Proposed Site Improvement - Sparta Township

December 24, 2020 via hand delivery

Planning Board Sparta Township 65 Main Street Sparta NJ 07871

RE: Proposed Site Improvements Colinear Machine & Design Inc. 11 Wilson Drive Block 12006, Lot 22 Township of Sparta Sussex County, NJ

Members of the Planning Board,

The above referenced project has been submitted for your review and approval. Colinear Machine & Design Inc is currently located next door to this project site at 7 Wilson Drive. They have been a local business here in Sparta since 2004. In 2017 they came before the Board for approval to expand their existing facility at 7 Wilson Dr. That expansion has been completed, but due to business growth, and anticipated continued growth, they require an additional facility, which is what this project is all about.

The proposed new facility is not to replace the existing facility but is required to provide for continued business growth. At this time, the owners of the company, John & Michelle San Giacomo anticipate hiring an additional 50 new employees once the new facility is fully on-line; however, based on their experience at 7 Wilson Drive they want to provide extra parking spaces to allow for additional employees in the future. We also want to note that their business does NOT involve the storage or use of hazardous materials that could hurt the aquifer.

We are requesting approval of one variance for exceeding the maximum permitted impervious coverage and we are also requesting a design waiver for the size of the proposed parking spaces (9’ wide proposed, 10’ wide required). The 9’ wide space is amply sufficient for parking employee vehicles, and the smaller width also helps to mitigate the impervious coverage increase on the site.

During the design process, we did out best to keep the impervious coverage below the 40% limit; however, to provide the necessary safe access for delivery trucks and the required spaces for loading and parking, a variance is necessary. Please note that the proposed stormwater management basin is designed mitigate the additional runoff associated with the project and reduces the flow rate of rainwater runoff compared to existing conditions (even with all the additional impervious coverage).

John & Michelle are very proud to have their business located in Sparta and look forward to continuing to grow their business here. They view each of you on this board like partners in their continued success and genuinely value your insights. Although it will likely be virtual and we cannot all be in-person for the hearing, we still look forward to presenting this project to you all and the public and answering/addressing any questions or concerns that you may have.

Thank you for your time and your consideration of this project.

Sincerely, Wilson Engineering, PLLC

Eric D. Wilson, PE

CC: Mr. John San Giacomo, Colinear Machine – via email Ms. Debra Lynn Nicholson, Esq – via email

December 24, 2020

via hand delivery Ms. Maureen Donnelly Planning Department Sparta Township 65 Main Street Sparta NJ 07871

RE: Proposed Site Improvements Colinear Machine & Design Inc.

11 Wilson Drive Block 12006, Lot 22 Township of Sparta Sussex County, NJ

Ms. Donnelly, Per your instructions, we have enclosed please the following items constituting submission of the Planning Board Application for the above referenced application: For your file:

Two (2) signed and sealed sets of Preliminary and Final Site Plans prepared by our office, dated February 20, 2020, last revised April 29, 2020;

Two (2) signed and sealed Survey of Property prepared by Dykstra Associates, PC dated September 3, 2015;

Two (2) signed and sealed Stormwater Management Summary prepared by our office dated February 2020; Two (2) signed and sealed Stormwater Management Addendum #1 prepared by our office dated April

2020; Two (2) signed and sealed Environmental Impact Statement prepared by our office dated February 2020; Two (2) signed and sealed Traffic Impact Statement prepared by Dynamic Traffic dated December 22,

2020; Two (2) signed and sealed sets of Architectural Floor Plans and Elevations prepared by Charles Schaffer

Associates LLC dated April 29, 2020; One (1) original and one (1) copy of completed Planning Board Application with Applicant’s address and

phone numbers, signed and notarized as required; Two (2) completed Form 4 Checklist-Preliminary Site Plan; One (1) original and one (1) copy of the Permission to Inspect form, signed by the Applicant; One (1) original and one (1) copy of the Ownership Disclosure Statement signed by the Applicant and

Notarized; One (1) check payable to Sparta Township in the amount of $4,010.00 to satisfy the application fee; One (1) check payable to Sparta Township in the amount of $4,310.00 to satisfy the escrow fee;

For Distribution to the members of the Planning Board:

Twelve (12) signed and sealed reduced sets of Preliminary and Final Site Plans prepared by our office, dated February 20, 2020, last revised April 29, 2020 including sheets 1,3,5,9,10,13 & 16;

Twelve (12) signed and sealed Survey of Property prepared by Dykstra Associates, PC dated September 3, 2015;

Twelve (12) signed and sealed sets of Architectural Floor Plans and Elevations prepared by Charles Schaffer Associates LLC dated April 29, 2020;

Twelve (12) copies of completed Planning Board Application with Applicant’s address and phone numbers, signed and notarized as required;

Ms. Maureen Donnelly December 24, 2020

Page 2 of 2

Twelve (12) copies of the Permission to Inspect form, signed by the Applicant; Submitted Directly to Mr. David Simmons, PE:

One (1) signed and sealed set of Preliminary and Final Site Plans prepared by our office, dated February 20, 2020, last revised April 29, 2020;

One (1) signed and sealed Survey of Property prepared by Dykstra Associates, PC dated September 3, 2015;

One (1) signed and sealed Stormwater Management Summary prepared by our office dated February 2020; One (1) signed and sealed Stormwater Management Addendum #1 prepared by our office dated April 2020; One (1) signed and sealed Environmental Impact Statement prepared by our office dated February 2020; One (1) signed and sealed Traffic Impact Statement prepared by Dynamic Traffic dated December 22,

2020; One (1) signed and sealed sets of Architectural Floor Plans and Elevations prepared by Charles Schaffer

Associates LLC dated April 29, 2020; One (1) completed Form 4 Checklist-Preliminary Site Plan; One (1) copy of completed Planning Board Application with Applicant’s address and phone numbers,

signed and notarized as required; One (1) copy of the Ownership Disclosure Statement signed by the Applicant and Notarized; One (1) copy of the Permission to Inspect form, signed by the Applicant;

Submitted Directly to Mr. Philip Spaldi – Utility Director

One (1) signed and sealed Utility Plan prepared by our office dated February 20, 2020, last revised April 29, 2020

As noted on the enclosed Form 4 Checklist – Preliminary Site Plan we have requested several waivers as noted below: Item 16 – Partial Waiver Requested:

During the soil investigations on-site for the proposed stormwater facilities and the proposed septic system, bedrock was not encountered; therefore, the depth to bedrock is not known.

There are no wells on the property, and no wells are proposed. There are no public wells within 1000 feet of the property. The exact location of private wells on the residential lots along Demarest Rd that may be within 1000 feet of the property in question are unknown.

Item 55 – A waiver is requested from providing profiles of curb returns. The proposed curb returns along Wilson Drive were recently installed at the direction of and inspected by the Sparta Township Engineer prior to the re-paving of Wilson Drive.

Item 56 – A waiver is requested from providing typical roadway sections as no roadways are proposed. We trust that the above items are sufficient for this application to be deemed complete and placed on the meeting schedule of the Planning Board. Please contact our office if you have any questions. Sincerely, Wilson Engineering, PLLC Eric D. Wilson, PE CC: Mr. John San Giacomo, Colinear Machine – via email Ms. Debra Lynn Nicholson, Esq – via email

STORMWATER MANAGEMENT SUMMARY

for

COLINEAR MACHINE AND DESIGN, INC

11 Wilson Drive Block 12006, Lot 22 Township of Sparta

Sussex County, New Jersey

Prepared by:

_______________________________________________

Eric D. Wilson, PE

NJ Professional Engineer License #51851

February 2020Wilson #004‐002

Colinear Machine and Design, Inc. Wilson #0004‐002 2 March 2019

Table of Contents I. INTRODUCTION ............................................................................................................................................................... 3

II. EXISTING SITE CONDITIONS ............................................................................................................................................ 3

III. PROPOSED SITE CONDITIONS ......................................................................................................................................... 4

IV. DESIGN METHODOLOGY ................................................................................................................................................. 4

V. NON‐STRUCTURAL STORMWATER MANAGEMENT STRATEGIES ................................................................................... 5

VI. RUNOFF RATES ................................................................................................................................................................ 5

VII. WATER QUALITY ............................................................................................................................................................. 6

VIII. GROUNDWATER RECHARGE ........................................................................................................................................... 6

IX. CONCLUSION ................................................................................................................................................................... 6

APPENDIX

USGS Map

Soil Survey

Runoff Curve Number (CN) Calculations

Existing and Proposed Hydrographs

Water Quality Hydrographs

Spillway Design

Rip‐Rap Apron Design

Pipe Sizing Calculations

Drainage Area Maps


I. INTRODUCTION

This study has been prepared to analyze the storm water drainage conditions that will occur as a result

of the proposed development of the project site. The subject site is located at 11 Wilson Drive in the

Township of Sparta, Sussex County, New Jersey and is identified as block 12006, lot 22 on the Township

of Sparta Tax Maps. The site is currently undeveloped. The proposed improvements consist of

constructing a 30,000 SF manufacturing facility, as well as associated parking and loading facilities,

landscaping, site lighting, and Stormwater improvements.

The scope of this study focuses on the overall drainage conditions on‐site, including an increase of

64,853 SF (1.49 Ac) impervious coverage that will result from the proposed improvements.

The primary design constraints for this project are based on the requirements established in the

Township of Sparta Comprehensive Land Management and Stormwater Control Ordinance and N.J.A.C.

7:8 (hereafter stormwater codes). This project meets the definition of a major development, as the limit

of disturbance is greater than one (1) acre; therefore, the requirements for major developments are

applicable to the project. The proposed storm water improvements will serve to address the stormwater

quantity, stormwater quality, and groundwater recharge requirements contained within the stormwater

codes.

II. EXISTINGSITECONDITIONS

The property in question consists of 3.3 Acres of land and is currently undeveloped.

The storm water runoff generated by the site flows over land to the south‐west to existing storm water

management facilities on the neighboring property, where it is conveyed to the existing storm water

conveyance system along Demarest Road, and ultimately to the Pauli skill Tributary located to the north

west of the property.

Based on the NRCS Web Soil Survey, the soil types native to the site include the following:

Soil Type Soil Type Name Hydrologic Soil Group

HdxpBb Hazen‐Paulins Kill complex A

The typical profile of the Hazen‐Paulins Kill complex consists of topsoil/loam to a depth of 1‐10 inches,

with a progressively sandier and stonier gradation. The soil profile encountered during on‐site

investigation performed by Civil Engineering Inc. on April 20, 2018 is inconsistent with the Hydrologic

Soil Group assigned to Hazen‐Paulins Kill Complex. The soil profile encountered consists of 9‐27” of

topsoil underlain by a restrictive layer of sandy clay loam. The percolation tests performed, along with

the soil profile encountered, are consistent with a Hydrologic Soil Group B; therefore, stormwater runoff

and groundwater recharge calculations and analysis have been performed based on same.


III. PROPOSEDSITECONDITIONS

The proposed site improvements include the construction of a 30,000 SF manufacturing facility,

associated parking area, with appurtenant lighting, landscaping, and pedestrian circulation facilities.

These proposed improvements will increase impervious coverage on‐site by 64,853 SF (1.49 Ac).

Proposed storm water management features include stormwater collection and conveyance systems for

the proposed parking area as well as the proposed building roof. The on‐site collection system will

discharge stormwater to a two‐stage infiltration and detention basin. The upper stage of the basin is

designed to infiltrate runoff from the parking area that accumulates from the water quality design

storm. This stage of the basin has been designed as an infiltration basin in accordance with the

requirements of the NJDEP BMP Manual to address the water quality and groundwater recharge

requirements of the stormwater codes. The second stage has been designed as a detention basin to

address the stormwater quantity requirements of the stormwater codes.

The existing drainage patterns will be maintained under proposed conditions. Runoff will be collected by

the on‐site collection and conveyance system and discharged to the proposed infiltration and basin,

where it will either infiltrate into the ground or be released at a controlled rate over land to the

neighboring property.

IV. DESIGNMETHODOLOGY

The intention of the design of the proposed storm water management facilities is to provide measures

as required to address applicable aspects of the stormwater codes.

Based on our review of the existing site conditions and the Survey of Property prepared by Dykstra

Associates, the Drainage Area Maps for existing and proposed conditions as defined within this

summary were established. A Grading Plan and Drainage Plan were designed for the proposed site

improvements with consideration to the existing drainage patterns. These plans were designed to

ensure storm water runoff from the proposed development will be directed to storm water

management facilities.

Stormwater runoff rates and volumes for the site were modeled using Hydraflow Hydrographs Extension

for AutoCAD Civil3D software using the Urban Hydrology for Small Watersheds TR55 method for the

applicable design storms. The NJDEP Water Quality Design storm was based upon the NJDEP BMP

Manual and NJAC 7:8. The 2‐, 10‐ and 100‐ year quantity design storms are based upon the New Jersey

24 hour rainfall frequency data for Sussex County as published by the USDA and included within the

Engineering Field Handbook, NJ Supplement dated August 2012. The Type III rainfall distribution was

utilized. Curve number calculations have been included within the Appendix and are based upon an HSG

B. A minimum time of concentration of 10 minutes was assumed for all areas studied and pervious and

impervious areas were modeled separately as suggested in the NJDEP BMP Manual.


V. NON‐STRUCTURALSTORMWATERMANAGEMENTSTRATEGIES

The site design has been prepared with the objectives of meeting the client’s needs, while

simultaneously implementing non‐structural stormwater management strategies as outlined in the

NJDEP BMP Manual. Some of the strategies implemented in the design include the following:

Protect areas that provide water quality benefits: Although the development will increase impervious

cover by 1.49 acres, the development has been designed to minimize changes to existing grading, and

existing vegetated areas will be maintained wherever possible.

Minimize impervious surfaces: The project was designed in a way to maximize the usable space for the

client while minimizing the expansion of impervious surfaces. The building shape and parking area

design utilized allows for the most efficient use of space for the proposed site improvements.

Maximize the protection of natural drainage features and vegetation: This strategy is implemented by

use of construction methods that utilize the area of permanent disturbance as a staging area and

limiting the disturbance of the site as much as possible to within the proposed permanently disturbed

areas.

Minimize the decrease in the pre‐construction “time of concentration”: This strategy is employed via the

use of an infiltration and detention basin with an outlet control structure to reduce peak flow rates, and

minimize the decrease in time of concentration.

Minimize land disturbance including clearing and grading: This strategy is achieved by limiting clearing to

the areas of permanent disturbance and limiting grading to only those areas necessary to maintain

positive drainage away from structures and towards the stormwater conveyance system, and preserve

existing drainage areas.

Minimize Soil Compaction: During construction, equipment used to grade within non‐impervious areas

will be low‐ground pressure equipment designed to minimize soil compaction.

Provide preventative source controls: All refuse and recycling stored outdoors will be sheltered from

rain water.

VI. RUNOFFRATES

The following is a comparison of the pre‐ and post‐development runoff rates:

Existing Vs. Proposed Peak Runoff Rates (CFS)

Existing Runoff Proposed Runoff Reduction

2 year storm 0.8 0.4 (50%) 0.4

10 year storm 2.8 1.9 (68%) 0.9

100 year storm 8.0 6.4 (80%) 1.5


Per the above table, the proposed improvements will result in a net‐decrease in the peak runoff rate

from the site when compared with existing conditions for the given design storms. The stormwater

codes require post‐construction peak runoff rates for the 2, 10, and 100‐year design storms to be 50%,

75%, and 80% of pre‐construction peak runoff rates, respectively. The proposed stormwater

management facilities meet these requirements. Please refer to the Appendix of this report for

associated runoff rate calculations.

VII. WATERQUALITY

This development proposes an increase of impervious coverage of 1.5 acres. Compliance with the

stormwater runoff quality standards set forth by the stormwater codes required. A, infiltration basin is

proposed within the upper section of the proposed basin which has been designed in accordance with

the standards set forth in the NJDEP BMP Manual to treat the water quality design storm for 80% tss

removal.

VIII. GROUNDWATERRECHARGE

The stormwater control methods proposed for this project include an infiltration basin designed to

maintain the pre‐development levels of groundwater recharge in compliance with the requirements of

the stormwater codes. Please refer to the groundwater recharge calculations within the Appendix of this

report.

