any filter tubes that are damaged must be repaired or replaced immediately. Sediment that is accumulated on up-gradient side of perimeter controls must be removed when one-half of the original height of the filter tubes become filled with sediment. Sediment from within catch basin inlet protection must be removed in accordance with manufacturer recommendations. Removed sediment must be dispose of in on-site fill areas or lawfully off-site.

Attached is an example Inspection and Maintenance Report Form.

Week Ending:__________

Inspection & Maintenance Report Form


To be completed every 7 calendar days During Construction

F:\P2017\1100\D40\Deliverables\Stormwater Report 2020-07-29\Appendices\Appendix E - Construction O&M\APP E2_Construction

Inspection & Maintenance Log_Surfside.docx

Inspector: Date:

Inspector’s Title and Qualifications:

1. Summary of Previous 7-day Rainfall:

Date FridayDate

SaturdayDate

SundayDate

MondayDate

TuesdayDate

WednesdayDate

ThursdayDate

Total DailyRainfall (in.)

2. Pollution Prevention and Good Housekeeping Measures:

Area MeasuresInstalled(Yes/No)

Type ofMeasure

Used

Conditionof Measure

Is Maintenance Required?(Yes/No) –see below for Specific Maintenance

Required

Dust ControlTemporary Stockpileand Staging AreaPerimeter FilterTube

Maintenance required:

To be performed by: On or before:

3. Erosion Control Measures (Temporary and/or Permanent Seeding):

Area of Stabilization MeasuresInstalled(Yes/No)

If ‘No’, howlong does area

intend toremain

unstabilized?

If ‘Yes’, Type ofMeasure

(Temporary orPermanent Seed)

Conditionof Measure

Is Maintenance Required?(Yes/No) –see below forSpecific Maintenance

Required

Surface above SubsurfaceInfiltration StructureUnpaved Areas Outsideof Subsurface InfiltrationStructureDisturbed Areas fromdecking installation









4. Sediment Control Measures (Temporary Construction Entrance and Inlet Protection):

Measure MeasuresInstalled(Yes/No)

Type of Measure(Temporary or

Permanent Seed)

Condition ofMeasure

Is Maintenance Required?(Yes/No) –see below for Specific

Maintenance RequiredCatch Basin InletProtection in ExistingInfiltration CatchBasin



5. Sediment Control Measures (Compost Filter Tube):

Location Has Silt Reached 1/2of Tube Height?

Is Tubing AdequatelySecured?

Evidence of Overtopping orRunoff Bypass?

Filter Tube Around Perimeterof SiteFilter Tube Around Stockpiles

Maintenance Required:








6. Changes Required to the Erosion and Sediment Control Plan:

Reasons for Changes:

7. General Remarks:

Certification:

I certify under penalty of law that this document and all attachments were prepared undermy direction or supervision in accordance with a system designed to assure that qualifiedpersonnel properly gathered and evaluated the information submitted. Based on my inquiryof the person or persons who manage the system, or those persons directly responsible forgathering the information, the information submitted is, to the best of my knowledge andbelief, true, accurate, and complete. I am aware that there are significant penalties forsubmitting false information, including the possibility of fine and imprisonment for knowingviolations.

Signature: Date:


Appendix F

Long Term Operation and Maintenance Plan

Project No. 20171100.D40

Operation and Maintenance PlanSurfside Beach

Drainage ImprovementsSurfside Beach

Nantucket, MA 02554

Town of Nantucket, Massachusetts16 Broad Street

Nantucket, MA 02554

August 10, 2020

317 Iron Horse Way. Suite 204Providence, RI 02908

F:\P2017\1100\D40\Stormwater\Stormwater Report\Appendices\Appendix F - Long Term O&M Plan\drn_O&M Plan_20200601.docx

i

Table of Contents

Operation and Maintenance PlanSurfside Beach Drainage Improvements

1 Introduction ................................................................................... 11.1 Site Location and Project Purpose ........................................................................ 11.2 Responsible Party Contact Information ................................................................ 1

2 Stormwater BMP Structure Inspections ...................................... 22.1 Personnel Experience ............................................................................................ 22.2 Inspection Equipment .......................................................................................... 22.3 Inspection Procedure ............................................................................................ 3

2.3.1 Deep-Sump Catch Basin, Pretreatment Structure ................................................... 32.3.2 Oil Grit Separator ......................................................................................................... 42.3.3 Subsurface Infiltration Structure ................................................................................ 5

3 Operations and Maintenance Guidelines ................................ 6

4 Pollution Prevention ..................................................................... 74.1 Good Housekeeping ............................................................................................. 74.2 Street Sweeping ..................................................................................................... 74.3 Chemical and Petroleum Products........................................................................ 7

4.3.1 Spill Control Practices .................................................................................................. 7

5 Estimated Operation and Maintenance Budget...................... 8


ii

Table of Contents

Operation and Maintenance PlanSurfside Beach Drainage Improvements

Tables Following Page1 Owner Contact Information 2

Attachments End of ReportA Project Location MapB Project BMP Location MapC As-Built DrawingsD Operation, Maintenance and Management Inspection ChecklistE Storm Event LogF Cost Estimate


1

1 Introduction

1.1 Site Location and Project PurposeThis Operation and Maintenance (O&M) Plan has been prepared for stormwater infrastructureimprovements for the parking area at Surfside Beach (the site) in Nantucket, Massachusetts. A mapdepicting the location of the site is included as Attachment A.

The Surfside Beach parking area experiences frequently floods due to a failing infiltration system causedby lack of pretreatment and piped overflow for the existing infiltration catch basin located in the centerof the parking area. The purpose of the project is to alleviate the ponding that occurs in the parking lotby installing an overflow pipe from the existing infiltration catch basin, to a new oil grit separator andsubsurface infiltration structure located in a previously disturbed area along the pathway to the beach.The existing catch basin will then provide pretreatment of the stormwater before it is conveyed to thenew subsurface infiltration structure. The project has been designed with a new drainage systemconsisting of the following stormwater best management practices (BMPs): a retrofitted pretreatmentdeep-sump catch basin, an oil grit separator and a subsurface infiltration structure. A map depicting thelocations of the proposed BMPs as outlined in this O&M Plan is provided as Attachment B.