IX. CONCLUSION

The proposed project has been designed in manner that will not adversely impact the existing drainage

patterns on‐site, adjacent roadways, or adjacent parcels. The project is designed to meet the

stormwater quantity, quality, or groundwater recharge requirements of N.J.A.C. 7:8 and the Township of

Sparta Comprehensive Land Management and Stormwater Control Ordinance. Peak stormwater runoff

rates are reduced for the 2‐, 10‐, and 100‐year design storms to meet the reduction requirements of

50%, 75%, and 80% of existing peak flows. The proposed development addresses water quality and

groundwater recharge and meets all regulatory stormwater requirements.

APPENDIX

USGSMap

USGSMAP(NTS)

SoilSurvey

United StatesDepartment ofAgriculture

A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants

Custom Soil Resource Report for


NaturalResourcesConservationService

June 21, 2018

PrefaceSoil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require

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http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/


https://offices.sc.egov.usda.gov/locator/app?agency=nrcs

http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951


alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.

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ContentsPreface.................................................................................................................... 2Soil Map.................................................................................................................. 5

Soil Map................................................................................................................6Legend..................................................................................................................7Map Unit Descriptions.......................................................................................... 8

Sussex County, New Jersey........................................................................... 10HdxpBb—Hazen-Paulins Kill complex, 3 to 8 percent slopes, very stony...10

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Soil MapThe soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit.

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Custom Soil Resource ReportSoil Map

4547

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527560 527590 527620 527650 527680 527710 527740 527770 527800 527830

527560 527590 527620 527650 527680 527710 527740 527770 527800 527830

41° 4' 30'' N74

° 4

0' 1

9'' W

41° 4' 30'' N

74° 4

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'' W

41° 4' 25'' N

74° 4

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'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS840 50 100 200 300

Feet0 15 30 60 90

MetersMap Scale: 1:1,280 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point FeaturesBlowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

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 ServiceWeb 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: Sussex County, New JerseySurvey Area Data: Version 14, Oct 6, 2017

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Feb 5, 2014—Oct 15, 2016

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

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Map Unit DescriptionsThe map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas


8

shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.


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HdxpBb—Hazen-Paulins Kill complex, 3 to 8 percent slopes, very stony

Map Unit SettingNational map unit symbol: 2wh1rElevation: 400 to 800 feetMean annual precipitation: 36 to 71 inchesMean annual air temperature: 46 to 55 degrees FFrost-free period: 131 to 178 daysFarmland classification: All areas are prime farmland

Map Unit CompositionHazen, very stony, and similar soils: 60 percentPaulins kill, very stony, and similar soils: 35 percentMinor components: 5 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Hazen, Very Stony

SettingLandform: Valley trains, outwash deltasLandform position (three-dimensional): TreadDown-slope shape: Linear, convexAcross-slope shape: Linear, convexParent material: Coarse-loamy glaciofluvial deposits derived from limestone,

sandstone, and shale

Typical profileOi - 0 to 1 inches: slightly decomposed plant materialAp - 1 to 10 inches: loamBt - 10 to 18 inches: sandy loam2C1 - 18 to 29 inches: very stony loamy coarse sand2C2 - 29 to 41 inches: very gravelly coarse sand2C3 - 41 to 60 inches: extremely gravelly coarse sand

Properties and qualitiesSlope: 3 to 8 percentPercent of area covered with surface fragments: 0.1 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Well drainedRunoff class: Very lowCapacity of the most limiting layer to transmit water (Ksat): Moderately high to

high (0.57 to 5.95 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water storage in profile: Low (about 4.9 inches)

Interpretive groupsLand capability classification (irrigated): None specifiedLand capability classification (nonirrigated): 6sHydrologic Soil Group: AHydric soil rating: No


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Description of Paulins Kill, Very Stony

SettingLandform: Valley trains, outwash deltasLandform position (three-dimensional): TreadDown-slope shape: Linear, convexAcross-slope shape: Linear, convexParent material: Loamy over sandy and gravelly glaciofluvial deposits derived

from limestone, sandstone, and shale

Typical profileOi - 0 to 1 inches: slightly decomposed plant materialAp - 1 to 11 inches: gravelly loamBw - 11 to 20 inches: very gravelly coarse sandy loamBC - 20 to 26 inches: extremely gravelly loamy coarse sand2C1 - 26 to 45 inches: extremely gravelly coarse sand2C2 - 45 to 51 inches: extremely gravelly coarse sand2C3 - 51 to 60 inches: very gravelly coarse sand


very high (1.42 to 14.17 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneSalinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm)Available water storage in profile: Low (about 4.3 inches)


Minor Components

Otisville, very stonyPercent of map unit: 5 percentLandform: Valley trains, outwash deltasLandform position (three-dimensional): TreadDown-slope shape: Linear, convexAcross-slope shape: Linear, convexHydric soil rating: No


11

CurveNumber(CN)Calculations

Project: Colinear Machine and Design, Inc Computed By: EW

Job #: 0004‐002 Checked By: EW

Date: 3/4/2019

Drainage AreaPervious Area

(AC)Pervious CN # Impervious Area Impervious CN #

Total Area

(Acres)

Existing 3.46 61 0 98 3.46

Total: 3.46

Prop. Undetained 0.25 61 0 98 0.25

Prop. Detained 1.71 61 1.5 98 3.21

Total: 3.46

ExistingandProposedHydrographs

2 3 4

5

67

8

1

Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Project: 2019-03-04 stormwater design HSGB.gpw Wednesday, 03 / 6 / 2019

Hydrograph Return Period Recap2

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description

(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

2 SCS Runoff ------ ------- 0.820 ------- ------- 2.762 ------- ------- 8.011 EX

3 SCS Runoff ------ ------- 3.398 ------- ------- 4.993 ------- ------- 8.084 PR-DA-DET-IMP

4 SCS Runoff ------ ------- 0.405 ------- ------- 1.365 ------- ------- 3.959 PR-DA-DET-PER

5 Combine 3, 4 ------- 3.624 ------- ------- 6.103 ------- ------- 11.59 PR-DA-DET-TOT

6 Reservoir 5 ------- 0.360 ------- ------- 1.799 ------- ------- 6.097 Route Pond

7 SCS Runoff ------ ------- 0.064 ------- ------- 0.228 ------- ------- 0.661 PR-DA-UNDET

8 Combine 6, 7 ------- 0.397 ------- ------- 1.869 ------- ------- 6.382 PR

Proj. file: 2019-03-04 stormwater design HSGB.gpw Wednesday, 03 / 6 / 2019

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Hydrograph Summary Report3

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph

No. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (min) (min) (cuft) (ft) (cuft)

2 SCS Runoff 0.820 5 745 5,677 ------ ------ ------ EX

3 SCS Runoff 3.398 5 730 15,250 ------ ------ ------ PR-DA-DET-IMP

4 SCS Runoff 0.405 5 745 2,806 ------ ------ ------ PR-DA-DET-PER

5 Combine 3.624 5 730 18,055 3, 4 ------ ------ PR-DA-DET-TOT

6 Reservoir 0.360 5 830 18,046 5 586.45 7,885 Route Pond

7 SCS Runoff 0.064 5 735 385 ------ ------ ------ PR-DA-UNDET

8 Combine 0.397 5 740 18,431 6, 7 ------ ------ PR

2019-03-04 stormwater design HSGB.gpw Return Period: 2 Year Wednesday, 03 / 6 / 2019


Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Wednesday, 03 / 6 / 2019

Hyd. No. 2

EX

Hydrograph type = SCS Runoff Peak discharge = 0.820 cfsStorm frequency = 2 yrs Time to peak = 12.42 hrsTime interval = 5 min Hyd. volume = 5,677 cuftDrainage area = 3.460 ac Curve number = 61Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 22.60 minTotal precip. = 3.22 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

4

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

EXHyd. No. 2 -- 2 Year

Hyd No. 2

TR55 Tc Worksheet5


Hyd. No. 2

EX

Description A B C Totals

Sheet FlowManning's n-value = 0.240 0.011 0.011Flow length (ft) = 150.0 0.0 0.0Two-year 24-hr precip. (in) = 3.22 0.00 0.00Land slope (%) = 2.00 0.00 0.00

Travel Time (min) = 19.68 + 0.00 + 0.00 = 19.68

Shallow Concentrated FlowFlow length (ft) = 387.00 0.00 0.00Watercourse slope (%) = 1.90 0.00 0.00Surface description = Unpaved Paved PavedAverage velocity (ft/s) =2.22 0.00 0.00

Travel Time (min) = 2.90 + 0.00 + 0.00 = 2.90

Channel FlowX sectional flow area (sqft) = 0.00 0.00 0.00Wetted perimeter (ft) = 0.00 0.00 0.00Channel slope (%) = 0.00 0.00 0.00Manning's n-value = 0.015 0.015 0.015Velocity (ft/s) =0.00

0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Total Travel Time, Tc .............................................................................. 22.60 min


Hyd. No. 3

PR-DA-DET-IMP

Hydrograph type = SCS Runoff Peak discharge = 3.398 cfsStorm frequency = 2 yrs Time to peak = 12.17 hrsTime interval = 5 min Hyd. volume = 15,250 cuftDrainage area = 1.500 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.22 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

6

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-DET-IMPHyd. No. 3 -- 2 Year

Hyd No. 3


Hyd. No. 4

PR-DA-DET-PER


7

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (hrs)

PR-DA-DET-PERHyd. No. 4 -- 2 Year

Hyd No. 4

TR55 Tc Worksheet8


Hyd. No. 4

PR-DA-DET-PER

Description A B C Totals

Sheet FlowManning's n-value = 0.240 0.011 0.011Flow length (ft) = 150.0 0.0 0.0Two-year 24-hr precip. (in) = 3.22 0.00 0.00Land slope (%) = 2.00 0.00 0.00

Travel Time (min) = 19.68 + 0.00 + 0.00 = 19.68

Shallow Concentrated FlowFlow length (ft) = 200.00 0.00 0.00Watercourse slope (%) = 1.25 0.00 0.00Surface description = Unpaved Paved PavedAverage velocity (ft/s) =1.80 0.00 0.00

Travel Time (min) = 1.85 + 0.00 + 0.00 = 1.85

Channel FlowX sectional flow area (sqft) = 0.00 0.00 0.00Wetted perimeter (ft) = 0.00 0.00 0.00Channel slope (%) = 0.00 0.00 0.00Manning's n-value = 0.015 0.015 0.015Velocity (ft/s) =0.00

0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Total Travel Time, Tc .............................................................................. 21.50 min


Hyd. No. 5

PR-DA-DET-TOT

Hydrograph type = Combine Peak discharge = 3.624 cfsStorm frequency = 2 yrs Time to peak = 12.17 hrsTime interval = 5 min Hyd. volume = 18,055 cuftInflow hyds. = 3, 4 Contrib. drain. area = 3.210 ac

9

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-DET-TOTHyd. No. 5 -- 2 Year

Hyd No. 5 Hyd No. 3 Hyd No. 4


Hyd. No. 6

Route Pond

Hydrograph type = Reservoir Peak discharge = 0.360 cfsStorm frequency = 2 yrs Time to peak = 13.83 hrsTime interval = 5 min Hyd. volume = 18,046 cuftInflow hyd. No. = 5 - PR-DA-DET-TOT Max. Elevation = 586.45 ftReservoir name = PROP POND Max. Storage = 7,885 cuft

Storage Indication method used.

10

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

Route PondHyd. No. 6 -- 2 Year

Hyd No. 6 Hyd No. 5 Total storage used = 7,885 cuft

Pond Report 11

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Wednesday, 03 / 6 / 2019

Pond No. 1 - PROP POND

Pond DataContours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 584.00 ft

Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 584.00 00 0 00.25 584.25 1,002 125 1251.00 585.00 1,405 903 1,0282.00 586.00 6,068 3,737 4,7643.00 587.00 7,841 6,955 11,7194.00 588.00 9,822 8,832 20,550

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 18.00 3.00 0.00 0.00

Span (in) = 18.00 3.00 0.00 0.00

No. Barrels = 1 1 0 0

Invert El. (ft) = 583.00 584.00 0.00 0.00

Length (ft) = 43.00 0.00 0.00 0.00

Slope (%) = 0.50 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60

Multi-Stage = n/a Yes No No

Crest Len (ft) = 16.00 1.17 Inactive 0.00

Crest El. (ft) = 587.80 586.50 587.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = 1 Rect Rect ---

Multi-Stage = Yes Yes No No

Exfil.(in/hr) = 0.000 (by Contour)

TW Elev. (ft) = 0.00

Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

Stage / Storage / Discharge TableStage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Totalft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

0.00 0 584.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.0000.25 125 584.25 3.20 oc 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.0841.00 1,028 585.00 3.20 oc 0.22 ic --- --- 0.00 0.00 0.00 --- --- --- 0.2212.00 4,764 586.00 3.20 oc 0.32 ic --- --- 0.00 0.00 0.00 --- --- --- 0.3243.00 11,719 587.00 3.20 oc 0.40 ic --- --- 0.00 1.38 0.00 --- --- --- 1.7784.00 20,550 588.00 12.26 oc 0.34 ic --- --- 4.77 7.16 0.00 --- --- --- 12.26


Hyd. No. 7

PR-DA-UNDET

Hydrograph type = SCS Runoff Peak discharge = 0.064 cfsStorm frequency = 2 yrs Time to peak = 12.25 hrsTime interval = 5 min Hyd. volume = 385 cuftDrainage area = 0.250 ac Curve number = 61Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 3.22 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

12

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)

PR-DA-UNDETHyd. No. 7 -- 2 Year

Hyd No. 7


Hyd. No. 8

PR


13

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (hrs)

PRHyd. No. 8 -- 2 Year






2 SCS Runoff 2.762 5 740 14,979 ------ ------ ------ EX





7 SCS Runoff 0.228 5 730 1,015 ------ ------ ------ PR-DA-UNDET

8 Combine 1.869 5 755 31,194 6, 7 ------ ------ PR




Hyd. No. 2

EX


15

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)


Hyd No. 2


Hyd. No. 3

PR-DA-DET-IMP


16

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)


Hyd No. 3


Hyd. No. 4

PR-DA-DET-PER


17

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)


Hyd No. 4


Hyd. No. 5

PR-DA-DET-TOT


18

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)




Hyd. No. 6

Route Pond



19

0 5 10 15 20 25 30

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)




Hyd. No. 7

PR-DA-UNDET


20

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (hrs)


Hyd No. 7


Hyd. No. 8

PR


21

0 5 10 15 20 25 30

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)







2 SCS Runoff 8.011 5 735 39,284 ------ ------ ------ EX





7 SCS Runoff 0.661 5 730 2,661 ------ ------ ------ PR-DA-UNDET

8 Combine 6.382 5 745 59,538 6, 7 ------ ------ PR




Hyd. No. 2

EX


23

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)


Hyd No. 2


Hyd. No. 3

PR-DA-DET-IMP


24

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)


Hyd No. 3


Hyd. No. 4

PR-DA-DET-PER


25

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)


Hyd No. 4


Hyd. No. 5

PR-DA-DET-TOT


26

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (hrs)




Hyd. No. 6

Route Pond



27

0 5 10 15 20 25 30 35

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (hrs)




Hyd. No. 7

PR-DA-UNDET


28

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 7


Hyd. No. 8

PR


29

0 5 10 15 20 25 30 35

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)



Hydraflow Rainfall Report30


Return Intensity-Duration-Frequency Equation Coefficients (FHA)Period

(Yrs) B D E (N/A)

1 0.0000 0.0000 0.0000 --------

2 69.8703 13.1000 0.8658 --------

3 0.0000 0.0000 0.0000 --------

5 79.2597 14.6000 0.8369 --------

10 88.2351 15.5000 0.8279 --------

25 102.6072 16.5000 0.8217 --------

50 114.8193 17.2000 0.8199 --------

100 127.1596 17.8000 0.8186 --------

File name: SampleFHA.idf

Intensity = B / (Tc + D)^E

Return Intensity Values (in/hr)Period

(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60

1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70

3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15

10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46

25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91

50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25

100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60

Tc = time in minutes. Values may exceed 60.