The purpose of this O&M plan is to outline the basic long-term maintenance practices and inspectionstandards necessary to ensure the continued performance and operation of the BMPs. These practicesand procedures have been developed consistent with relevant inspection and maintenance practices andstandards outlined in the Massachusetts Stormwater Handbook (dated February 2008).

Long-term attainment of this project’s restoration goals is critically dependent on successfulimplementation of this O&M Plan. A copy of the as-built drawings associated with construction of theabove-noted improvements are included as Attachment C.

1.2 Responsible Party Contact InformationThe Contractor, who will be determined during this project’s bidding and construction phase, will beresponsible for constructing BMPs outlined within this O&M Plan. The Town of Nantucket (theTown), specifically the Department of Public Works Director, is responsible thereafter.

In the event that these infrastructure components become the responsibility of different entities withinthe Town, this O&M Plan shall be updated accordingly. The Town, as the responsible party forimplementing this O&M Plan, shall fund and coordinate all required maintenance activities. Should theproperty or any portion of the property be transferred to another owner, that new owner will be notifiedof the presence of this Long Term Operation and Maintenance Plan and be held responsible for theimplementation of this plan and financing as it pertains to their property.


2

Table 1 – Owner Contact Information

2 Stormwater BMP Structure Inspections

2.1 Personnel ExperienceAn effective inspection program is essential for identifying problems and providing safe maintenance ofstructures. The procedures for the formal inspection of the stormwater BMPs will be completed underthe supervision of one or more trained individuals.

Only personnel trained in accepted practices and procedures will conduct inspections and directmaintenance or repairs of site and drainage structures. It is preferable that persons completingthese activities will consistently conduct such inspections repeatedly, be intimately familiar withfeatures and conditions, and will thereby be able to readily identify minor changes that couldindicate significant buried or otherwise unobservable changes. Detailed records ofobservations, repairs and modifications must be maintained for future reference in order toallow full understanding of the site and drainage structures design, construction and repairhistory.

All inspections will be documented on the appropriate forms. If after any type of inspection, itis determined that maintenance or repair activities are required, the responsible party will benotified and such activities must be completed in a timely fashion. All inspection andmaintenance/repair activities must be recorded and documented on the preapproved forms.

All structures must be inspected and maintained regularly to be kept clear of obstructions andaccumulated debris. If obstructions are not cleared, they may cause damage to the structure andother parking lot infrastructure.

2.2 Inspection EquipmentInspections will be organized and completed in a systematic manner. Inspectors must use equipmentappropriate for the particular components inspected and record observations accurately. Equipmentuseful for the inspections includes, but is not limited to, the following:

Inspection forms such as forms included in this O&MP. Accurate and detailed observationscan be recorded on these forms and can be used for comparison respective future observedconditions.

Still and video cameras to record observations. Fiberglass or steel tape measurers to record dimensions for future comparisons. Flashlight. Hand tools (shovel, crow bar, manhole cover lifter, loppers, etc.).

Address Contact

Department of Public Works188 Madaket RoadNantucket, MA 02554

Name: Rob McNeil

Title: Director

Phone: 508-228-7244


3

Personal protective equipment and vehicle traffic controls.

2.3 Inspection ProcedureInspections will be performed generally as described below. These procedures will be updated andperformed in accordance with the respective manufacturers’ written instructions. Checklists to assistwith the inspection and maintenance activities are provided in Attachment D. Immediately prior to theend of construction or acceptance by the Town, the Contractor shall clean all structures of debris,including the deep-sump catch basin, pretreatment structures, oil grit separator, and subsurfaceinfiltration structure.

Storm and tidal events and any deficiencies noted should be recorded by the Town. Also, any remedialactivities required to address these deficiencies should be recorded. A copy of the Storm Event Log isincluded as Attachment E.

2.3.1 Deep-Sump Catch Basin, Pretreatment StructureThe deep-sump catch basin, pretreatment structure must be inspected for sediment accumulation and toestablish an adequate maintenance schedule due to sediment accumulation rates for the respective sitestructures.

As noted above, an inspection and cleaning/removal of sediment from these structures shalloccur immediately prior to the end of construction or acceptance by the Town.

Once construction is complete and has been accepted by the town, the deep-sump catch basin,pretreatment structure must be inspected and cleaned four times per year and at the end of thefoliage and snow removal seasons, or whenever the depth of the sediment within the structuresis greater than or equal to one half the sump depth. It is important that the pretreatmentstructure grates are not welded to the frames so the structures can be easily inspected andmaintained.

Appropriate safety precautions shall be used when opening grates and when accessingsubsurface structures.

Potential deficiencies include, but are not limited to, the following:

Blockage of the deep-sump catch basin, pretreatment structure outlet the subsurface infiltrationstructure.

Cracking or deterioration of the deep-sump catch basin, pretreatment structure concrete Accumulation of sediment greater than or equal to half the sump depth within the basin’s deep-

sump catch basin, pretreatment structures. Oil and grease build-up or excessive amounts of floatable debris within the deep-sump catch

basin, pretreatment structures.

Inspections should be performed generally as described below. These procedures should be updatedand performed in accordance with the manufacturer’s written instructions.

Set up safety equipment and traffic warning signs/barricades around access point to the


4

structure. Remove grates to the structure, but do not enter the structure at any point during the

inspection. Observe the interior of the deep-sump catch basin, pretreatment structure. Use a flashlight if

necessary. Note any irregularities on inspection form.

Use a vacuum hose to remove standing water within the deep-sump catch basin, pretreatmentchambers and loose debris.

Measure the depth of sediment within sumps of the structures with a probe and tape measurer. Compare depth of sediment to structure floor depth. Determine if the sump requires cleaning. If sediment removal is necessary, remove sediment using a vacuum hose.

Observe outlet openings of the deep-sump catch basin, pretreatment structure for blockage. Clear debris from the inlets/outlet as necessary to maintain flow. Note if the cleaning and flushing of the deep-sump catch basin, pretreatment structures is

required. Note general observations and measurements. Re-install structure grate. Remove safety equipment and warning signs. Update inspection log form and maintain all forms and photographs. Coordinate necessary repairs.