Rainfall Precipitation Table (in)

Precip. file name: P:\Library\Reference Material\Design\Stormwater\Sussex County.pcp

StormDistribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

SCS 24-hour 0.00 3.22 0.00 0.00 4.70 0.00 0.00 7.58

SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydraflow Table of Contents 2019-03-04 stormwater design HSGB.gpw


Watershed Model Schematic...................................................................................... 1

Hydrograph Return Period Recap............................................................................. 2

2 - YearSummary Report......................................................................................................................... 3Hydrograph Reports................................................................................................................... 4

Hydrograph No. 2, SCS Runoff, EX......................................................................................... 4TR-55 Tc Worksheet............................................................................................................ 5

Hydrograph No. 3, SCS Runoff, PR-DA-DET-IMP................................................................... 6Hydrograph No. 4, SCS Runoff, PR-DA-DET-PER.................................................................. 7

TR-55 Tc Worksheet............................................................................................................ 8Hydrograph No. 5, Combine, PR-DA-DET-TOT....................................................................... 9Hydrograph No. 6, Reservoir, Route Pond............................................................................. 10

Pond Report - PROP POND.............................................................................................. 11Hydrograph No. 7, SCS Runoff, PR-DA-UNDET................................................................... 12Hydrograph No. 8, Combine, PR............................................................................................ 13

10 - YearSummary Report....................................................................................................................... 14Hydrograph Reports................................................................................................................. 15

Hydrograph No. 2, SCS Runoff, EX....................................................................................... 15Hydrograph No. 3, SCS Runoff, PR-DA-DET-IMP................................................................. 16Hydrograph No. 4, SCS Runoff, PR-DA-DET-PER................................................................ 17Hydrograph No. 5, Combine, PR-DA-DET-TOT..................................................................... 18Hydrograph No. 6, Reservoir, Route Pond............................................................................. 19Hydrograph No. 7, SCS Runoff, PR-DA-UNDET................................................................... 20Hydrograph No. 8, Combine, PR............................................................................................ 21

100 - YearSummary Report....................................................................................................................... 22Hydrograph Reports................................................................................................................. 23

Hydrograph No. 2, SCS Runoff, EX....................................................................................... 23Hydrograph No. 3, SCS Runoff, PR-DA-DET-IMP................................................................. 24Hydrograph No. 4, SCS Runoff, PR-DA-DET-PER................................................................ 25Hydrograph No. 5, Combine, PR-DA-DET-TOT..................................................................... 26Hydrograph No. 6, Reservoir, Route Pond............................................................................. 27Hydrograph No. 7, SCS Runoff, PR-DA-UNDET................................................................... 28Hydrograph No. 8, Combine, PR............................................................................................ 29

IDF Report.................................................................................................................. 30

WaterQualityHydrographs

1 2

3

4

1


Project: Water Quality DesignHSGB.gpw Wednesday, 03 / 6 / 2019






2 SCS Runoff 0.000 5 n/a 0 ------ ------ ------ PR-DA-DET-PER

3 Combine 3.325 5 70 5,279 1, 2 ------ ------ PR-DA-DET

4 Reservoir 0.000 5 n/a 0 3 587.08 5,279 Route Pond

Water Quality DesignHSGB.gpw Return Period: 1 Year Wednesday, 03 / 6 / 2019



Hyd. No. 1

PR-DA-DET-IMP

Hydrograph type = SCS Runoff Peak discharge = 3.325 cfsStorm frequency = 1 yrs Time to peak = 70 minTime interval = 5 min Hyd. volume = 5,279 cuftDrainage area = 1.500 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 1.25 in Distribution = CustomStorm duration = P:\Library\Reference Material\Design\Stormwater\WaterQuality.cdsShape factor = 484

3

0 25 50 75 100 125 150

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)


Hyd No. 1


Hyd. No. 2

PR-DA-DET-PER

Hydrograph type = SCS Runoff Peak discharge = 0.000 cfsStorm frequency = 1 yrs Time to peak = n/aTime interval = 5 min Hyd. volume = 0 cuftDrainage area = 1.710 ac Curve number = 61Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 21.50 minTotal precip. = 1.25 in Distribution = CustomStorm duration = P:\Library\Reference Material\Design\Stormwater\WaterQuality.cdsShape factor = 484

4

0 50 100 150 200 250 300

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)


Hyd No. 2


Hyd. No. 3

PR-DA-DET

Hydrograph type = Combine Peak discharge = 3.325 cfsStorm frequency = 1 yrs Time to peak = 70 minTime interval = 5 min Hyd. volume = 5,279 cuftInflow hyds. = 1, 2 Contrib. drain. area = 3.210 ac

5

0 25 50 75 100 125 150

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)

PR-DA-DETHyd. No. 3 -- 1 Year



Hyd. No. 4

Route Pond

Hydrograph type = Reservoir Peak discharge = 0.000 cfsStorm frequency = 1 yrs Time to peak = n/aTime interval = 5 min Hyd. volume = 0 cuftInflow hyd. No. = 3 - PR-DA-DET Max. Elevation = 587.08 ftReservoir name = PROP POND Max. Storage = 5,279 cuft


6

0 25 50 75 100 125 150

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (min)



Pond Report 7





0.00 586.00 4,203 0 01.00 587.00 5,444 4,824 4,8241.50 587.50 6,107 2,888 7,711


[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 15.00 Inactive 0.00 0.00

Span (in) = 15.00 3.00 0.00 0.00


Invert El. (ft) = 586.00 586.00 0.00 0.00

Length (ft) = 65.00 0.00 0.00 0.00

Slope (%) = 0.50 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60


Crest Len (ft) = 16.00 Inactive 0.00 0.00

Crest El. (ft) = 590.50 587.25 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = 1 Rect --- ---





0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00

Stage (ft)

0.00 586.00

0.20 586.20

0.40 586.40

0.60 586.60

0.80 586.80

1.00 587.00

1.20 587.20

1.40 587.40

1.60 587.60

1.80 587.80

2.00 588.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

SpillwayDesign

1 2 3

4

5

1


Project: spillway design.gpw Friday, 03 / 8 / 2019





1 SCS Runoff 0.820 5 745 5,677 ------ ------ ------ EX



4 Combine 3.624 5 730 18,055 2, 3 ------ ------ PR-DA-DET


spillway design.gpw Return Period: 2 Year Friday, 03 / 8 / 2019


Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 8 / 2019

Hyd. No. 1

EX


3

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 1


Hyd. No. 2

PR-DA-DET-IMP


4

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)


Hyd No. 2


Hyd. No. 3

PR-DA-DET-PER


5

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (hrs)


Hyd No. 3


Hyd. No. 4

PR-DA-DET


6

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)




Hyd. No. 5

Route Pond

Hydrograph type = Reservoir Peak discharge = 3.023 cfsStorm frequency = 2 yrs Time to peak = 12.25 hrsTime interval = 5 min Hyd. volume = 18,055 cuftInflow hyd. No. = 4 - PR-DA-DET Max. Elevation = 588.18 ftReservoir name = PROP POND Max. Storage = 22,466 cuft

Storage Indication method used. Wet pond routing start elevation = 588.00 ft.

7

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



Pond Report 8

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 8 / 2019




0.00 584.00 00 0 00.25 584.25 1,002 125 1251.00 585.00 1,405 903 1,0282.00 586.00 6,068 3,737 4,7643.00 587.00 7,841 6,955 11,7194.00 588.00 9,822 8,832 20,5505.00 589.00 11,527 10,675 31,225


[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) Inactive Inactive 0.00 0.00

Span (in) = 15.00 6.00 0.00 0.00


Invert El. (ft) = 583.00 586.50 0.00 0.00

Length (ft) = 65.00 0.50 0.00 0.00

Slope (%) = 0.50 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60


Crest Len (ft) Inactive Inactive 15.00 0.00

Crest El. (ft) = 587.00 586.50 588.00 0.00

Weir Coeff. = 3.33 3.33 2.60 3.33

Weir Type = Rect Rect Broad ---





0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00

Stage (ft)

0.00 584.00

1.00 585.00

2.00 586.00

3.00 587.00

4.00 588.00

5.00 589.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q





1 SCS Runoff 2.762 5 740 14,979 ------ ------ ------ EX



4 Combine 6.103 5 730 30,189 2, 3 ------ ------ PR-DA-DET





Hyd. No. 1

EX


10

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)


Hyd No. 1


Hyd. No. 2

PR-DA-DET-IMP


11

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)


Hyd No. 2


Hyd. No. 3

PR-DA-DET-PER


12

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)


Hyd No. 3


Hyd. No. 4

PR-DA-DET


13

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)




Hyd. No. 5

Route Pond



14

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)



Rip‐RapApronDesign

Date:Project:

Project No:

Calculated By: EDWChecked By: EDW

Rip Rap Pad # 1

Design Parameters:Design Storm Flow for 25 Year, Q . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.00 cfsVertical Dimension of Outlet Pipe, D o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 inHorizontal Dimension of Outlet Pipe, W o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 inTailwater Depth, TW 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.25 ft

Apron Dimension Calculations:

Unit Dicharge, q = Q/D o =

Case I: TW < 1/2 D o

1.8q

D o1/2

W 1 =W 2 =

Case II: TW ≥ 1/2 D o

3q

D o1/2

or W 1 = 6 ft= 8.42 ft or W 2 = 9 ft

Rip Rap Stone Size Calculations:

1.

2.3.4.5.

6.

7.

8.

Footnote:

1. Tailwater depth shall be the 2 year storm if discharging into a detention basin. For areas where tailwater cannot be computed, use TW = 0.2D o .

Width, W 2 = 3W o + 0.4L a

Apron Length, L a = =

Width, W 1 = 3W o =

2. For multiple pipes, increase rip-rap sizes by 25% when pipe spacing is greater than or equal to 1/4W o .

The largest stone size in the mixture shall be 1.5 times the d50 size. The rip-rap shall be reasonably well graded.

constructed on a bedding of four (4) inches of 3/4 inch clean stone on approved filter fabric material.The thickness of the rip-rap apron may be two (2) times the median stone diameter provided that the apron is

requirements of the local municipality.

Notes:

No bends or curves at the intersection of the conduit and apron will be permitted.

The bottom grade shall be 0.0% (level).There shall be no overfall at the end of the apron or at the end of the culvert.

The side slopes shall be 2:1 or flatter.

4.5 ft

9.8 ft L a =

7D o =

or 10 ft

equal to the bottom width of the channel and the structural lining shall extend at least one foot above thetailwater elevation, but no lower than two-thirds of the vertical conduit dimension above the conduit invert.

=

Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be at least

Median Stone, d 50 = d 50 =0.97 in

2/1/2020

0004-002

Width, W 2 = 3W o + L a =

Apron Length, L a = +

Width, W 1 = 3W o =

Colinear

4.00 cfs per foot

Rip-rap and filter fabric shall meet the standards of the governing Soil Conservation District as well as the

Conduit Outlet Protection Calculations

6 in

Fifty (50) percent by weight of the rip-rap mixture shall be smaller than the median size stone designated as d50.

0.016q 1.33

TW

L a =

Date:Project:

Project No:


Rip Rap Pad # 2





1.8q

D o1/2

W 1 =W 2 =


3q

D o1/2

or W 1 = 6 ft= 6.41 ft or W 2 = 7 ft


1.

2.3.4.5.

6.

7.

8.

Footnote:


2/1/2020Colinear0004-002


2.48 cfs per foot

Apron Length, L a = + 7D o = L a =

Width, W 1 = 3W o =Width, W 2 = 3W o + L a =

Apron Length, L a = = 6.65 ft or L a = 7 ft

Width, W 1 = 3W o = 3.75 ftWidth, W 2 = 3W o + 0.4L a

Median Stone, d 50 = 0.016q 1.33

= 0.37 in d 50 = 6 inTW

Notes:Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be at leastequal to the bottom width of the channel and the structural lining shall extend at least one foot above thetailwater elevation, but no lower than two-thirds of the vertical conduit dimension above the conduit invert.The side slopes shall be 2:1 or flatter.The bottom grade shall be 0.0% (level).There shall be no overfall at the end of the apron or at the end of the culvert.Fifty (50) percent by weight of the rip-rap mixture shall be smaller than the median size stone designated as d50.


The largest stone size in the mixture shall be 1.5 times the d50 size. The rip-rap shall be reasonably well graded.The thickness of the rip-rap apron may be two (2) times the median stone diameter provided that the apron is constructed on a bedding of four (4) inches of 3/4 inch clean stone on approved filter fabric material.Rip-rap and filter fabric shall meet the standards of the governing Soil Conservation District as well as therequirements of the local municipality.No bends or curves at the intersection of the conduit and apron will be permitted.

Date:Project:

Project No:


Rip Rap Pad # 3





1.8q

D o1/2

W 1 =W 2 =


3q

D o1/2

or W 1 = 6 ft= 7.96 ft or W 2 = 8 ft


1.

2.3.4.5.

6.

7.

8.

Footnote:




equal to the bottom width of the channel and the structural lining shall extend at least one foot above thetailwater elevation, but no lower than two-thirds of the vertical conduit dimension above the conduit invert.The side slopes shall be 2:1 or flatter.The bottom grade shall be 0.0% (level).There shall be no overfall at the end of the apron or at the end of the culvert.Fifty (50) percent by weight of the rip-rap mixture shall be smaller than the median size stone designated as d50.

d 50 = 6 inTW

Notes:Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be at least

Width, W 1 = 3W o = 3.75 ftWidth, W 2 = 3W o + 0.4L a


= 0.64 in

Apron Length, L a = = ##### or L a = 11 ft

L a =

Width, W 1 = 3W o =Width, W 2 = 3W o + L a =

2/1/2020Colinear0004-002


3.92 cfs per foot

Apron Length, L a = + 7D o =

Date:Project:

Project No:


Rip Rap Pad # 4





1.8q

D o1/2

or W 1 = 6 ftor W 2 = 20 ft


3q

D o1/2

W 1 == W 2 =


1.

2.3.4.5.

6.

7.

8.

Footnote:


2/1/2020Colinear0004-002


3.27 cfs per foot

Apron Length, L a = + 7D o = 15.3 ft or L a = 16 ft

Width, W 1 = 3W o = 4.5 ftWidth, W 2 = 3W o + L a = 19.8 ft

Apron Length, L a = = L a =

Width, W 1 = 3W o =Width, W 2 = 3W o + 0.4L a


= 3.71 in d 50 = 6 inTW

Notes:Where there is a well-defined channel downstream of the apron, the bottom width of the apron shall be at leastequal to the bottom width of the channel and the structural lining shall extend at least one foot above thetailwater elevation, but no lower than two-thirds of the vertical conduit dimension above the conduit invert.The side slopes shall be 2:1 or flatter.The bottom grade shall be 0.0% (level).There shall be no overfall at the end of the apron or at the end of the culvert.Fifty (50) percent by weight of the rip-rap mixture shall be smaller than the median size stone designated as d50.



PipeSizingCalculations

DrainageAreaMaps

24G

A282

7940

0Feet1 INCH = 20 FEET

40200 10

THE STATE OF NEW JERSEY REQUIRES NOTIFICATION OFEXCAVATORS, DESIGNERS AND/OR ANY PERSON PREPARINGTO DISTURB THE EARTH'S SURFACE ANYWHERE IN THE STATE

PROTECT YOURSELFA PHONE CALL CAN BE YOUR INSURANCE POLICY

1-800-272-1000

CALL BEFORE YOU DIG

EXISTINGDRAINAGEAREA

24G

A282

7940

0

Feet1 INCH = 20 FEET

40200 10



1-800-272-1000

CALL BEFORE YOU DIG

PR-DA-DETAINED

PR-DA-UNDETAINED

24G

A282

7940

0


40200 10



1-800-272-1000

CALL BEFORE YOU DIG

STORMWATER MANAGEMENT SUMMARY ADDENDUM #1

for




Prepared by:

_______________________________________________

Eric D. Wilson, PE NJ Professional Engineer License #51851

April 2020 Wilson #004‐002

Colinear Machine and Design, Inc. Wilson #0004‐002 2 April 2020

Table of Contents I. Introduction .................................................................................................................................................................... 3

II. Offsite Stability Standard ................................................................................................................................................ 3

III. Temporary sediment basin ............................................................................................................................................. 3

IV. Soil Restoration Standard ............................................................................................................................................... 4

APPENDIX

Spillway Design Hydrographs and Stability Calculations Sediment Basin Design Calculations


I. Introduction

This addendum to the stormwater management summary has been prepared to address comments received from the Sussex County Soil Conservation District. The following sections address the offsite stability standard, design of a temporary sediment basin with a floating riser, as well as the soil restoration standard.

II. OffsiteStabilityStandard

This section addresses the conditions below and beyond the immediate limits of the site or property where the soil and related natural resources are subject to damage directly or indirectly by the discharge of stormwater runoff.

Point of Discharge Analysis:

Design of the emergency spillway, which includes an analysis of the 2 and 10 year design storms, assuming blockage of the outlet control structure and no infiltration. Also, it is assumed that the basin is already full up to the emergency spillway elevation. Per the calculations enclosed in this addendum, flow velocity for the 10 year storm is 1.47 ft/sec, less than 2.0 ft/sec. Therefore, the grassed spillway designed is stable.

Design of the rip‐rap apron for the outlet of the detention basin is provided within the Stormwater Management Summary. The apron is designed to be stable for the 25 year design storm in accordance with the rip‐rap apron standards.

Downstream Stability Analysis:

Stormwater discharged from the site under both existing and post development conditions is overland to the neighboring property to the southwest. Once on the neighboring property, stormwater enters the stormwater management system on that property. Peak flow rates for the 2 and 10 year design storms are reduced to 50% and 68% of predevelopment peak flow rates, respectively; therefore, downstream stability is achieved.

III. Temporarysedimentbasin

The proposed detention basin will be utilized as a temporary sediment basin during construction until the site has been permanently stabilized. The outlets on the outlet control structure will be blocked during construction, and a floating skimmer will be utilized to draw down water accumulated in the basin.

Per the calculations included with this addendum, the required capacity of the sediment basin is 11,761 CF, whereas a total of 20,550 CF is provided by the proposed basin. Refer to the Soil Erosion and Sediment Control Plan for details regarding construction of the sediment riser and skimmer.


IV. SoilRestorationStandard

The majority of the area to be disturbed will be comprised of the parking lot, building, sidewalks, and the stormwater management basin. All heavy equipment used for grading of soil on‐site shall utilize low ground pressure tracks, and landscape areas shall be scarified to a depth of 6” prior to the application of topsoil

APPENDIX

SpillwayDesignCalculations

1 2 3

4

5

1


Project: spillway design.gpw Friday, 03 / 8 / 2019





1 SCS Runoff 0.820 5 745 5,677 ------ ------ ------ EX



4 Combine 3.624 5 730 18,055 2, 3 ------ ------ PR-DA-DET





Hyd. No. 1

EX


3

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)


Hyd No. 1


Hyd. No. 2

PR-DA-DET-IMP


4

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)


Hyd No. 2


Hyd. No. 3

PR-DA-DET-PER


5

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (hrs)


Hyd No. 3


Hyd. No. 4

PR-DA-DET


6

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)




Hyd. No. 5

Route Pond



7

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)



Pond Report 8

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 03 / 8 / 2019




0.00 584.00 00 0 00.25 584.25 1,002 125 1251.00 585.00 1,405 903 1,0282.00 586.00 6,068 3,737 4,7643.00 587.00 7,841 6,955 11,7194.00 588.00 9,822 8,832 20,5505.00 589.00 11,527 10,675 31,225


[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) Inactive Inactive 0.00 0.00

Span (in) = 15.00 6.00 0.00 0.00


Invert El. (ft) = 583.00 586.50 0.00 0.00

Length (ft) = 65.00 0.50 0.00 0.00

Slope (%) = 0.50 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60


Crest Len (ft) Inactive Inactive 15.00 0.00

Crest El. (ft) = 587.00 586.50 588.00 0.00

Weir Coeff. = 3.33 3.33 2.60 3.33

Weir Type = Rect Rect Broad ---





0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00

Stage (ft)

0.00 584.00

1.00 585.00

2.00 586.00

3.00 587.00

4.00 588.00

5.00 589.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q





1 SCS Runoff 2.762 5 740 14,979 ------ ------ ------ EX



4 Combine 6.103 5 730 30,189 2, 3 ------ ------ PR-DA-DET





Hyd. No. 1

EX


10

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)


Hyd No. 1


Hyd. No. 2

PR-DA-DET-IMP


11

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)


Hyd No. 2


Hyd. No. 3

PR-DA-DET-PER


12

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)


Hyd No. 3


Hyd. No. 4

PR-DA-DET


13

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)




Hyd. No. 5

Route Pond



14

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)



EMERGENCY SPILLWAY DESIGN CALCULATIONSProject: COLINEAR MACHINE & DESIGNJob #: 0004-002Location: 11 WILSON DR, SPARTA NJ 07871Calculated By: EDWChecked By: EDWDate: 3/8/2019

Design Specifications:

Assume complete blockage of the outlet control structure and no infiltration Route 2 & 10 year storm through basin assuming that the basin is filled with water up to the Emergency Spillway Elevation

10 - yr stormSpillway Width (ft.) 10.00Spillway Elevation (ft.) 588.00Flow through Spillway (Q) (cfs) 4.991Water Surface Elevation (ft) 588.34Depth of Flow (ft) 0.34Area of Flow (A) (sf) 3.40

Velocity (V) = Q / A (ft/sec) 1.47

Flow Velocity is less than 2.0 FPS, therefore grassed spillway is stable

SedimentBasinCalculations

Environmental Impact Statement

for




Prepared by:

_______________________________________________

Eric D. Wilson, PE

NJ Professional Engineer License #51851

February 2020 Wilson #004‐002


Table of Contents I. PROJECT DESCRIPTION .................................................................................................................................................... 3

II. SITE DESCRIPTION AND INVENTORY ............................................................................................................................... 3

III. AREA AND REGIONAL DESCRIPTION ............................................................................................................................... 5

IV. IMPACT ........................................................................................................................................................................... 5

V. RECOMMENDATIONS TO MITIGATE ADVERSE ENVIRONMENTAL IMPACT ................................................................... 7

VI. ALTERNATIVES ................................................................................................................................................................ 8

VII. LICENSES, PERMITS, AND OTHER APPROVALS ................................................................................................................ 8

APPENDIX

USGS Map

Soil Survey

Soil Logs

NJDEP Geoweb Maps


I. PROJECTDESCRIPTION

Purpose and Scope: This study has been prepared to analyze the potential impact that may occur as a

result of the proposed development of the project site on the local environment. The subject site is

located at 11 Wilson Drive in the Township of Sparta, Sussex County, New Jersey and is identified as

block 12006, lot 22 on the Township of Sparta Tax Maps. The site is currently undeveloped. The

proposed improvements consist of constructing a 30,000 SF manufacturing facility, as well as associated

parking and loading facilities, landscaping, site lighting, and stormwater improvements.

Benefits to the public: This project will provide good paying manufacturing jobs in the community and

will provide tax revenues to the Township of Sparta and the County of Sussex without increasing

demand on public services.

Suitability of the site: The project is proposed within an existing light industrial/commercial

development known as Commerce Park. The project will be constructed on one of the few remaining

undeveloped parcels within the overall planned development, which has taken place over the last few

decades. The site is near NJSH Route 15 and NJSH Route 94, providing jobs for residents of Sparta

Township and adjacent municipalities. The site is well suited for the proposed project.

Population: Sparta Township has a population of approximately 18,800 per the US Census Bureau, with

approximately 69% in the workforce. It is anticipated that the supply of local workers within Sparta

Township and the greater Sussex County Area will be sufficient to meet employment demand at the

proposed facility.

Compatibility with Master Plan: The project is located within the Economic Development Zone of Sparta

Township and is a permitted use within that zone. The project is within an industrial park that has been

a planned development designed for the proposed use. The project is compatible with the Sparta

Township Master Plan, the Sussex County Master Plan, as well as the regional and state planning

guidelines.

II. SITEDESCRIPTIONANDINVENTORY

Soil Types: As shown on the NRCS Soil Report in the Appendix, the soils on‐site consist of the Hazen‐

Paulins Kill Complex, 3‐8 percent slopes, very stony. This soil type is consistent with soils encountered

during the stormwater basin subsurface soils investigation and the test holes performed during design

of the proposed septic system. These soils are well drained and are suitable as subsoils for the proposed

stormwater facilities and subsurface sewage disposal. Soil logs prepared for design of the proposed

septic system are included within the appendix.

Topography: The property in question slopes gently from Wilson Drive to the southwest towards the

neighboring property to the rear. The property does not contain any significant topological features. The

topography on‐site is suitable for the proposed development.


Geology: The bedrock formation below the proposed project is Allentown Dolomite. Depth to bedrock

exceeds 60 inches per the NRCS, and bedrock was note encountered up to a depth of 120” when test

holes were dug for the septic system design. There are no significant geologic formations or

outcroppings on this site.

Vegetation: Existing vegetation on‐site is hay, various species of weeds, and several small trees at the

rear of the site in the area of the proposed stormwater management facilities. Vegetation on‐site at the

time of site inspections performed by this office was maintained by regular mowing.

Surface Water: No water bodies or water courses are located on the property in question. Storm water

runoff generated by the site flows over land to the south‐west to existing storm water management

facilities on the neighboring property, where it is conveyed to the storm water conveyance system along

Demarest Road. Flow rates and volumes, as well as proposed stormwater management facilities, are

detailed in the Stormwater Management Summary report prepared by this office and submitted

concurrently with this Environmental Impact Statement.

Subsurface Water: Groundwater on‐site was encountered during excavation of test pits near Wilson

Drive, as well as during the stormwater basin subsurface soils investigation at the rear of the site. Depth

to groundwater varies from a few feet to approximately 10’ as the grade elevations rises towards Wilson

Drive. No Community or Non‐Community wells are located within 500’ of the property. The property is

located within the tier 2 and tier 3 wellhead protection area of the Sparta Township Water Department

community well located on Block 12008 Lot 10. This project has been designed to meet the groundwater

recharge requirements of NJAC 7:8, which will have a positive impact on the continued supply of

groundwater to the aquifer and community wellheads within that aquifer.

Unique, Scenic, or Historic Features: The property in question does not have any unique, scenic or

historic features.

Existing Development Features: The property in question is un‐developed. The property is located within

the Commerce Park planned development which includes public roadways (Wilson Drive, Gail Court), as

well as many commercial and light industrial facilities.

Air Quality: The proposed development is not anticipated to have any adverse impacts on air quality.

During construction, dust control measures will be implemented to protect air quality. Emissions from

construction equipment is anticipated to be de‐minimis and equivalent to current vehicular traffic on

Wilson Drive.

Noise Levels: The proposed facility is an enclosed structure. Noise generated by operations will be

contained within the building, and the noise generated by HVAC equipment will be within the Township

of Sparta’s requirements. Noise during construction may be elevated, but construction activities will not

take place outside of daylight hours. In addition, all neighboring properties are of a commercial or

industrial use and will not be adversely affected by temporarily increased noise levels during

construction.


Energy Conservation Features: The facility will utilize modern HVAC equipment designed to maximize

energy efficiency. Solar is not proposed at this time as part of the project.

Wetlands: A review of NJDEP’s Geoweb GIS mapping indicates the presence of wetlands both on the

property in question and the neighboring property to the south; however, it is important to understand

that Geoweb GIS maps are prepared based on review of aerial photographs and other general

information available from the United States Geological Survey (USGS), the USDA soil survey maps, and

other available reference sources. The Geoweb GIS map is for this property is not based on an actual site

inspection or official delineation of wetlands. The property in question is part of the ongoing

development of the Commerce Park planned industrial development, and is surrounded on all sides by

fully developed lots with similar uses. An existing man‐made stormwater detention basin is located to

the west of the property. Although a wetland area exists further to the west of the property where the

Paulinskill Tributary is dammed into a small pond along Demarest Road, there are neither wetlands

located on the property in question nor within 150’ of the property.

III. AREAANDREGIONALDESCRIPTION

The surrounding area of the proposed project is a developed industrial park. To the northwest of the site

is a developed property with a wooded area beyond that contains a stream, an unnamed tributary to

the Paulinskill River. Further west are residential homes. To the north and east of the property are other

industrial and commercial uses, with NJSH Route 15 beyond. To the south of the property, there are

neighboring commercial properties with undeveloped farmland located beyond.

The surrounding region is rural with active farmland, but also developed with residential homes,

commercial, and industrial uses. Industrial uses in the region include multiple manufacturing facilities

producing a variety of products, as well as multiple railway The region contains many areas of ecologic

significance, and is home to many plant and animal species that receive protection from NJDEP and

USEPA regulations.

The project will not generate significant amounts of vehicle traffic and will not adversely impact the

surrounding transportation network. The project will not utilize any public sewers and will have a

dedicated individual subsurface sewage disposal system. The facility will utilize the Sparta Township

water system but is not anticipated to use a significant amount of water, and will not have any adverse

effects on the water system. The water system connection will be made to the water main located

within Wilson Drive.

IV. IMPACT

Soil Erosion and sedimentation resulting from surface runoff: Potential adverse impacts on downstream

stormwater management facilities and water courses include increased sedimentation rates from

stormwater runoff during construction; however, the project has been designed in accordance with the

NJ Soil Erosion and Sediment Control Standards to mitigate this impact during construction.


Flooding and floodplain disruption: This project could cause potential negative impact on downstream

flooding due to the increase in impervious coverage on‐site, and therefore an increase in stormwater

runoff. To mitigate these potential negative impacts, stormwater management and control facilities

have been designed in accordance with the stormwater control standards of Sparta Township and NJAC

7:8.

Degradation of surface water quality: The possible negative impacts on surface water quality from the

project include runoff pollution due to the use of fertilizer on the landscaped portions of the site, and

pollutants from the proposed parking area. These potential negative impacts are mitigated via the water

quality stormwater basin that has been designed in accordance with the NJDEP BMP Manual to remove

pollutants from stormwater runoff.

Groundwater pollution: No negative impacts to groundwater are anticipated due to this project.

Lubricating oils used in the facility are contained and spill protection procedures, as well as spill

response procedures, will be implemented at the facility to mitigate any potential impact on

groundwater quality.

Reduction of groundwater capabilities: As this site will only utilize a minimal amount of water, and it will

connect to the public water system, the project will have no adverse impact on groundwater supply. The

project will positively impact groundwater supply via the proposed stormwater management

improvements designed in accordance with the groundwater recharge requirements of NJAC 7:8.

Sewage Disposal: An individual subsurface sewage disposal system has been designed for this project in

accordance with the requirements of NJAC 7:9a. The design has been submitted to the Sussex County

Health Department for approval.

Solid Waste Disposal: Solid waste will be contained within designated storage areas and will be picked

up on a regular schedule by a licensed solid waste hauler. No adverse impacts to the environment are

anticipated due to solid waste generation.

Vegetation Destruction: Existing vegetation will be removed to facilitate the development. This adverse

impact will be mitigated via the planting of trees and shrubs in accordance with the Landscape Plan

included in the project Site Plans. Overall, the project will positively impact vegetation on‐site.

Disruption of wildlife habitats: No disruption to protected wildlife habitats will occur as a result of this

project. By selecting the property in question for the project and developing the proposed industrial use

in congruence with the Sparta Township Master Plan, potential disruption to wildlife habitat is

mitigated.

Destruction of scenic and historic features: No scenic or historic features are present on‐site.

Air quality degradation: No long term air quality degradation is anticipated. Dust control measures will

be implemented during construction to mitigate potential air quality degradation as a result of dust.


Noise Levels: Noise levels at the property lines will follow the requirements of the Sparta Township

Ordinance. Only low‐level noise typical of HVAC systems and vehicular traffic is anticipated.

Energy utilization: The project will utilize electricity to operate the industrial manufacturing equipment

within the facility. The facility will be set up to operate 24/7 to take advantage of off‐peak energy

generation and help mitigate overall impact due to energy utilization.

Neighborhood deterioration: The site chosen for this project is not nearby any residential neighborhood;

therefore, no adverse impacts to local neighborhoods is anticipated.

Effect on public services: This project will provide added tax revenues to the Township of Sparta, which

will positively impact the local school system, fire and police. The project is not anticipated to increase

demand on the school system, fire or police departments. No negative impact on public services is

anticipated due to this project.

Traffic congestion: Existing traffic congestion on the nearby state highway Route 15 is a concern in the

region. This project will provide job opportunities for local residents and will utilize multiple shifts to

help mitigate traffic congestion. Please refer to the Traffic Report included with the application

documents for further information related to traffic congestion and impact on local roadways.

Health, safety and welfare of existing residents: The operations proposed at this facility are substantially

similar to the existing operations at the neighboring facilities. The project is not anticipated to have any

negative impacts on the health, safety and/or welfare of existing residents living in the area of the

proposed facility.

Regional development policies: This project is in compliance with regional development policies.