2.3.2 Oil Grit SeparatorThe oil grit separator must be inspected for oil, grease and sediment accumulation.

As noted above, an inspection and cleaning/removal of sediment, oil and grease from these structuresshall occur immediately prior to the end of construction or acceptance by the Town.

Once construction is complete and has been accepted by the town, the oil grit separator mustbe inspected monthly and after major storm events and cleaned two times per year. It isimportant that the oil grit separator cover is not welded to the frame so the structure can beeasily inspected and maintained.

Appropriate safety precautions shall be used when opening grates and when accessingsubsurface structures.


Blockage of the oil grit separator structure inlet and outlet pipes. Cracking or deterioration of the oil grit separator structure concrete. Accumulation of sediment, oil and grease build-up or excessive amounts of floatable debris

within the oil grit separator structure.


Set up safety equipment and traffic warning signs/barricades around access point to the


5

structure. Remove cover to the structure, but do not enter the structure at any point during the

inspection. Observe the interior of the oil grit separator. Use a flashlight if necessary. Note any irregularities on inspection form.

Use a vacuum hose to remove standing water within the oil grit separator chambers and loosedebris.

Measure the depth of sediment within sumps of the structures with a probe and tape measurer. Compare depth of sediment to structure floor depth. Determine if the sump requires cleaning. If sediment removal is necessary, remove sediment using a vacuum hose.

Observe inlet/outlet openings of the oil grit separator structure for blockage. Clear debris from the inlets/outlet as necessary to maintain flow. Note if the cleaning and flushing of the oil grit separator is required.

Note general observations and measurements. Re-install structure cover. Remove safety equipment and warning signs. Update inspection log form and maintain all forms and photographs. Coordinate necessary repairs.

2.3.3 Subsurface Infiltration StructureThe subsurface infiltration structure must be inspected for sediment accumulation and to establish anadequate maintenance schedule due to sediment accumulation rates for the respective site structures.

As noted above, an inspection and cleaning/removal of sediment from this structure shall occurimmediately prior to the end of construction or acceptance by the Town.

Once construction is complete and has been accepted by the town, the subsurface infiltrationstructure must be inspected annually or more frequently as indicated by the structureperformance and cleaned when the basin is 50% full. It is important that the structure cover isnot welded to the frame so the structures can be easily inspected and maintained.

Appropriate safety precautions shall be used when opening the covers and when accessingsubsurface structures.


Cracking or deterioration of the subsurface infiltration structure concrete Accumulation of sediment greater than or equal to half the basin Stormwater no longer infiltrating due to clogging of the structure


Set up safety equipment and traffic warning signs/barricades around access point to thestructure.

Remove the cover to the structure, but do not enter the structure at any point during theinspection.


6

Observe the interior of the subsurface infiltration structure. Use a flashlight if necessary. Note any irregularities on inspection form. Note if there is standing water and record depth of water. If there is standing water

observed beyond 2-3 days since the last rainfall event, rehabilitation of the structure maybe required.

Note if there is erosion around the cover indicating that the structure has overflowed. Use a vacuum hose to remove standing water within the subsurface infiltration structure and

loose debris. Measure the depth of sediment within the structure with a probe and tape measure. Compare depth of sediment to structure floor depth. Determine if the structure requires cleaning. If sediment removal is necessary, remove sediment using a vacuum hose. Clear debris from the inlets/outlet as necessary to maintain flow. Note if the cleaning and flushing of the subsurface infiltration structures is required.

Note general observations and measurements. Re-install structure cover. Remove safety equipment and warning signs. Update inspection log form and maintain all forms and photographs. Coordinate necessary repairs. Rehabilitation of the subsurface infiltration structure will be

required if the structure fails due to clogging.

Repairs or replacement of stormwater BMPs drainage structures shall be done within 30 days ofdeficiency reports. If an emergency situation is imminent, then the repair/replacement must be doneimmediately to avert failure or danger to nearby residents.

3 Operations and Maintenance GuidelinesThe post construction operation and maintenance plan outlined hereafter provides recommendationsfor periodic inspection and maintenance activities for the stormwater management system. This O&MPlan will ensure that the stormwater management system functions as designed throughout the life ofthe system. In summary:

The deep-sump catch basin, pretreatment structure must be inspected a minimum of four (4)times per year to maintain proper operation. All sedimentation will be removed from eachdeep-sump catch basin, pretreatment structure a minimum of four (4) times a year or wheneverthe depth of deposits is greater than or equal to one half the depth from the bottom of theinvert of the lowest pipe.

The oil grit separator must be inspected monthly and after major storm events and cleanedtwice per year.

The subsurface infiltration structure must be inspected annually or more frequently as indicatedby the structure performance and cleaned when the basin is 50% full.

Paved surfaces will also be swept four times annually, scheduled predominantly in Spring andFall, to remove sediment and debris.


7

4 Pollution PreventionThe following pollution prevention activities shall be conducted to minimize potential impacts onstormwater runoff quality. The Contractor is responsible for all activities during construction; the Townis responsible thereafter.

4.1 Good HousekeepingGood housekeeping must be implemented to minimize the impacts to protected areas by pollutants, soil,and fugitive sediment. The site must be kept in good working order. Trash must be kept in coveredcontainers (i.e., covered trash bins) to prevent waste from escaping. Fugitive litter that is deposited onthe site must be removed and placed in a proper enclosed container.

4.2 Street SweepingThe Contractor shall sweep the parking lot prior to the completion of construction and acceptance ofthe Project by the Town. The Town is responsible for street sweeping at a minimum of four times peryear, predominantly in the spring and fall. If the Town determines after the first year of inspections thatmore frequent sweeping is necessary, frequency of street sweeping will be increased. Trash, sediment,and debris collected must be disposed in accordance with applicable local, state, and federal guidelinesand regulations.

4.3 Chemical and Petroleum ProductsNo chemical and petroleum product containers shall be stored on the site (excluding those containedwithin vehicles and equipment). On-site vehicles shall be monitored for leaks and receive maintenance asneeded.

4.3.1 Spill Control PracticesAny discharge of waste oil or other pollutant to the stormwater system will be reported immediately tothe Massachusetts Department of Environmental Protection (MassDEP). The Town will be responsiblefor any incident of groundwater contamination resulting from the improper discharge of pollutants tothe stormwater system, and may be required by MassDEP to remediate incidents that may impactgroundwater quality. Should property ownership be transferred, the subsequent owner/operator will beinformed of the legal responsibilities associated with operation of the stormwater system, as indicatedabove.