V. RECOMMENDATIONSTOMITIGATEADVERSEENVIRONMENTALIMPACT

Stormwater runoff control: This project has been designed to include stormwater management facilities

to control stormwater quantity, quality, and groundwater recharge in accordance with the requirements

of the Sparta Township Ordinance and NJAC 7:8.

Sewage disposal techniques: This project will employ a subsurface sewage disposal system designed and

constructed in accordance with the requirements of NJAC 7:9a and the Sussex County Health

Department. After construction is completed, the system must be maintained in accordance with NJDEP

and Sussex County Health Department recommendations.

Water supply and water conservation: This project will hook up to the municipal water system and is not

anticipated to use large amounts of water.

Site Design: The project has been designed to utilize many non‐structural stormwater management

strategies in accordance with the NJDEP BMP manual to minimize negative impacts on the environment.


Additional details regarding the non‐structural stormwater management strategies employed on this

project are included in the Stormwater Management Summary prepared by this office.

Energy Conservation Measures: To mitigate adverse potential impacts on the environment related to

energy generation, the project will utilize energy efficient equipment to minimize energy usage.

Noise reduction techniques: To reduce potential adverse noise impacts, deliveries via truck will be

scheduled during day time business hours.

Construction Schedule: To mitigate adverse environmental impacts during construction, soil erosion and

sediment control measures shall be installed in accordance with the certified soil erosion and sediment

control plan. Dust control measures in accordance with the NJ Soil Erosion and Sediment control

standards shall be implemented during construction.

VI. ALTERNATIVES

In the premilitary stages of this project, multiple sites were assessed in and around Sparta Township.

Alternative sites were rejected in favor of the proposed site. The proposed site includes adequate

property area to accommodate the proposed development and associated parking and stormwater

facilities.

Alternative designs for the parking facilities and stormwater management facilities were explored;

however, the proposed design was found to be the most efficient use of space and to have the least

adverse environmental impacts.

VII. LICENSES,PERMITS,ANDOTHERAPPROVALS

Sparta Township Planning Board ‐ pending

Sussex County Planning Board Exemption ‐ pending

Sussex County Health Department ‐ pending

Sussex County Soil Conservation District ‐ pending

Sparta Township Water Department ‐ pending

APPENDIX

USGSMap

SoilSurvey

United StatesDepartment ofAgriculture

A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants

Custom Soil Resource Report for


NaturalResourcesConservationService

June 21, 2018

PrefaceSoil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require

2



https://offices.sc.egov.usda.gov/locator/app?agency=nrcs



alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.

3

ContentsPreface.................................................................................................................... 2Soil Map.................................................................................................................. 5

Soil Map................................................................................................................6Legend..................................................................................................................7Map Unit Descriptions.......................................................................................... 8

Sussex County, New Jersey........................................................................... 10HdxpBb—Hazen-Paulins Kill complex, 3 to 8 percent slopes, very stony...10

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Soil MapThe soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit.

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6

Custom Soil Resource ReportSoil Map

4547

000

4547

030

4547

060

4547

090

4547

120

4547

150

4547

000

4547

030

4547

060

4547

090

4547

120

4547

150

527560 527590 527620 527650 527680 527710 527740 527770 527800 527830

527560 527590 527620 527650 527680 527710 527740 527770 527800 527830

41° 4' 30'' N74

° 4

0' 1

9'' W

41° 4' 30'' N

74° 4

0' 7

'' W

41° 4' 25'' N

74° 4

0' 1

9'' W

41° 4' 25'' N

74° 4

0' 7

'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS840 50 100 200 300

Feet0 15 30 60 90

MetersMap Scale: 1:1,280 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point FeaturesBlowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:24,000.

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 ServiceWeb 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: Sussex County, New JerseySurvey Area Data: Version 14, Oct 6, 2017

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Feb 5, 2014—Oct 15, 2016

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.


7

Map Unit DescriptionsThe map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas


8

shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.


9


HdxpBb—Hazen-Paulins Kill complex, 3 to 8 percent slopes, very stony

Map Unit SettingNational map unit symbol: 2wh1rElevation: 400 to 800 feetMean annual precipitation: 36 to 71 inchesMean annual air temperature: 46 to 55 degrees FFrost-free period: 131 to 178 daysFarmland classification: All areas are prime farmland

Map Unit CompositionHazen, very stony, and similar soils: 60 percentPaulins kill, very stony, and similar soils: 35 percentMinor components: 5 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Hazen, Very Stony

SettingLandform: Valley trains, outwash deltasLandform position (three-dimensional): TreadDown-slope shape: Linear, convexAcross-slope shape: Linear, convexParent material: Coarse-loamy glaciofluvial deposits derived from limestone,

sandstone, and shale

Typical profileOi - 0 to 1 inches: slightly decomposed plant materialAp - 1 to 10 inches: loamBt - 10 to 18 inches: sandy loam2C1 - 18 to 29 inches: very stony loamy coarse sand2C2 - 29 to 41 inches: very gravelly coarse sand2C3 - 41 to 60 inches: extremely gravelly coarse sand


high (0.57 to 5.95 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water storage in profile: Low (about 4.9 inches)



10

Description of Paulins Kill, Very Stony

SettingLandform: Valley trains, outwash deltasLandform position (three-dimensional): TreadDown-slope shape: Linear, convexAcross-slope shape: Linear, convexParent material: Loamy over sandy and gravelly glaciofluvial deposits derived

from limestone, sandstone, and shale

Typical profileOi - 0 to 1 inches: slightly decomposed plant materialAp - 1 to 11 inches: gravelly loamBw - 11 to 20 inches: very gravelly coarse sandy loamBC - 20 to 26 inches: extremely gravelly loamy coarse sand2C1 - 26 to 45 inches: extremely gravelly coarse sand2C2 - 45 to 51 inches: extremely gravelly coarse sand2C3 - 51 to 60 inches: very gravelly coarse sand


very high (1.42 to 14.17 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneSalinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm)Available water storage in profile: Low (about 4.3 inches)


Minor Components

Otisville, very stonyPercent of map unit: 5 percentLandform: Valley trains, outwash deltasLandform position (three-dimensional): TreadDown-slope shape: Linear, convexAcross-slope shape: Linear, convexHydric soil rating: No


11

SoilLogs

NJDEPGEOWEBMAPS

eric

Text Box

AERIAL MAP

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Polygonal Line

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Text Box

PIQ

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Text Box

NJDEP GEOWEB - WETLANDS MAP

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Text Box

NJDEP GEOWEB - STREAMS MAP

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Text Box

NJDEP GEOWEB - NON COMMUNITY WELLHEAD PROTECTION AREA MAP

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Text Box

NJDEP GEOWEB - COMMUNITY WELLHEAD PROTECTION AREA MAP

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Text Box

NJDEP GEOWEB - BEDROCK SURFACE TOPOGRAPHY MAP

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Text Box

NJDEP GEOWEB - BEDROCK GEOLOGY MAP

TRAFFIC IMPACT STATEMENT

For

Proposed Industrial Manufacturing Facility

Property Located at:

11 Wilson Drive

Block 12006 Lot 22

Township of Sparta, Sussex County, NJ

Prepared by:

1904 Main Street 245 Main Street, Suite 110

Lake Como, NJ 07719 Chester, NJ 07930

(732) 681-0760

Joseph J. Staigar, PE, PP Craig W. Peregoy, PE

NJ PE License #30024 NJ PE License #45880

March 30, 2018

2554-99-001TE

EH

Traffic Impact Statement Proposed Industrial Manufacturing Facility– Township of Sparta

Page 1

INTRODUCTION It is proposed to construct a 30,000 square foot industrial manufacturing building (The Project). The site is located on a parcel of land along the west side of Wilson Drive north of its intersection with Gail Court, in the Township of Sparta, Sussex County, New Jersey as shown on Figure 1 contained in the Technical Appendix. The site is designated as Block 12006 – Lot 22 on the Township Tax Maps. Parking will be provided via seventy nine (79) on-site parking spaces. Access to the proposed site will be provided via one (1) full movement driveway along Wilson Drive. Dynamic Traffic, LLC has been retained to prepare this study to assess the traffic impact associated with the construction of The Project on the adjacent roadway network. This study documents the methodology, analyses, findings and conclusions of our study and includes:

A detailed field inspection was conducted to obtain an inventory of existing roadway geometry, traffic control, and location and geometry of existing driveways and intersections.

Projections of traffic to be generated by The Project were prepared utilizing trip generation data as published by the Institute of Transportation Engineers.

The parking layout and supply was assessed based on accepted design standards and demand experienced at similar developments.


Page 2

EXISTING CONDITIONS A review of the existing roadway conditions near the proposed site was conducted to provide the basis for assessing the traffic impact of the development. This included field investigations of the surrounding roadways and intersections, collection of traffic volume data, and extensive analyses.

Existing Roadway Conditions The following are descriptions of the roadways in the study area: Wilson Drive is a local roadway under the jurisdiction of the Township of Sparta. In the vicinity of the site the speed limit is not posted and the roadway provides one travel lane for each direction of travel with a general north/south orientation. Wilson Drive provides a curved horizontal alignment

and a relatively flat vertical alignment. Wilson Drive extends from Route 15 to the southwest for approximately two thirds of a mile to its terminus at its intersection with Demarest Road. The land uses along Wilson Drive in the vicinity of The Project are primarily commercial.


Page 3

FUTURE CONDITIONS

Traffic Generation Projections of future traffic volumes were developed utilizing data as published in the Institute of Transportation Engineers (ITE) publication Trip Generation, 10th Edition for Land Use Code (LUC) 140

– Manufacturing. Table I summarizes the projected trips generated by the proposed development utilizing the ITE data.

Table I

Proposed Trip Generation

Land Use AM PSH PM PSH Saturday PSH

In Out Total In Out Total In Out Total

Proposed 30,000 SF Manufacturing Facility

15 4 19 6 14 20 14 14 28

It should be noted that in addition to actual production of goods manufacturing facilities generally include office, warehouse, research and associated functions. Since no appreciable increase in trip generation is projected to be generated by the site, the operational conditions of the surrounding roadway network is not anticipated to change. The minimal delays and queues in the area will remain as existing and it is likely that there will be no perceptible change in the traffic conditions with the construction of the proposed project. In fact, both ITE and NJDOT define a “significant” increase in traffic as 100 or more peak hour trips. As shown in Table I, the subject property will generate less than 30% of this threshold.


Page 4

SITE PLAN

Site Access and Circulation The site plan was reviewed with respect to the site access and on-site circulation design. As noted previously, access to The Project will continue to be provided via one (1) full movement driveway along Wilson Drive. The parking lot will be serviced by drive aisles of 24 feet which will allow for two-way circulation and 90-degree parking.

Parking

The Township of Sparta Ordinance sets forth a parking requirement of 1 parking space per employee or 1 parking space per 500 square feet (whichever is greater) for manufacturing uses. With 50 employees projected this equates to a requirement of 50 parking spaces or with 30,000 square feet proposed this equates to a requirement of 60 parking spaces. Utilizing the greater of the two, 60 parking spaces will be required. The site as proposed provides seventy nine (79) on-site parking spaces which exceeds the Ordinance requirements. It is proposed to provide parking stalls with dimensions of 9’x18’ which are consistent with generally accepted engineering design standards and it is expected that the dimensions will adequately accommodate the site.


Page 5

FINDINGS & CONCLUSIONS

Findings Based upon the detailed analyses as documented herein, the following findings are noted: The proposed development will generate 15 entering trips and 4 exiting trips during the morning

peak hour, 6 entering trips and 14 exiting trips during the evening peak hour and 14 entering trips and 14 exiting trips during the Saturday peak hour.

Access to the site will be provided via one (1) full movement driveway along Wilson Drive. As proposed, The Project’s site driveway and internal circulation have been designed to provide

for safe and efficient movement of automobiles.

The proposed parking supply and design is sufficient to support the projected demand for the proposed use.

Conclusions

Based upon our Traffic and Parking Impact Study as detailed in the body of this report, it is the professional opinion of Dynamic Traffic LLC that the adjacent street system of the Township of Sparta will not experience any significant degradation in operating conditions with the construction of The Project. The site driveway is located to provide safe and efficient access to the adjacent roadway system. The site plan as proposed provides for good circulation throughout the site and provides adequate parking to accommodate The Project’s needs.

Technical Appendix

Proposed Industrial Manufacturing FacilityFigure 1

Traffic Impact Statement

2554-99-001TESite Location Map

3/26/2018

PROJECT LOCATION

Ph: 973-383-2112 Fax: 973-579-2113201 Houses Corner Road, Sparta NJ 07871

COLINEAR MACHINE & DESIGN, INC.PROPOSED INDUSTRIAL MANUFACTURING FACILITY

11 WILSON DRIVE, SPARTA TOWNSHIP SUSSEX COUNTY, NEW JERSEY

LOT 22; BLOCK 12006 - TAX MAP SHEET 12.02

ENGINEERING, PLLC

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DRAWINGS PREPARED BY

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1 COVER PAGE2 AERIAL3 GENERAL NOTES4 DEMOLITION PLAN5 SITE PLAN6 GRADING PLAN7 DRAINAGE PLAN8 UTILITY PLAN9 LIGHTING PLAN10 LANDSCAPE PLAN11 SOIL EROSION & SEDIMENT CONTROL PLAN & DETAILS12 SOIL EROSION & SEDIMENT CONTROL NOTES13 CONSTRUCTION DETAILS14 CONSTRUCTION DETAILS15 CONSTRUCTION DETAILS16 CONSTRUCTION DETAILS17 CONSTRUCTION DETAILS18 CONSTRUCTION DETAILS19 CONSTRUCTION DETAILS1 of 1 TRUCK TURN RADIUS

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200'

200' PROPERTY OWNERS LISTPROPERTY OWNER BLOCK LOT

19 WILSON DRIVE, LLC 12006 2099 DEMAREST RD SUITE 3SPARTA, NJ 07871

TREADSTONE PARTNERS, LLC 12006 2115 WILSON DRSPARTA, NJ 07871

J&M SG, LLC 12006 2375 BELCHER RDBLAIRSTOWN, NJ 07825

DEMAREST ROAD CONDO 12006 24115 DEMAREST RDSPARTA, NJ 07871

ONE WILSON DRIVE, LLC 12006 241 WILSON DR - 1ASPARTA, NJ

COOLTOWER, LLC 12006 25253 OAK RIDGE RDOAK RIDGE, NJ 07438

POST PACKAGING, INC 12007 120 WILSON DRSPARTA, NJ 07871

8 WILSON DRIVE, LLC 12007 999 DEMAREST RD, SUITE 3SPARTA, NJ 07871

12 WILSON DR LLC 12007 10200 RT 130 NCINNAMINSON, NJ 08077

ALSO TO BE NOTIFIED

NEW JERSEY DEPARTMENT OF TRANSPORTATIONREGIONAL ENGINEER200 STIERLI COURTMOUNT ARLINGTON, NJ 07856

SUSSEX COUNTY PLANNING BOARDADMINISTRATION CENTER, 1 SPRING STREETNEWTON, NJ 07860

LAKE MOHAWK COUNTRY CLUB21 THE BOARDWALKSPARTA, NJ 07871

STATE OF NEW JERSEYHIGHLANDS WATER PROTECTION & PLANNING COUNCIL100 NORTH ROAD (ROUTE 513)CHESTER, NEW JERSEY 07930

JCP&LC/0 ENGINEERING DEPT300 MADISON AVE; PO BOX 1911MORRISTOWN, NJ 07962-1911

PSE&G COMPANYMANAGER - CORPORATE PROPERTIES80 PARK PLAZA, T6BNEWARK, NJ 07102

SECTV OF NJ, INC.320 SPARTA AVENUESPARTA, NJ 07871

TOWNSHIP OF SPARTAPLAZA WASTE WATER TREATMENT FACILITY65 MAIN STREETSPARTA, NJ 07871

CENTURYLINK/EMBARQ/SPRINTPO BOX 740463CINCINNATI, OH 45242-0463

ELIZABETHTOWN GAS520 GREEN LNUNION, NJ 07083

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THIS AERIAL IMAGE IS NJDEP AERIAL PHOTOGRAPHY DATED 2015 AND 2019 (LOT 25).IMPROVEMENTS DEPICTED ON THIS PLAN MAY HAVE CHANGED SINCE PHOTOS WERE OBTAINED.

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3 19THIS PLAN SET IS FOR PERMITTING PURPOSES ONLY

& SHALL NOT BE UTILIZED FOR CONSTRUCTION

DEMOLITION NOTES1. ALL DEMOLITION ACTIVITIES ARE TO BE PERFORMED IN STRICT ADHERENCE TO ALL FEDERAL, STATE AND LOCAL

REGULATIONS.2. CONCRETE AND MASONRY SHALL BE DEMOLISHED IN SMALL SECTIONS.3. STRUCTURAL FRAMING MEMBERS SHALL BE REMOVED AND LOWERED TO THE GROUND BY MEANS OF HOISTS,

DERRICKS, OR OTHER SUITABLE METHODS.4. ALL CONCRETE SLABS ON GRADE TO BE REMOVED SHALL BE BROKEN UP INTO SMALL PIECES.5. CONTRACTOR SHALL LOCATE DEMOLITION EQUIPMENT THROUGHOUT THE STRUCTURE AND REMOVE MATERIALS

IN A SYSTEMATIC MANNER, WITHOUT IMPOSING EXCESSIVE LOADS ON SUPPORTING WALLS, FLOORS, ORFRAMING.

6. CONTRACTOR SHALL DEMOLISH AND REMOVE ALL FOUNDATION WALLS, FOOTINGS, AND OTHER MATERIALSWITHIN THE AREA OF THE DESIGNATED FUTURE BUILDING. ALL OTHER FOUNDATION SYSTEMS, INCLUDINGBASEMENTS, SHALL BE DEMOLISHED TO A DEPTH OF NOT LESS THAN ONE FOOT BELOW PROPOSED PAVEMENT.ALL OPEN UTILITY LINES SHALL BE SEALED WITH CONCRETE. THE CONTRACTOR SHALL REVIEW ALL STRUCTURESPRIOR TO DEMOLITION TO DETERMINE IF BASEMENTS, CRAWL SPACES, OR ANY SUBSTRUCTURE EXISTS. ANYSUBSTRUCTURE INCLUDING BASEMENTS, SHALL BE REMOVED IN ITS ENTIRETY OR AS DIRECTED BY OWNER.

7. CONTRACTOR SHALL ERECT AND MAINTAIN COVERED PASSAGEWAYS TO PROVIDE SAFE PASSAGE FOR PERSONSAROUND THE AREA OF DEMOLITION, AS APPLICABLE. ALL DEMOLITION ACTIVITIES SHALL BE CONDUCTED IN AMANNER THAT WILL PREVENT DAMAGE AND PERSONAL INJURY TO STRUCTURES, ADJACENT BUILDINGS, AND ALLPERSONS.

8. REFRAIN FROM USING EXPLOSIVES WITHOUT PRIOR WRITTEN CONSENT OF OWNER AND APPLICABLEGOVERNMENTAL AUTHORITIES.

9. CONDUCT DEMOLITION SERVICES IN SUCH A MANNER TO ENSURE MINIMUM INTERFERENCE WITH ROADS,STREETS, WALKS AND OTHER ADJACENT FACILITIES. DO NOT CLOSE OR OBSTRUCT STREETS, WALKS, OR OTHEROCCUPIED FACILITIES WITHOUT PRIOR WRITTEN PERMISSION OF OWNER AND ANY APPLICABLE GOVERNMENTALAUTHORITIES. PROVIDE ALTERNATE ROUTES AROUND CLOSED OR OBSTRUCTED TRAFFIC WAYS, IF REQUIRED BYAPPLICABLE GOVERNMENTAL REGULATIONS.

10. USE WATERING, TEMPORARY ENCLOSURES AND OTHER SUITABLE METHODS AS NECESSARY TO LIMIT THEAMOUNT OF AIR BORN DUST AND DIRT. CLEAN ADJACENT STRUCTURES AND IMPROVEMENTS OF ALL DUST ANDDEBRIS CAUSED BY THE DEMOLITION OPERATIONS. RETURN ALL ADJACENT AREAS TO THE CONDITIONS EXISTINGPRIOR TO THE START OF WORK.

11. CONTRACTOR SHALL UTILIZE TEMPORARY FENCING, OR OTHER METHODS, TO PREVENT THE UNAUTHORIZEDENTRY OF PERSONS AT ANY TIME.

12. COMPLETELY FILL BELOW GRADE AREAS AND VOIDS RESULTING FROM THE DEMOLITION OF STRUCTURES ANDFOUNDATIONS WITH SOIL MATERIALS IN ACCORDANCE WITH THE GEOTECHNICAL REPORT (IF APPLICABLE),CONSISTING OF STONE, GRAVEL AND SAND FREE FROM DEBRIS, TRASH, FROZEN MATERIALS, ROOTS AND OTHERORGANIC MATTER. STONES USED WILL NOT BE LARGER THAN 6 INCHES IN DIMENSION, MATERIAL FROMDEMOLITION MAY NOT BE USED AS FILL. PRIOR TO PLACEMENT OF FILL MATERIALS, UNDERTAKE ALL NECESSARYACTION TO ENSURE THAT AREAS TO BE FILLED ARE FREE OF STANDING WATER, FROST, FROZEN MATERIAL,TRASH AND DEBRIS. PLACE FILL MATERIALS IN HORIZONTAL LAYERS NOT EXCEEDING 6 INCHES IN LOOSE DEPTHAND COMPACT EACH LAYER AT PLACEMENT TO 95% OPTIMUM DRY DENSITY. GRADE THE SURFACE TO MEETADJACENT GRADES AND TO PROVIDE SURFACE DRAINAGE.

13. REMOVE FROM THE SITE ALL DEBRIS, RUBBISH, SALVAGEABLE ITEMS, HAZARDOUS AND COMBUSTIBLE SERVICES.REMOVED MATERIALS MAY NOT BE STORED, SOLD OR BURNED ON THE SITE. REMOVAL OF HAZARDOUS ANDCOMBUSTIBLE MATERIALS SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE PROCEDURES AS AUTHORIZEDBY THE FIRE DEPARTMENT OR OTHER APPROPRIATE REGULATORY AGENCIES AND AUTHORITIES.

14. DISCONNECT, SHUT OFF AND SEAL IN CONCRETE ALL UTILITIES SERVICE THE STRUCTURES TO BE DEMOLISHEDBEFORE THE COMMENCEMENT OF THE DESIGNATED DEMOLITION. MARK FOR POSITION ALL UTILITY, DRAINAGEAND SANITARY LINES AND PROTECT ALL ACTIVE LINES. CLEARLY IDENTIFY BEFORE THE COMMENCEMENT OFDEMOLITION SERVICES THE REQUIRED INTERRUPTION OF ACTIVE SYSTEMS THAT MAY AFFECT OTHER PARTIES,AND NOTIFY ALL APPLICABLE UTILITY COMPANIES TO ENSURE THE CONTINUATION OF SERVICE.

15. THIS DEMOLITION PLAN IS INTENDED TO IDENTIFY THOSE EXISTING CONDITIONS WHICH ARE TO BE REMOVED. ITIS NOT INTENDED TO PROVIDE DIRECTION REGARDING MEANS AND METHODS. ALL PROCEDURES ARE TO BE INACCORDANCE WITH STATE, FEDERAL, LOCAL, AND JURISDICTIONAL REQUIREMENTS. THE CONTRACTOR SHALL BERESPONSIBLE FOR ALL SAFETY PRECAUTIONS.

16. IN ACCORDANCE WITH STATE LAW, THE CONTRACTOR SHALL BE REQUIRED TO CALL THE UTILITY ONE-CALL FORUTILITY MARK OUT IN ADVANCE OF ANY EXCAVATION.

17. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING ALL EXISTING SITE IMPROVEMENTS AND UTILITIES. ANYDISCREPANCIES SHALL BE IDENTIFIED TO THE ENGINEER OF RECORD IN WRITING.

GENERAL NOTES:1. THIS PLAN HAS BEEN PREPARED BASED ON REFERENCES INCLUDING:

TOPOGRAPHIC SURVEY AS-BUILT PLAN FOR DEMAREST DEVELOPMENTDYKSTRA ASSOCIATES, PC DYKSTRA ASSOCIATES, PC11 LAWRENCE ROAD 11 LAWRENCE ROADNEWTON, NJ 07860 NEWTON, NJ 07860FILE #: SP-18 FILE #. SP-18DATED: 9/3/15 DATED:9/3/15

2. OWNER: JOHN T. SAN GIACOMO JR. & MICHELLE A. SAN GIACOMO75 BELCHER ROADBLAIRSTOWN, NJ 07825(973) 300-1681

3. APPLICANT: COLINEAR MACHINE & DESIGN, INC.7 WILSON DRIVESPARTA, NJ 07871(973) 300-1681

4. PARCEL DATA: BLOCK 12006, LOT 2211 WILSON DRIVETOWNSHIP OF SPARTASUSSEX COUNTY, NEW JERSEYZONE: ED (ECONOMIC DEVELOPMENT DISTRICT)USE: MANUFACTURING - PERMITTED USE

5. SCHEDULE OF REQUIREMENTS: §18-4.29

6. OFF-STREET PARKING: §18-5.3.h

MIN. AISLE WIDTH: 24' REQUIRED; 24' PROPOSED (COMPLIES)MIN. SPACE SIZE: 10'X18' REQUIRED; 9'X18' PROPOSED (W)

MIN. NUMBER OF SPACES:MANUFACTURING: 1 SPACE/EMPLOYEE OR SPACE/500 SF (WHICHEVER IS GREATER)

30,000 SF/500 SF = 60 SPACES REQUIREDOR

50 EMPLOYEES = 50 SPACES REQUIREDTOTAL REQUIRED: 60 SPACESTOTAL PROPOSED: 79 SPACES (COMPLIES)

7. OFF-STREET LOADING: §18-5.3.h.1(s)

NUMBER OF SPACES - 20,000 SF TO 49,999 SF: 3 SPACES REQUIRED; 3 PROPOSED (COMPLIES)LOADING SPACE SIZE - 12'X30' REQUIRED; 12'X30' PROPOSED (COMPLIES)

8. ALL CONTRACTORS AND SUBCONTRACTORS SHALL CARRY STATUTORY WORKERS COMPENSATION INSURANCE, EMPLOYERSLIABILITY INSURANCE, AND APPROPRIATE LIMITS OF COMMERCIAL GENERAL LIABILITY INSURANCE (CGL). ALLCONTRACTORS AND SUBCONTRACTORS MUST HAVE CGL POLICIES ENDORSED TO NAME WILSON ENGINEERING, PLLC, ANDITS SUBCONSULTANTS AS ADDITIONAL INSURED AND TO PROVIDE CONTRACTUAL LIABILITY COVERAGE SUFFICIENT TOINSURE THE HOLD HARMLESS AND INDEMNITY OBLIGATIONS ASSUMED BY THE CONTRACTOR. ALL CONTRACTORS MUSTFURNISH WILSON ENGINEERING, PLLC WITH CERTIFICATES OF INSURANCE AS EVIDENCE OF THE REQUIRED INSURANCEPRIOR TO COMMENCING WORK AND UPON RENEWAL OF EACH POLICY DURING THE ENTIRE PERIOD OF CONSTRUCTION. INADDITION, ALL CONTRACTORS WILL TO THE FULLEST EXTENT PERMITTED BY LAW INDEMNIFY AND HOLD HARMLESSWILSON ENGINEERING, PLLC AND ITS SUBCONSULTANTS FROM AND AGAINST ANY DAMAGES, LIABILITIES OR COSTS,INCLUDING REASONABLE ATTORNEY'S FEES AND DEFENCE COSTS, ARISING OUT OF OR IN ANY WAY CONNECTED WITH THEPROJECT, INCLUDING ALL CLAIMS BY EMPLOYEES OF THE CONTRACTORS.

9. NEITHER THE PROFESSIONAL ACTIVITIES OF WILSON EINGEERING, PLLC NOR THE PRESENCE OF WILSON ENGINEERING,PLLC OR ITS EMPLOYEES AND SUBCONSULTANTS AT A PROJECT SITE SHALL RELIEVE THE CONTRACTOR OF ITSOBLIGATIONS, DUTIES AND RESPONSIBILITIES INCLUDING, BUT NOT LIMITED TO, CONSTRUCTION MEANS, METHODS,SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING, SUPERINTENDING AND COORDINATING THEWORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY PRECAUTIONS REQUIRED BY ANYREGULATORY AGENCIES. WILSON ENGINEERING, PLLC AND ITS PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANYCONTROL OVER ANY CONSTRUCTION CONTRACTOR OR ITS EMPLOYEES REGARDING THEIR WORK OR ANY HEALTH ORSAFETY PROGRAMS OR PROCEDURES. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR JOBSITE SAFETY.

10. WILSON ENGINEERING, PLLC SHALL REVIEW AND APPROVE OR TAKE OTHER APPROPRIATE ACTION ON THE CONTRACTOR'SSUBMITTALS AND SHOP DRAWINGS WHICH THE CONTRACTOR IS REQUIRED TO SUBMIT, BUT ONLY FOR THE LIMITEDPURPOSE OF CHECKING FOR CONFORMANCE WITH THE DESIGN CONCEPT AND THE INFORMATION SHOWN ON THECONSTRUCTION MEANS OR METHODS, COORDINATION OF THE WORK WITH OTHER TRADES OR CONSTRUCTION SAFETYPRECAUTIONS, ALL OF WHICH ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. WILSON ENGINEERING, PLLC'S REVIEWSHALL BE CONDUCTED WITH REASONABLE PROMPTNESS WHILE ALLOWING SUFFICIENT TIME TO PERMIT ADEQUATEREVIEW. REVIEW OF A SPECIFIC ITEM SHALL NOT INDICATE THAT WILSON ENGINEERING, PLLC HAS REVIEWED THE ENTIREASSEMBLY OF WHICH THE ITEM IS A COMPONENT. WILSON ENGINEERING, PLLC SHALL NOT BE RESPONSIBLE FOR ANYDEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOT BROUGHT TO THE ATTENTION OF WILSON ENGINEERING, PLLCIN WRITING BY THE CONTRACTOR. WILSON ENGINEERING, PLLC SHALL NOT BE REQUIRED TO REVIEW PARTIALSUBMISSIONS OR THOSE FOR WHICH SUBMISSIONS OF CORRELATED ITEMS HAVE NOT BEEN RECEIVED.

11. IN AN EFFORT TO RESOLVE ANY CONFLICTS THAT MAY ARISE DURING THE DESIGN AND CONSTRUCTION PHASES OF THEPROJECT OR FOLLOWING THE COMPLETION OF THE PROJECT, WILSON ENGINEERING, PLLC AND THE CONTRACTOR MUSTAGREE THAT ALL DISPUTES BETWEEN THEM ARISING OUT OF OR RELATING TO THIS AGREEMENT OR THE PROJECT SHALLBE SUBMITTED TO NONBINDING MEDIATION UNLESS THE PARTIES MUTUALLY AGREE OTHERWISE.

12. THE CONTRACTOR MUST INCLUDE A MEDIATION PROVISION IN ALL AGREEMENTS WITH INDEPENDENT SUBCONTRACTORSAND CONSULTANTS RETAINED FOR THE PROJECT AND MUST REQUIRE ALL INDEPENDENT CONTRACTORS ANDCONSULTANTS ALSO TO INCLUDE A SIMILAR MEDIATION PROVISION IN ALL AGREEMENTS WITH THEIR SUBCONTRACTORS,SUBCONSULTANTS, SUPPLIERS AND FABRICATORS, THEREBY PROVIDING FOR MEDIATION UNLESS THE PARTIES MUTUALLYAGREE OTHERWISE.

REQUIREMENT ED ZONE EXISTING PROPOSEDMIN. LOT AREA 80,000 SF 144,306 SF (3.31 AC) 144,306 SF (3.31 AC)

MIN. LOT WIDTH 200' 348' 348'MAX. PRINCIPAL BUILDING SETBACKS - FRONT YARD 100' (75' Filed Map) N/A 75.0'

- SIDE YARD 30' N/A 30.0' - REAR YARD 50' N/A 87.17'MAX. PARKING SETBACKS - FRONT YARD 50' N/A 50.0' TO PARKING SP.