The following practices shall be implemented to mitigate spills of material and prevent their release tothe waters of the Commonwealth.

Manufacturers’ recommended methods for spill cleanup shall be clearly posted and sitepersonnel will be made aware of the procedures and the location of the information and cleanupsupplies.

Materials and equipment necessary for spill cleanup will be kept in material storage areas.Equipment and materials will include but not be limited to brooms, dust pans, mops, rags,


8

gloves, goggles, kitty litter, sand, sawdust, and plastic and metal trash containers specifically forthis purpose.

Spills will be cleaned up immediately after discovery.

Spills of toxic or hazardous material will be reported to the appropriate State and localgovernment agency, regardless of size.

5 Estimated Operation and Maintenance BudgetThe annual cost for routine inspections and maintenance for the site is estimated to be from $3,000 to$4,500 per year, if performed by an independent third party. A budgetary opinion of cost for themaintenance is included in Attachment F. This cost does not include non-routing maintenance activitiessuch as complete basin restoration (to restore infiltration).

However, the Town currently has other facilities located throughout the Town with similar BMPs. Therefore, itis possible that the inspection and maintenance for the property can be incorporated into the Town’sexisting inspection and maintenance program. If so, Town staff would be responsible for the periodicinspections and maintenance listed above using the Town’s equipment, which could result in a lower annualcost.


Attachment ALocation Map

Copyright:© 2013 National Geographic Society, i-cubed

K:\P2017\1100\D40\MXD\SurfsideBeach_LocusMap.mxd

LOCUS MAP

AUGUST 2019 TOWN OF NANTUCKET

¯

SURFSIDE BEACHLAT: 41.24403LON: -70.09449

2,000 0 2,0001,000 Feet

SURFSIDE BEACHSTORMWATER IMPROVEMENTS

NANTUCKET, MASSACHUSETTS

Project Location


Attachment BBMP Location Map

20171100D40JULY 2020TOWN OF NANTUCKET



317 IRON HORSE WAY, SUITE 204PROVIDENCE, RI 02908401.861.3070www.fando.com

SEALSEAL SCALE:

DATUM:

VERT.:HORZ.:

VERT.:HORZ.:

PROJ. No.:DATE:

MS

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CG-101GRADING AND DRAINAGE PLAN

1"= 20'

NAD-83-01NAVD83


Attachment CAs-Built Drawings


Attachment DOperation, Maintenance and Management

Inspection Checklist

F:\P2017\1100\D40\Deliverables\Stormwater Report 2020-07-29\Appendices\Appendix F - Long Term O&M Plan\Appendices\Att D -Long-term Operation and Maintenance Log_Surfside.doc

Surfside Beach Parking AreaOperation and Maintenance Log Form

Project/Location:

“As Built” Plans Available?

Date/Time:

Days since previous rainfall and rainfall amount:

Inspector:

Maintenance Item Satisfactory Unsatisfactory Comments

1. Parking Lot Sweeping

Sand and debris been removed

2. Deep Sump Pretreatment Structure

Sediment Build-up in Deep Sump Sediment/Debris build up in overflow pipe Standing Water in parking lot above grate Structural Integrity of structure

3. Oil Grit Separator

Sediment Build-up in Sump Sediment/Debris build up in inlet/outlet pipes Oil and grease buildup in structure Structural Integrity of structure

4. Subsurface Infiltration Basin

Sediment build-up in basin bottom Standing water in bottom of structure Erosion around structure cover indicating overflow Structural Integrity of basin Other (specify)

Source: Adapted from Watershed Management Institute, Inc. 1997. Operation, Maintenance, and Management ofStormwater Management Systems. In cooperation with U.S. Environmental Protection Agency, Office of Water.Washington, D.C.


Attachment EStorm Event Log

SURFSIDE BEACH DRAINAGE IMPROVEMENTSSTORM EVENT LOG FORM

This form to be completed after tidal or storm events wheresignificant observations are made or reported by others

Location of Observation Description of Observation RecommendedFollow-Up Activity

Date:_______________ Time:_______________Rainfall Amount: _____________ Duration:_________Frequency:___________________________________Reoccurrence:___________________________________

Data Sheet Page No. ______

Event Description:


Attachment FCost Estimate

FUSS & O'NEILL, INC.

BUDGETARY OPINION OF COST DATE PREPARED : 05/29/20 SHEET 1 OF 1PROJECT : Surfside Beach Drainage Improvements BASIS :LOCATION : Surfside Beach Parking Area, Nantucket, MADESCRIPTION:Long Term O&M Costs ESTIMATOR : KAH CHECKED BY :

ITEM ITEM UNIT NO. PER TOTALNO. DESCRIPTION MEAS. UNITS UNIT COST

1 Monthly BMP Inspections(2) EA 1 700.00$ 700.00$1 Quarterly BMP Inspections(2) EA 1 250.00$ 250.00$2 Annual BMP Inspections(2) EA 1 100.00$ 100.00$3 Quarterly Removal of Trash(3) EA 2 125.00$ 250.00$4 Annual Removal of Trash(3) EA 1 50.00$ 50.00$5 Repair BMP Deficiencies(4) EA 3 250.00$ 750.00$6 Sediment Removal Vacuum Truck - Structures EA 3 500.00$ 1,500.00$

3,600.00$

Notes1. The following equipment and labor rates were used for this estimate: Site Inspector - $1,000/day; Laborer - $500/day; Skidsteer & Operator - $1,000/day; Dump Truck - $500/day.2. Assume a Site Inspector is required for 1/4 day per inspection.3. Assumes 1 Laborer for a 1/4 day.

5. Annual Cost does not include atypical repairs associated with premature failure of stormwater management system components.4. Assumes 1 Laborer for a 1/2 day

50 Commercial Street, Unit 2SManchester, NH 03101

TOTAL COST (-15% TO +30% ROUNDED) $3,000 TO $4,500

Since Fuss & O'Neill has no control over the cost of labor, materials, equipment or services furnished by others, or over theContractor(s)' methods of determining prices, or over competitive bidding or market conditions, Fuss & O'Neill's opinion ofprobable Total Project Costs and Construction Cost are made on the basis of Fuss & O'Neill's experience andqualifications and represent Fuss & O'Neill's best judgment as an experienced and qualified professional engineer, familiarwith the construction industry; but Fuss & O'Neill cannot and does not guarantee that proposals, bids or actual TotalProject or Construction Costs will not vary from opinions of probable cost prepared by Fuss & O'Neill. If prior to the biddingor negotiating Phase the Owner wishes greater assurance as to Total Project or Construction Costs, the Owner shallemploy an independent cost estimator.

SUBTOTAL OPINION OF CONSTRUCTION COST

F:\P2017\1100\D40\Deliverables\Stormwater Report 2020-07-29\Appendices\Appendix F - Long Term O&M Plan\Appendices\Att F - O&MCost.xlsx


Appendix G

Site Plans

SITELOCATION

SUR

FSID

E R

OAD

NONANTUM AVENUE

WESTERN AVENUE

SURFSIDE BEACH

PROJ. No.:DATE:

File

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F.PC

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20171100.D40AUGUST 2020

GI-001

PROJECT TEAM

DESIGN ENGINEERFUSS & O'NEILL, INC.

317 IRON HORSE WAY, SUITE 204PROVIDENCE, RI 02908

P: 401-861-3070

LAND SURVEYORBLACKWELL & ASSOCIATES, INC.

20 TEASDALE CIRCLENANTUCKET, MA 02554

P: 508-228-9026

ARCHITECTSMRT ARCHITECTS AND ENGINEERS

200 BRICKSTONE SQUARE, SUITE 303ANDOVER, MA 01810

P: 877-700-7678

PREPARED BY

SURFSIDE BEACHDRAINAGE IMPROVEMENTSSHEET INDEXSHEET No. SHEET TITLEGI-001 COVER SHEETCN-001 GENERAL NOTES & LEGENDCS-101 EXISTING CONDITIONS PLAN

CE-101DEMOLITION AND EROSIONAND SEDIMENTATIONCONTROL PLAN

CG-101 GRADING AND DRAINAGEPLAN

CD-501 CONSTRUCTION DETAILS

LOCATION MAPSCALE: 1" = 250'

PREPARED FOR

TOWN OF NANTUCKET16 BROAD STREET

NANTUCKET, MASSACHUSETTS 02554

SURFSIDE BEACHDRAINAGE IMPROVEMENTS

NANTUCKET · MASSACHUSETTSAUGUST 2020


SURFSIDE DECKIMPROVEMENTSHEET INDEXSHEET No. SHEET TITLE

GI001 COVER SHEET, LEGEND, ANDABBREVIATIONS

AD100 DEMOLITION PLANAE100 FLOOR PLANAE101 SECTIONS

LEGENDEXIST PROP EXIST PROP

ABBREVIATIONSGENERAL UTILITY

LEGEND NOTE

20171100D30AUGUST 2020TOWN OF NANTUCKET

COW POND LANE IMPROVEMENTS



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CN-001GENERAL NOTES AND LEGEND

NOT TO SCALE





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CS-101EXISTING CONDITIONS PLAN

1"= 20'

NAD-83-01NAVD83





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CE-101EROSION & SEDIMENTATION CONTROL PLAN

1"= 20'

NAD-83-01NAVD83





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CG-101GRADING AND DRAINAGE PLAN

1"= 20'

NAD-83-01NAVD83

™

ADJUST TO GRADE WITH CONCRETE BRICK- 2" MINIMUM-12" MAXIMUM8" CAST IRON FRAME SET

ON FULL BED OF MORTARAND SEALED WITH MORTAR

SLAB WITH PRE-DRILLEDOPENINGS TO ALLOWFOR EXFILTRATION

12" MIN.12" MIN.

12" MIN. BEDDING

PRECAST LEACHING BASIN

6'-0"

4'-6"

FRONT VIEW

EXISTING GROUNDEXISTING GROUND

INLET

SECTION VIEW

CRUSHED STONE

GEOTEXTILE FABRIC

3"

2'-0"

6'-0"

3'-0"

CONCRETE FRAME RISER

PRECAST INFILTRATIONSTRUCTURE





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CD-501CONSTRUCTION DETAILS

AS NOTED

GENERAL NOTES:1. FIELD VERIFY ALL DIMENSIONS AND LAYOUT PRIOR TO

PROCEEDING WITH WORK. NOTIFY ARCHITECT IN WRITINGOF ANY DISCREPANCIES OR INCONSISTENCIES. FAILURE TOREPORT ANY DISCREPANCIES WITHIN THESECONSTRUCTION DOCUMENTS TO THE ARCHITECT WILL NOTBE GROUNDS FOR ADDITIONAL COST OR CHANGE ORDERS.

2. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALLMATERIALS (UNLESS NOTED OTHERWISE), ANDWORKMANSHIP IN ACCORDANCE WITH FEDERAL, STATE,CITY, AND LOCAL BUILDING CODES AND THIERREQUIREMENTS.

3. CONTRACTOR AND ALL TRADES SHALL NOTEREQUIREMENTS OF "GENERAL NOTES" ON ALL SHEETS.

4. EACH TRADE TO PROVIDE SMOKE OR FIRE SEALANT ATPENETRATIONS AS REQUIRED FOR WALL TYPE (UNLESSNOTED OTHERWISE). ALL SEALANT, FIRE STOPPING ANDSMOKE STOPPING ASSEMBILIES SHALL BE U.L. RATED.

5. REFER TO ALL CONSTRUCTION DOCUMENTS FORREQUIREMENTS WHICH MAY AFFECT THE WORK INANOTHER AREA AND/OR DISCIPLINE AND COORDINATE.

6. PROVIDE BLOCKING IN WALLS AS NECESSARY WHERECASEWORK, FURNITURE, SHELVES, HANDRAILS, AND/OROTHER MISC. EQUIPMENT IS LOCATED.