- SIDE YARD N/A N/A 53.28'

- REAR YARD N/A N/A 80.79'

MAX. LOT AREA RATIO 25% N/A 21%MAX. BUILDING STORIES 2.5 N/A 1.0MAX. BUILDING HEIGHT 35' N/A 29.5'MAX. IMPERVIOUS COVERAGE 40% 0.0% 44.9% (64,853 SF) (V)

N/S: NO STANDARD N/A: NOT APPLICABLE (V): VARIANCE (E): EXISTING NON-CONFORMANCE

13. IF THE CONTRACTOR DEVIATES FROM THE PLANS AND SPECIFICATIONS, INCLUDING THE NOTES CONTAINEDTHEREON, WITHOUT FIRST OBTAINING PRIOR WRITTEN AUTHORIZATION FOR SUCH DEVIATIONS FROM THEOWNER AND ENGINEER OF RECORD, IT SHALL BE RESPONSIBLE FOR THE PAYMENT OF ALL COSTS TO CORRECTANY WORK DONE, ALL FINES OR PENALTIES ASSESSED WITH RESPECT THERETO AND ALL COMPENSATORY ORPUNITIVE DAMAGES RESULTING THEREFROM AND IT SHALL INDEMNIFY AND HOLD THE OWNER AND ENGINEER OFRECORD HARMLESS FROM ALL SUCH COSTS TO CORRECT ANY SUCH WORK AND FROM ALL SUCH FINES ANDPENALTIES, COMPENSATION AND PUNITIVE DAMAGES AND COSTS RESULTING THEREFROM.

14. ALL TRAFFIC SIGNS AND STRIPING SHALL FOLLOW THE REQUIREMENTS SPECIFIED IN THE LATEST EDITION OF THEMANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS PUBLISHED BY THE FEDERALHIGHWAY ADMINISTRATION.

15. THE BUILDING SETBACK DIMENSIONS ILLUSTRATED AND LISTED ON THE SITE PLAN DRAWINGS ARE MEASUREDFROM THE OUTSIDE SURFACE OF BUILDING WALLS. THESE SETBACK DIMENSIONS DO NOT ACCOUNT FOR ROOFOVERHANGS, ORNAMENTAL ELEMENTS, SIGNAGE OR OTHER EXTERIOR EXTENSIONS UNLESS SPECIFICALLYNOTED.

16. THE CONTRACTOR ACKNOWLEDGES THEY HAVE READ AND UNDERSTOOD THE DESIGN PHASE SOILPERMEABILITY AND GROUNDWATER TEST RESULTS (IF APPLICABLE) IN THE STORMWATER MANAGEMENT REPORTAND THAT THE CONTRACTORS RESPONSIBILITIES INCLUDE NECESSARY PROVISIONS TO ACHIEVE THE DESIGNPERMEABILITY IN THE FIELD.

17. THE CONTRACTOR IS ADVISED THAT THE ENGINEER WAS NOT PROVIDED WITH FINAL FLOOR PLAN DRAWINGS FORTHE BUILDING AT THE TIME OF SITE PLAN DESIGN. AS A RESULT, ENTRANCE DOOR LOCATIONS AS DEPICTEDHEREON MAY NOT BE FINAL AND MUST BE CONFIRMED WITH THE FINAL ARCHITECTURAL PLANS PRIOR TOCONSTRUCTION. THE HANDICAP ACCESSIBLE PARKING SPACES AND THE ASSOCIATED RAMPS AND ACCESSIBLEROUTE MUST COMPLY WITH NJAC 5:23-7 AND THE NJ BUILDING CODE. THE CONTRACTOR SHALL NOTIFY THEOWNER AND ENGINEER OF RECORD IMMEDIATELY OF ANY DISCREPANCY PRIOR TO CONSTRUCTION.

SIGNAGE TABLE

SIGN TYPE

# OF SIGNS SIZE HEIGHT SETBACK

PERMITTED PROPOSED PERMITTED PROPOSED PERMITTED PROPOSED REQUIRED PROPOSED

FREESTANDING 1 1 48 SF 10 SF (COMPLIES) 16' 3.5' (COMPLIES) 25' 25' (COMPLIES)

PLANTING NOTES & SPECIFICATIONS1. THIS WORK SHALL CONSIST OF PERFORMING, CLEARING AND SOIL

PREPARATION, FINISH GRADING, PLANTING AND DRAINAGE, INCLUDING ALLLABOR, MATERIALS, TOOLS, EQUIPMENT, AND ANY OTHER APPURTENANCESNECESSARY FOR THE COMPLETION OF THIS PROJECT.

2. ALL PLANTS SHALL BE FURNISHED AND INSTALLED AS INDICATED, HEALTHYOR NORMAL GROWTH, WELL ROOTED, FREE FROM DISEASE AND INSECTS.QUALITY AND SIZE OF PLANTS, SPREAD OF ROOTS, AND SIZE OF BALLS SHALLBE IN ACCORDANCE WITH ANSI Z60.1 "AMERICAN STANDARD FOR NURSERYSTOCK" AS PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPEASSOCIATION.

3. MULCH BEDS SHALL HAVE 4" OF DOUBLE SHREDDED HARDWOOD BARKMULCH.

4. BEFORE AND DURING PRELIMINARY GRADING AND FINISH GRADING, ALLWEEDS AND GRASSES SHALL BE DUG OUT BY THE ROOTS AND DISPOSED OFAT THE CONTRACTOR'S EXPENSE.

5. TOPSOIL SHALL BE A LOAMY SILT MATERIAL HAVING AN ORGANIC CONTENTNOT LESS THAN 5%, PH RANGE BETWEEN 4.5-7, BE FREE OF DEBRIS, ROCKSLARGER THAN 2", WOOD, ROOTS, VEGETABLE MATTER AND CLAY CLODS.CONTRACTOR SHALL PROVIDE A 5" THICK LAYER IN ALL PLANTING AREAS.TOPSOIL SHOULD BE SPREAD OVER A PREPARED SURFACE IN A UNIFORMLAYER TO PRODUCE A 5" UNSETTLED THICKNESS. TOPSOIL PRESENT AT THESITE MAY BE USED TO SUPPLEMENT THE TOTAL AMOUNT REQUIRED.CONTRACTOR TO FURNISH AN ANALYSIS OF ON-SITE TOPSOIL UTILIZED INALL PLANTING AREAS, AND ADJUST PH AND NUTRIENT LEVELS AS REQUIREDTO ENSURE AN ACCEPTABLE GROWING MEDIUM.

6. POSITION TREES AND SHRUBS AT THEIR INTENDED LOCATIONS AS PER THEPLANS AND SURE THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFOREEXCAVATING PITS, MAKING NECESSARY ADJUSTMENTS AS NEEDED.

7. PLANTING PITS SHALL BE DUG WITH LEVEL BOTTOMS, WITH THE WIDTH TWICETHE DIAMETER OF THE ROOT BALL . EACH PLANT PIT SHALL BE BACKFILLEDWITH TOPSOIL, MIXED WITH FERTILIZER AS RECOMMENDED BY THELANDSCAPE ARCHITECT AND THE PLANT SUPPLIER. SOIL SHALL BE TAMPEDFIRMLY AT THE BOTTOM OF THE PIT, BACKFILLED AROUND THE ROOT BALLAND WATERED THOROUGHLY. ALL PLANTS SHALL BE SET SO THEY BEAR THESAME RELATION TO THE REQUIRED GRADE AS THEY BORE TO THE NATURALGRADE BEFORE BEING TRANSPLANTED. AN EARTHEN BERM BASIN SHALL BEPREPARED AROUND EACH PLANTED TREE, AT LEAST AS WIDE AS THEPLANTING PIT FOR THE TREE. TREES AND SHRUBS SHOULD BE WATEREDIMMEDIATELY AFTER PLANTING.

8. ALL TREES ADJACENT TO WALKWAYS SHALL BE PRUNED TO A MINIMUM OF 7'BRANCHING HEIGHT.

9. ALL GROUND COVER SHALL RECEIVE A 1/4" LAYER OF HUMUS RAKED INTOTHE TOP 1" OF PREPARED SOIL PRIOR TO PLANTING GROUND COVER.SPACING AND VARIETY SHALL BE AS SHOWN ON THE PLAN. GROUND COVERPLANTINGS SHALL BE WATERED IMMEDIATELY AFTER PLANTING.

10. ALL LAWN AND PLANTING AREAS SHALL BE GRADED TO A SMOOTH, EVEN ANDUNIFORM PLANE WITH NO ABRUPT CHANGE OF SURFACE, UNLESSOTHERWISE DIRECTED BY LANDSCAPE ARCHITECT.

11. SOIL AREAS ADJACENT TO BUILDINGS SHALL SLOPE AWAY FROM THEBUILDING. ALL PLANTING AREAS SHALL BE GRADED AND MAINTAINED TOALLOW FREE FLOW OF SURFACE WATER.

12. CONTRACTOR SHALL GUARANTEE ALL PLANTS FOR A PERIOD OF ONE (1)YEAR FROM ACCEPTANCE OF JOB. OWNER TO SECURE A MAINTENANCEBOND FROM THE CONTRACTOR FOR TEN PERCENT OF THE VALUE OF THELANDSCAPE INSTALLATION WHICH WILL BE RELEASED AT THECOMMENCEMENT OF THE GUARANTEE PERIOD AND PASSES A FINALINSPECTION BY THE OWNER OR OWNER'S REPRESENTATIVE.

13. UPON COMPLETION OF ALL PLANTING WORK AND BEFORE FINALACCEPTANCE, THE CONTRACTOR SHALL REMOVE ALL MATERIALS,EQUIPMENT, AND DEBRIS RESULTING FROM HIS WORK. ALL PAVED AREASSHALL BE BROOM CLEANED AND THE SITE LEFT IN A NEAT AND ACCEPTABLECONDITION AS APPROVED BY THE OWNER OR OWNER'S REPRESENTATIVE.

14. TREES, SHRUBS, AND OTHER PLANTS SHALL BE MAINTAINED BY PRUNING,CULTIVATING AND WEEDING AS REQUIRED FOR HEALTHY GROWTH. LAWNAREAS TO BE MAINTAINED BY WATERING, FERTILIZING, WEEDING, MOWING,TRIMMING, AND OTHER OPERATIONS SUCH AS ROLLING, REGRADING ANDREPLANTING AS REQUIRED.

LANDSCAPE COMPLIANCE CHART

REQUIREMENT (§18-5.3.o) REQUIRED PROPOSED

LANDSCAPE PLAN SCALE 1" = 20' 1" = 20'

MIN. PLANT MASS AREA (30% OFIMPERVIOUS SURFACES) 19,494 SF 75,124 SF INCLUDING

LAWNMIN. 5% OF TOTAL PARKING LOT AREATO BE INTERIOR LANDSCAPING 1,599 SF 2,235 SF

SIDE & REAR YARD LANDSCAPE STRIP:

LOW SHRUBS (<3' HEIGHT) 27 12 (W)

MEDIUM SHRUBS (<7' HEIGHT) 40 12 (W)

LARGE SHRUBS (<12' HEIGHT) 14 6 (W)

TREES (>12' HEIGHT) 7 0 (W)

DECIDUOUS TREES 7 0 (W)

FRONT YARD LANDSCAPE STRIP:

LOW SHRUBS (<3' HEIGHT) 16 12 (W)

MEDIUM SHRUBS (<7' HEIGHT) 24 6 (W)

LARGE SHRUBS (<12' HEIGHT) 8 3 (W)

TREES (>12' HEIGHT) 2 12

DECIDUOUS TREES 9 12

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ALL IMPROVEMENTS TO BE REMOVED UNLESS OTHERWISE NOTED

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NOTES1. SEE SHEET 3 OF 19 "General Notes" FOR DEMOLITION NOTES.

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& SHALL NOT BE UTILIZED FOR CONSTRUCTIONNOTES1. SEE SHEET 3 OF 19 "GENERAL NOTES" FOR SITE PLAN NOTES.

PROP. 1090 LFBELGIAN BLOCK CURB

PROPOSEDSTORAGE AREA

PROP. 70LF 8' HBOARD-ON-BOARDFENCE AROUNDRECYCLING AREA

PROPOSED ASPHALTPAVEMENT

PROPOSED 10'WIDE ROLL UPDOORS (3 TYP.)

PROPOSED 5'WCONCRETE SIDEWALK

PROPOSED PARKINGAREA ENTRANCE

9.00'

18.00'

PROP. DETENTIONBASIN

R20.00'

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R3.00' R15.00'

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30.00'55.00'

14.50'

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30.00'

75.00'

53.28'

20.00'

40.00'

125.00'

22.00'R5.00'

R5.00'PROPOSED HANDICAPPARKING ACCESS

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PROP. 10 SF ID SIGN

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80.79'

18.00'

R3.00'

PROP. 10'X10'BOARD-ON-BOARDTRASH ENCLOSURE

PROPOSED 14'WIDE ROLL UPDOOR

PROP. BASIN ACCESS

PROP.INFILTRATIONBASIN

TOP OF DETENTIONBASIN BERM

TOP OF INFILTRATIONBASIN

BOTTOM OFINFILTRATION BASIN

BOTTOM OFDETENTION BASIN

PROP. RIP-RAPOUTLET PROTECTION

PROP. CONCRETELOW FLOW CHANNEL

PROP. OUTLETCONTROLSTRUCTURE

PROP. FOREBAY

PROP. CONCRETEPAD FORTRANSFORMER

PROP. WALL PACKLIGHT

PROP. POLEMOUNTED AREALIGHT

PROP. STOP SIGNAND STOP BAR

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TYPE"B" CATCH BASIN

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GRATE: 583.74

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30' SIDE YARD SETBACK

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PROPOSED INDUSTRIAL MANUFACTURING FACILITY 30,000 S.F. (2,675 SF OFFICE)

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N 51°44'15" W

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N 21°52'29" W

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N 68°07'31" E

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FLARED END SECTION

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INV: 580.94

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18" RCP

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LEGEND:

GRADING NOTES:1. SITE GRADING SHALL BE PERFORMED IN ACCORDANCE WITH

THESE PLANS AND SPECIFICATIONS AND THERECOMMENDATIONS SET FORTH IN THE SOILS REPORTREFERENCED IN THIS PLAN SET. THE CONTRACTOR SHALL BERESPONSIBLE FOR REMOVING AND REPLACING ALL SOFT,YIELDING OR UNSUITABLE MATERIALS AND REPLACING WITHSUITABLE MATERIALS AS SPECIFIED IN THE SOILS REPORT. ALLEXCAVATED OR FILLED AREAS SHALL BE COMPACTED TO 95% OFMODIFIED PROCTOR MAXIMUM DENSITY PER A.S.T.M. TESTD-1557. MOISTURE CONTENT AT TIME OF PLACEMENT SHALL NOTEXCEED 2% ABOVE OR 3% BELOW OPTIMUM. CONTRACTORSHALL SUBMIT A COMPACTION REPORT PREPARED BY AQUALIFIED STATE LICENSED PROFESSIONAL ENGINEERVERIFYING THAT ALL FILLED AREAS AND SUB-GRADE AREASWITHIN THE BUILDING AREA, AND AREAS TO BE PAVED, HAVEBEEN PROPERLY COMPACTED.

2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OFEXISTING TOPOGRAPHIC INFORMATION AND UTILITY INVERTELEVATIONS PRIOR TO CONSTRUCTION. CONTRACTOR TOENSURE MINIMUM 0.75% SLOPE ALONG CURBS, 0.5% ON ALLCONCRETE SLABS, AND 1% ON ALL ASPHALT SURFACES, ANDSHALL BE RESPONSIBLE FOR ENSURING NO PONDING ON-SITE.

3. CONTRACTOR SHALL PROVIDE CURBING GRADE CUT SHEETS TOENGINEER FOR APPROVAL PRIOR TO CONSTRUCTING ALLCURBS; HOWEVER, ENGINEER'S APPROVAL DOES NOT RELIEVECONTRACTOR OF THEIR RESPONSIBILITY TO CONSTRUCT CURBSIN ACCORDANCE WITH THE DESIGN PLANS IN WITH POSITIVESLOPE TO DRAIN WATER TO DRAINAGE IMPROVEMENTS.

4. SUB-BASE MATERIAL UTILIZED FOR CONCRETE WORK ANDPAVEMENT AREAS SHALL BE FREE OF ORGANIC OR UNSUITABLEMATERIAL. ALL UNSUITABLE MATERIAL SHALL BE REMOVED ANDREPLACED WITH APPROVED STRUCTURAL FILL MATERIALCOMPACTED TO 95% OPTIMUM DENSITY.