7. REFER TO G-002 SHEETS FOR GENERAL MOUNTINGHEIGHTS.

8. DO NOT SCALE CONSTRUCTION DOCUMENTS.9. PROVIDE MEANS "FURNISH AND INSTALL".

ABBREVIATIONS:AB ANCHOR BOLTA/C AIR CONDITIONINGACCU AIR CONDITIONING CONDENSER UNITACPLAS ACCOUSTICAL PLASTERACT ACOUSTIC CEILING TILEAFF ABOVE FINISH FLOORAGG AGGREGATEALT ALTERNATEAP ACCESS PANELAPROX APPROXIMATEARCH ARCHITECTURAL

BCX BOTTOM CORD EXTENSIONBD BOARDBIT BITUMINOUSBLDG BUILDINGBLP BORROWED LIGHT PANELBO BOTTOM OFBOF BOTTOM OF FOOTINGBOS BOTTOM OF STEELBOT BOTTOMBRDG BRIDGINGBRG BEARINGBS BOTH SIDESBSE BRICK SHELF ELEVATION

C CHANNELCB CATCH BASIN / CHALKBOARDCEM BD CEMENTITIOUS BACKER BOARDCFM CUBIC FEET PER MINUTECIP CAST IN PLACECJ CONTROL JOINT / CONSTRUCTION JOINTCL CENTER LINECLL CONTRACT LIMIT LINECLR CLEARCMU CONCRETE MASONRY UNITCOL COLUMNCONC CONCRETECONT CONTINUOUSCT CERAMIC TILECUH CABINET UNIT HEATER

D DIAMETERDBL DOUBLEDF DRINKING FOUNTAINDL DEAD LOADDR DISPLAY RAILDTL DETAILDW DISHWASHERDWG DRAWING

EA EACHEF EXHAUST FAN / EACH FACEEJ EXPANSION JOINTEL ELEVATIONELEC ELECTRICALEOP EDGE OF PAVEMENTEPDM ETHYLENE PROPYLENE DIENE MONOMEREQ EQUALEW EACH WAYEWC ELECTRIC WATER COOLEREXIST EXISTINGEXP EXPANSIONEXT EXTERIOR

FB FLAT BARFBO FURNISHED BY OTHERSFCO FLOOR CLEA-OUTFD FLOOR DRAINFE FIRE EXTINGUISHERFEC FIRE EXTINGUISHER CABINETFF FINISH FLOOR / FAR FACEFFE FINISH FLOOR ELEVATIONFO FRAMED OPENINGFRP FIBER REINFORCED PLASTICFS FAR SIDEFTG FOOTING

GA GAUGEGALV GALVANIZEDGB GRAB BARGC GENERAL CONTRACTORGDT GYPSUM DROP-IN TILEGV GRAVITY VENTGWB GYPSUM WALL BOARD

H HORIZONTALHC HANDICAPPED / HOLLOW COREHORIZ HORIZONTALHM HOLLOW METALHRU HEAT RECOVERY UNITH&V HEATING AND VENTILATINGHVAC HEATING, VENTILATING AND AIR CONDITIONING

I INCLUDED ANGLEID INSIDE DIAMETERIF INSIDE FACEIJ ISOLATION JOINTIMP IMPACT RESISTANTINS INSULATEDINV INVERT

JS JOINT SUBSTITUTE

K KIPS

L ANGLE / LENGTHLF LEFTLINO SHEET LINOLEUMLL LIVE LOADLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLP LIGHTING PANEL / LIQUIFIED PROPANE

MAX MAXIMUMMB MARKER BOARDMDO MEDIUM DENSITY OVERLAYMECH MECHANICALMFR MANUFACTURERMIN MINIMUMMISC MISCELLANEOUSMO MASONRY OPENINGMR MOISTURE-RESISTANTMUA MAKE-UP AIR

N NOSINGNCB NEW CATCH BASINNDMH NEW DRAIN MANHOLENFM NEW FORCE MAINNIC NOT IN CONTRACTNS NEAR SIDENSD NEW STORM DRAIN LINENSS NEW SANITARY SEWER LINENTS NOT TO SCALENW NEW WATER LINE

OC ON CENTEROF OUTSIDE FACEOH OVERHEAD

PA PUBLIC ADDRESSPAF POWER-ACTUATED FASTENERPDU POOL DEHUMIDIFICATION UNITPL PLATE / PROPERTY LINEPLAM PLASTIC LAMINATEPLF POUNDS PER LINEAR FOOTPP POWER PANELPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPT PRESSURE-TREATEDPVC POLYVINYL CHLORIDEPVMT PAVEMENT

R RISER / RADIUSRB RESILIENT BASERD ROOF DRAINREINF REINFORCEDREQ'D REQUIREDRT RIGHTRO ROUGH OPENINGROW RIGHT OF WAYRR RUB-RAILRTU ROOF TOP UNIT (HVAC)

SACT SUSPENDED ACOUSTIC TILE CEILINGSC SOLID CORESF SQUARE FOOT / SUPPLY FANSFRM SPRAYED FIRE-RESISTIVE MATERIALSHT SHEETSIM SIMILARSK SHEAR KEYSN SANITARY NAPKIN (DISPENSER)SP SPECIALSS STAINLESS STEELSTA STATIONSTL STEELSTRUC STRUCTURAL

T TREADTB TACKBOARDT&B TOP AND BOTTOMTBM TEMPORARY BENCHMARKTCE TOP CHORD EXTENSIONTJ TIE JOISTTO TOP OFTOC TOP OF CONCRETETOF TOP OF FOOTINGTOM TOP OF MASONRYTOP TOP OF PIERTOS TOP OF STEELTOW TOP OF WALLTP TOILET PAPER (DISPENSER) / TEST PITTS TUBE STEELTYP TYPICAL

UH UNIT HEATERUNO UNLESS NOTED OTHERWISE

V VENT PIPE / VERTICALVB VAPOR BARRIERVCT VINYL COMPOSITION TILEVERT VERTICALVP VISION PANELVTR VENT THROUGH THE ROOF

W/ WITHWC WATER CLOSETWD WOODWF WIDE FLANGEWH WATER HEATERW/O WITH OUTWP WORKING POINTWS WEB STIFFENERWWF WELDED WIRE FABRIC

KEY NOTE

8

A

402

MAINLOBBYA402

8

8

COLUMN BUBBLE ANDCENTER LINE

PARTITION TAG

DOOR TAG

ROOM TAG

EQUIPMENT/ACCESSORY TAG

A00AE000

A00AE000

A00AE000

A00AE000

INTERIOR ELEVATION

EXTERIOR ELEVATION

DATUM REFERENCE

BUILDING SECTION

WALL SECTION

DETAIL

A0

D0

C0

B0AE000

WINDOW TAG

8

SYMBOL LEGEND:

CUT DIRECTIONSECTION NUMBER

SHEET NUMBER

CUT DIRECTIONSECTION NUMBER

SHEET NUMBER

SECTION NUMBER

AREA OF DETAILSHEET NUMBER

ELEVATION DIRECTIONSECTION NUMBER

SHEET NUMBER

ELEVATION NUMBER/DIRECTION

SHEET NUMBER

DOOR NUMBER

ROOM NAME

ROOM NUMBER

REVISIONREVISION NUMBER#

REVISION TAG

AREA OF REVISION

EXISTING COLUMN BUBBLE ANDCENTER LINEA

XXX SF ROOM AREA (WHEN APPLICABLE)

LOCATION MAP:

A

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CURRENT ISSUE STATUS:

0"

PROJECT MANAGER: PROJECT NO:

A/E OF RECORD:

DRAWN BY:

SCALE:

SHEET No. C COPYRIGHT 2018 SMRT INC.SMRT FILE:

SHEET TITLE:

REV DESCRIPTION DATE

0

200 Brickstone Square, Suite 303Andover, Massachusetts 01810

1.877.700.7678www.smrtinc.com

SMRT Architects and Engineers

AS NOTED

1/4" 1/2" 1" 2" 3"

JOB CAPTAIN:

TOWN OF NANTUCKET

NANTUCKET, MA

COVER SHEET, LEGEND ANDABBREVIATIONS

JSM 20555

Checker

GI001

ISSUED FOR PERMIT07-21-2020

GI001-20555

07-21-2020ISSUED FOR PERMIT

SURFSIDE DECK IMPROVEMENTSURFSIDE ROAD

Author

MTR

DRAWING LISTSheet Number Sheet Name01 - GENERALGI001 COVER SHEET, LEGEND AND ABBREVIATIONS

09 - ARCHITECTURALAD100 DEMOLITION PLANAE100 FLOOR PLANAE101 SECTIONS

TOWN OF NANTUCKETSURFSIDE DECK IMPROVEMENTSURFSIDE ROAD

UP

DEMOLITION NOTES:1. -

NOT IN SCOPE

EXIST RAMP TOREMAIN

HOSE BIB TO REMAIN.ADJUST/RAISE TO BEABOVE DECK.

DEMO DECK AND FRAME

DEMO DECKING ONLY,EXISTING FRAMING TO

REMAIN.

PROTECT EXISITNGUTILITIES

TRUE NORTH

A

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SHEET TITLE:


0




AS NOTED

1/4" 1/2" 1" 2" 3"

JOB CAPTAIN:

TOWN OF NANTUCKET

NANTUCKET, MA

DEMOLITION PLAN

JSM 20555

MTR

AD100


AD100-20555



SAD

MTR

KEYNOTES - DEMOLITION

1/4" = 1'-0"DEMOLITION PLAN A1

UP

UP

UP

UP

PLAN NOTES:1. SEE G-001 FOR GENERAL PROJECT NOTES, LEGENDS AND

ABBREVIATIONS.2. SEE G-002 FOR GENERAL MOUNTING HEIGHTS, TOP OF

WALL DETAILS AND PARTITION TYPES.3. CONTRACTOR IS RESPONSIBLE FOR REVIEWING CODE

COMPLIANCE PLANS AND NOTIFYING THE ARCHITECT OFCONFLICTS BETWEEN WHAT IS IN THE FIELD AND ON THECODE DOCUMENTS.

4. DIMENSIONS ARE FACE OF CONCRETE, FACE OF MASONRYAND CENTERLINE OF STUD, UNLESS NOTED OTHERWISE.

5. DOOR JAMBS (HINGE SIDE) SHALL BE 6" FROM CORNER INSTUD PARTITIONS AND 8" FROM CORNER IN MASONRYPARTITIONS UNLESS NOTED OTHERWISE.

6. REFER TO DETAILS FOR ADDITIONAL DIMENSIONINGINFORMATION.

7. REFER TO ENLARGED PLANS FOR PARTITION TYPES ANDDIMENSIONS IN AREAS WHICH ARE DETAILED AT A LARGERSCALE.

8. FURNITURE AND OWNER PROVIDED EQUIPMENT AREINDICATED BY DASHED LINE TYPE.

9. CONTRACTOR IS RESPONSIBLE FOR THE COORDINATIONOF OWNER PROVIDED EQUIPMENT INCLUDING BUT NOTLIMITED TO DIMENSIONAL INFORMATION, ANDMECHANICAL, ELECTRICAL AND PLUMBINGREQUIREMENTS.

LEVEL 1100' - 0"

LEVEL 2110' - 0"

A1AE101

K1AE101

A8AE101

F8AE101

F8AE101

FRAMING PLAN98' - 0"

LEVEL 1100' - 0"

LEVEL 2110' - 0"


LEVEL 1100' - 0"

LEVEL 2110' - 0"

L8AE101


HOSE BIB

LEVEL 1100' - 0"

LEVEL 2110' - 0"


AE100D10

AE100G10

AE100A10

AE100K10

A8AE101

4' - 0" 5' - 0"

12' -

0"

5/4 PRESSURE TREATEDSOUTHERN YELLOW PINE

5' - 0" 10' - 3 1/4" 19' - 10 3/4"

30' - 2"

23' -

4 1

/4"

20' -

2"

43' -

6 1

/4"

NOT IN SCOPEEXISTING RAMPTO REMAIN

A1AE101

L8AE101

5' - 0" 5' - 0" 30' - 2"

43' -

6 1

/4"

12' -

0"

12' -

0"

25' -

6 1

/4"

5' - 0

"8'

- 0"

5' - 0

"

PROVIDE ACCESS PANEL ONHINGESTO BELOW DECKUTILITY. MATCH DECKALIGNMENT AND MATERIAL

NEW RAMP. 5/4PRESSURE TREATEDYELLOW SOUTHERN

PINE PLANKS

MAINTAIN 6' SEPARATION AT SHOWERS.RELOCATED AS NECESSARYRELOCATE HOSE BIB ABOVE DECKLEVEL FOR CONTINUED USE.

1' - 0

"

ALIGN EDGE OF STAIRWITH FACE OF BUILDIGN

NOT IN SCOPE

2x6 P.T. LEDGERATTACHED TO

BUILDING STRUCTUREWITH DECK BRACKET

2x6 PT @16" O.C.

4x4 POST DOWN TOPRECAST CONCRETE

DECK PIERS, POSTSAND FOUNDATIONSTO BE AT 8'-0" O.C.

MAXIMUM, TYPICAL.

2x6 P.T. LEDGERATTACHED TO

BUILDING STRUCTUREWITH DECK BRACKET.

(3)2x10 PT 2x10

PT

@16

" O.C

.

2x10 PT @16" O.C.

(3)2

x10

PT

2x6 P.T. LEDGERATTACHED TOBUILDING STRUCTUREWITH DECK BRACKET

TRUE NORTH

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SHEET TITLE:


0




AS NOTED

1/4" 1/2" 1" 2" 3"

JOB CAPTAIN:

TOWN OF NANTUCKET

NANTUCKET, MA

FLOOR PLAN

JSM 20555

Checker

AE100


AE100-20555



Author

MTR

KEYNOTE

1/4" = 1'-0"WEST ELEVATION A10

1/4" = 1'-0"EAST ELEVATION G10

1/4" = 1'-0"SOUTH ELEVATION D10

1/4" = 1'-0"NORTH ELEVATION K10

1/4" = 1'-0"AFL01 FLOOR PLAN - NEW WORK A1

NOTES:1. CONNECT LEDGER TO EXISTING BUILDINGSTRUCTURE WITH "MAINE DECK BRACKET" ORSIMILAR. LEDGER SHALL NOT BE CONNECTEDDIRECTLY TO EXISTING BUILDING WITHOUT A MINIMUMGAP OF 1".2. ALL JOISTS SHALL BE CONNECTED TO LEDGERSWITH STAINLESS STEEL SIMPSON JOIST HANGERS ANDSTAINLESS STEEL FASTENERS.3. ALL JOISTS SHALL BE CONNECTED TO BEAMS WITHSTAINLESS STEEL SIMPSON HURRICANE TIES ANDSTANILESS STEEL FASTENERS

1/8" = 1'-0"FRAMING PLAN K4

ING

2X4 SUPPORT RAILING

2x10 PRESSURE TREATEDYELLOW SOUTHERN PINEFASCIA.

4x4 POST / BALUSTER

5/4 PRESSURE TREATED YELLOWSOUTHERN PINE PLANKS

(2) 1/2" THROUGHBOLTS

2X4 SUPPORT RAILING

1' - 6

"

2X JOISTS, SEE PLAN

3' - 0"

PRECAST DECK PIER

BUILT-UP BEAM, SEE PLAN

HURRICANE TIE

SIMPSON TENSION TIE AT EACHHANDRAIL POST

6"

5"3

1/2"

4' - 3

1/2

"

1' - 4"

MIN2"

COUNTERSINK THROUGH BOLT ATTENSION TIE.1/2"

30" M

AX.

2X4 SUPPORT RAILING

2X4 SUPPORT RAILING

EQEQ

1' - 6

"

(2) 1/2" THROUGHBOLTS

2X JOISTS, SEE PLAN

BUILT-UP BEAM, SEE PLAN

HURRICANE TIE

SIMPSON TENSION TIE AT EACHHANDRAIL POST

REFER TO A1/AE101 FOR MORE DETAIL

2x10 PRESSURE TREATEDYELLOW SOUTHERN PINEFASCIA.

5/4 PRESSURE TREATED YELLOWSOUTHERN PINE PLANKS

COUNTERSINK THROUGH BOLT ATTENSION TIE.

LEVEL 1100' - 0"

AE101F8

LEVEL 1100' - 0"

CONCRETE FOOTING

7"

11 1/4"

3/4"

LEVEL 1100' - 0"

EXISTING BUILDING

DECK BRACKET

LEDGER

JOIST HANGER

4"

CONTINUOUSSILICONE CAULKING

AT RABBETS.

RABBET SHINGLES ATBRACKETS

A

18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2

18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2

B

C

D

E

G

H

J

K

L

M

N

P

A

B

C

D

E

F

G

H

J

K

L

M

N

P

1

1

F

30x42


0"


A/E OF RECORD:

DRAWN BY:

SCALE:

SHEET No. C COPYRIGHT 2018 SMRT INC.SMRT FILE:

SHEET TITLE:


0




AS NOTED

1/4" 1/2" 1" 2" 3"

JOB CAPTAIN:

TOWN OF NANTUCKET

NANTUCKET, MA

SECTIONS

JSM 20555

MTR

AE101


AE101-20555



SAD

MTR

1 1/2" = 1'-0"RAILING A A1

1 1/2" = 1'-0"RAILING B K1

3/4" = 1'-0"DECK/RAMP SECTION A8

1 1/2" = 1'-0"TYP. STAIR DETAIL F8

3" = 1'-0"CONNECTION TO BUILDING L8


Appendix H

Site Photographs

Site Photographs

Surfside Beach Parking Lot, Western Ave, Nantucket, MA Photographs Taken on February 21, 2019

\\Private\Dfs\Projectdata\P2017\1100\D40\Permitting\Photographs.Docx

Photo 1. Surfside Beach parking lot looking toward northwest corner.

Photo 2. Flooding present during dry weather day at catch basin just north of the Surfside Beach Shack.

Site Photographs



Photo 3. Wooden deck along west and south side of building, to be extended around to the east side.

Photo 4. End of wrap-around deck, looking west, to be extended around building where there is existing

compacted earth from foot-traffic around the building.

Site Photographs



Photo 5. Path looking south from parking lot to beach.

Photo 6. Disturbed area south of parking lot and west of beach access path to be used as site for subsurface

infiltration system (red rectangle).

Stormwater Management Report Surfside Beach Drainage ...

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Transcript of Stormwater Management Report Surfside Beach Drainage ...