5. THIS PLAN SHALL BE UTILIZED SOLELY FOR GRADE ANDELEVATION INFORMATION. IF THERE ARE ANY DISCREPANCIESBETWEEN THE SITE PLAN AND THIS PLAN, THE SITE PLAN SHALLCONTROL. THE ENGINEER OF RECORD SHALL BE NOTIFIEDIMMEDIATELY OF ANY DISCREPANCIES, AND ANY ASSOCIATEDCONSTRUCTION ACTIVITY HALTED.

6. ALL SIDEWALKS SHALL HAVE A MAXIMUM CROSS SLOPE OF 2%.CONTRACTOR SHALL ENSURE A MAXIMUM SLOPE OF 2% IN ALLDIRECTIONS WITHIN ADA PARKING SPACES AND ACCESS AISLES,AND IN TURNING SPACES AND DOOR ENTRY WAYS. THERE SHALLBE A MAXIMUM RUNNING SLOPE OF 5% AND MAXIMUM CROSSSLOPE OF 2% ON ALL OTHER PORTIONS OF THE ACCESSIBLEROUTE. THE CONTRACTOR SHALL CONSULT THE ENGINEER ONANY QUESTIONS REGARDING ADA COMPLIANCE PRIOR TOCONSTRUCTION.

7. THE OWNER SHALL RETAIN A QUALIFIED GEOTECHNICALENGINEER TO TEST SOIL PERMEABILITY IN BASIN SUB-SOILS ANDTO TEST COMPACTION AND SUITABILITY OF SUB-GRADE SOILSBELOW FOOTINGS, SLABS, AND PAVEMENT; ELSE THE OWNERAND CONTRACTOR SHALL HAVE FULL RESPONSIBILITY TOENSURE SUITABLE SOILS ARE UTILIZED DURING CONSTRUCTION.CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE OWNER'SGEOTECHNICAL ENGINEER PRIOR TO THE START OFCONSTRUCTION AND SHALL SCHEDULE INSPECTIONS OF FILLPLACEMENT, BASIN PERMEABILITY TESTING, AND REMOVAL OFUNSUITABLE SOIL.

8. CONTRACTOR SHALL REMOVE EXISTING UNSUITABLE MATERIALSFROM BASIN AREAS TO ACHIEVE DESIGN PERMEABILITY, ANDSHALL REMOVE UNSUITABLE MATERIALS FROM SUB-GRADEAREAS OF FOOTINGS, SIDEWALKS, PAVEMENT, ETC.

9. THE CONTRACTOR IS RESPONSIBLE FOR GRADE CONTROL,CONSTRUCTION STAKEOUT, AND AS-BUILT PLANS.

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1. CONSTRUCTION OF SANITARY AND STORM LINES SHALL BEGIN AT THE LOWEST INVERT, MOVING IN AN UPHILL DIRECTION.2. CONTRACTOR SHALL CALL UTILITY ONE-CALL NUMBER PRIOR TO EXCAVATION IN ACCORDANCE WITH THE LAWS AND REGULATIONS OF THE STATE OF

NEW JERSEY AND OF THE UTILITY COMPANIES.3. REFER TO ARCHITECTURAL PLANS FOR UTILITY CONNECTION SIZING. THESE PLANS WERE PREPARED PRIOR TO COMPLETION OF FINAL

ARCHITECTURAL CONSTRUCTION PLANS. THE ENGINEER SHALL BE NOTIFIED IN WRITING IMMEDIATELY OF ANY DISCREPANCIES.4. ALL ROOF LEADER CONNECTION PIPING MUST BE CONFIRMED WITH FINAL ARCHITECTURAL PLANS. ROOF LEADERS SHALL BE CONSTRUCTED OF

SCH-40 PVC OR SDR-35 PVC, UNLESS OTHERWISE NOTED.5. REINFORCED CONCRETE PIPE (RCP) SHALL BE IN CONFORMANCE WITH ASTM C-76, CLASS 3, UNLESS NOTED OTHERWISE ON THESE PLANS. RCP SHALL

BE INSTALLED PER THE AMERICAN CONCRETE PIPE ASSOCIATION GUIDELINES AND JOINT SEALANTS SHALL BE IN ACCORDANCE WITH ASTM C 990 FORSILT-TIGHT JOINTS.

6. HDPE PIPE SHALL BE SMOOTH WALLED CORRUGATED PIPE AND CONFORM TO ASTM F2306. PERFORATED PIPE SHALL HAVE SILT-TIGHT JOINTS.7. CONTRACTOR SHALL NOTE THAT PIPE LENGTHS ARE MEASURED TO THE CENTER OF THE STRUCTURE ON THESE PLANS; THEREFORE, ACTUAL PIPE

LENGTHS BETWEEN STRUCTURES WILL LIKELY BE LESS.

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TYPE"B" CATCH BASIN

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GRATE: 583.74

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24

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36

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19

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TP-4

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TP-3

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TP-2

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TP-1

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(A)

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(B)

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S 26°34'51" E

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S 40°08'28" W

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80.82'

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N 40°08'28" E

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80.49'

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N 51°44'15" W

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149.07'

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N 21°52'29" W

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50.60'

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N 68°07'31" E

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100.44'

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S 26°34'51" E

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180.03'

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S 38°15'45" W

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35.77'

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DRAINAGE EASEMENT

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TYPE"B" CATCH BASIN

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TYPE"B" CATCH BASIN

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GRATE: 583.87

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GRATE: 583.30

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TYPE"B" CATCH BASIN

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GRATE: 583.83

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TYPE"B" CATCH BASIN

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GRATE: 584.16

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FLARED END SECTION

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INV: 580.94

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18" RCP

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24" RCP

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12" RCP

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12" RCP

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15" RCP

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15" RCP

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TC: 591.00 GR: 590.50 INV IN: 586.18 INV OUT: 586.18

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TC: 590.90 GR: 590.40 INV OUT: 587.20

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120LF 8" HDPE ROOF LEADER @ 0.5% SL MIN0.5% SL MIN

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INV: 584.15

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OCS #2 GR: 587.80 INV (3" ORIFICE): 584.00 INV (14" WEIR): 586.50 INV OUT: 581.43

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RIM: 590.50 INV IN (A): 585.00 INV IN (B): 585.95 INV OUT: 584.10

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OCS #1 GR: 590.50 INV (3"): 586.00 INV OUT: 586.00

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RIM: 588.50 INV IN: 585.60 INV OUT: 584.16

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PROP. LOW FLOW CHANNEL @ 0.5% SL MIN.0.5% SL MIN.

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INV: 584.25

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17LF 15" HDPE @ 0.5% SL0.5% SL

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3LF 12" HDPE @ 0.5% SL0.5% SL

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27LF 15" HDPE @ 0.5% SL0.5% SL

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RIM: 590.50 INV IN (A): 586.08 INV IN (B): 586.08 INV OUT: 586.08

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20LF 18" HDPE @ 0.5% SL0.5% SL

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INV: 586.00

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RIP-RAP APRON #1 L: 10' W1: 6' W2: 9'

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RIM: 589.00 INV IN: 586.42 INV OUT: 586.32

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48 LF TRENCH DRAIN GR: 588.13

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43LF 18" HDPE @ 0.5% SL

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31LF 15" HDPE @ 0.5% SL

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43LF 18" HDPE @ 0.5% SL

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52LF 18" HDPE @ 0.5% SL

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72LF 15" HDPE @ 0.5% SL

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36LF 15" HDPE @ 0.5% SL

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20LF 18" HDPE @ 0.5% SL0.5% SL

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4LF 12" HDPE @ 0.5% SL0.5% SL

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RIP-RAP APRON #2 L: 7' W1: 6' W2: 7'

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RIP-RAP APRON #3 L: 11' W1: 6' W2: 8'

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RIP-RAP APRON #4 L: 16' W1: 6' W2: 20'

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BOT. OF DETENTION BASIN ELEV: 584.00

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TOP OF DETENTION BASIN BERM ELEV: 589.50

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BOT. OF INFILTRATION BASIN ELEV: 586.00

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TOP OF INFILTRATION BASIN ELEV: 587.25

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15' WIDE EMERGENCY SPILLWAY ELEV: 588.00

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24LF 18" HDPE @ 0.5% SL0.5% SL

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INV: 581.00

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RIM: 583.75 INV IN: 581.22 INV OUT: 581.12

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APPROXIMATE LOCATION OF EXISTING DRAINAGE BASIN ON LOT 25

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PROPOSED GRADE


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40200 10


LEGEND:

UTILITY NOTES:

1. LOCATION OF ALL EXISTING AND PROPOSED SERVICES ARE APPROXIMATE AND MUST BECONFIRMED BY THE CONTRACTOR WITH LOCAL UTILITY COMPANIES PRIOR TOCONSTRUCTION. UTILITY CONNECTION LOCATIONS AND ELEVATIONS SHALL BE CONFIRMED BYTHE CONTRACTOR PRIOR TO CONSTRUCTION, AND THE ENGINEER SHALL BE NOTIFIEDIMMEDIATELY OF ANY DISCREPANCIES. CONSTRUCTION OF SANITARY AND STORM LINESSHALL BEGIN AT THE LOWEST INVERT, MOVING IN AN UPHILL DIRECTION.

2. CONTRACTOR SHALL CALL UTILITY ONE-CALL NUMBER PRIOR TO EXCAVATION IN ACCORDANCEWITH THE LAWS AND REGULATIONS OF THE STATE OF NEW JERSEY AND OF THE UTILTIYCOMPANIES.

3. REFER TO ARCHITECTURAL PLANS FOR UTILITY CONNECTION SIZING. THESE PLANS WEREPREPARED PRIOR TO COMPLETION OF FINAL ARCHITECTURAL CONSTRUCTION PLANS. THEENGINEER SHALL BE NOTIFIED IN WRITING IMMEDIATELY OF ANY DISCREPANCIES.

4. WATER MAIN AND SERVICE LINE MATERIALS SHALL BE IN ACCORDANCE WITH LOCAL WATERCOMPANY STANDARDS.

5. ALL WATER MAIN PIPE SHALL BE CLASS 52 DUCTILE IRON PIPE, CEMENT LINED, UNLESSOTHERWISE NOTED ON THESE PLANS.

6. DOMESTIC WATER SERVICE LINES SHALL BE TYPE K COPPER, A MINIMUM SIZE OF 1”, UNLESSOTHERWISE NOTED.

7. SEWER MAINS SHALL BE SEPARATED FROM WATER MAINS BY 10' HORIZONTALLY. IFSEPARATION IS NOT POSSIBLE, THE WATER MAIN SHALL BE AT LEAST 18” ABOVE THE SEWERMAIN IN A SEPARATE TRENCH. SEWER MAINS SHALL BE CONSTRUCTED OF SDR-35 PVC PIPE,AND SEPTIC SERVICE PIPES SHALL BE CONSTRUCTED OF SCH-40 PVC PIPE.

8. ALL SEWER PIPES INSTALLED WITH LESS THAN 3' COVER, OR WITHIN 18” VERTICALLY OF AWATER MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE, CLASS 52 CEMENT LINED, ANDSHALL BE TREATED WITH SEWER COAT, OR APPROVED EQUAL.

9. WHERE SEWER LATER CONNECTIONS ARE GREATER THAN 10' DEEP, DEEP LATERALCONNECTIONS SHALL BE UTILIZED IN ACCORDANCE WITH UTILITY COMPANY STANDARDS.

10. LOCATION AND LAYOUT OF GAS, ELECTRIC, AND TELECOM SERVICES DEPICTED ON THESEPLANS ARE SCHEMATIC AND MUST BE CONFIRMED WITH THE UTILITY COMPANY PRIOR TOCONSTRUCTION.

11. ALL PROPOSED UTILITY LINES SHALL BE UNDERGROUND, UNLESS OTHERWISE NOTED.12. CONTRACTOR SHALL NOTE THAT PIPE LENGTHS ARE MEASURED TO THE CENTER OF THE

STRUCTURE ON THESE PLANS; THEREFORE, ACTUAL PIPE LENGTHS BETWEEN STRUCTURESWILL LIKELY BE LESS.

PROP. PAD MOUNTEDTRANSFORMER

PROP. UNDERGROUND ELECTRIC ANDTELECOMMUNICATION SERVICES

PROP. 1" TYPE-K COPPERDOMESTIC WATERSERVICE TAPPED OFF 4"SERVICE FROM STREET

PROP. 4" DIP FIRE SERVICE

PROP. 4" DIP FROMEXISTING STUB

PROP. SEPTIC SYSTEM TO BEAPPROVED BY SUSSEXCOUNTY HEALTH DEPARTMENT(REFER TO SEPTIC SITE PLAN)

PROP. ELECTRICFEED TO PUMP TANK

PROPOSED INDUSTRIAL MANUFACTURINGFACILITY 30,000 S.F. (2,675 SF OFFICE)

PROP. GAS SERVICE

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TYPE"B" CATCH BASIN

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GRATE: 583.74

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S 26°34'51" E

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S 26°34'51" E

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180.03'

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S 38°15'45" W

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35.77'

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+

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12" RCP

T.0

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3.33.9

4.33.8

2.81.7

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7.66.8

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4.26.6

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2.2

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5.45.7

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2.71.8

1.71.6

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4.76.0

5.9

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3.14.6

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5.05.7

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2.11.4

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4.74.9

4.7

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6.55.3

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2.31.7

1.30.9

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2.62.1

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2.02.2

2.31.7

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0.30.4

0.60.9

1.21.4

1.31.1

0.40.4

0.40.4

0.30.2

0.10.1

0.10.1

0.00.0

0.00.0

0.00.

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.2

0.30.4

0.60.9

1.11.1

1.0

0.50.6

0.60.5

0.40.3

0.20.2

0.10.1

0.10.0

0.00.0

0.00.0

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.20.3

0.40.5

0.70.9

0.80.6

0.80.9

0.90.7

0.50.3

0.20.2

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.20.3

0.40.5

0.50.6

0.50.4

0.91.1

1.21.0

0.80.5

0.40.2

0.20.1

0.10.1

0.00.0

0.00.0

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.2

0.20.3

0.40.5

0.40.3

1.31.4

1.41.1

0.80.6

0.40.3

0.20.1

0.10.1

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.2

0.20.3

0.40.5

0.50.5

0.4

1.71.7

1.61.2

0.90.6

0.40.3

0.20.1

0.10.0

0.00.0

0.00.

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.3

0.40.5

0.70.8

1.01.1

1.31.5

2.02.5

2.42.0

1.51.0

0.70.4

0.30.2

0.10.1

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.3

0.40.6

0.81.2

1.52.1

2.94.1

5.34.7

2.5

2.93.3

2.92.4

1.61.1

0.70.4

0.30.2

0.10.1

0.00.0

0.00.0

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.2

0.30.5

0.71.0

1.42.2

3.14.3

6.48.6

9.46.3

3.41.4

3.43.9

4.13.6

2.61.7

1.10.7

0.40.2

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.2

0.40.5

0.81.1

1.72.6

3.75.0

7.09.3

9.77.4

4.62.5

1.40.9

0.5

5.05.1

4.74.0

2.61.6

1.10.6

0.40.2

0.10.1

0.10.0

0.00.0

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.2

0.30.4

0.60.8

1.21.9

2.83.6

4.86.6

8.58.3

6.44.6

3.12.0

1.51.2

1.01.0

5.95.5

5.03.8

2.31.5

0.90.5

0.30.2

0.10.1

0.00.0

0.00.

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.2

0.30.4

0.60.9

1.42.0

2.73.4

4.15.2

6.36.1

5.34.2

3.32.4

2.01.8

1.92.3

2.83.5

2.7

5.96.1

5.14.3

3.01.8

1.10.7

0.40.2

0.10.1

0.10.0

0.00.0

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.2

0.20.3

0.40.6

1.01.6

2.22.7

3.23.6

4.24.4

4.44.1

3.73.1

2.42.2

2.42.8

3.65.2

6.87.9

6.32.9

6.05.9

4.63.5

2.11.2

0.80.5

0.30.2

0.10.1

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.2

0.20.3

0.40.7

1.31.9

2.42.7

3.03.4

3.83.7

3.63.4

3.12.7

2.32.3

2.83.6

4.46.2

8.510.8

8.35.1

2.61.2

0.6

4.75.7

5.44.5

3.11.6

0.80.5

0.30.2

0.10.1

0.10.0

0.00.0

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.20.2

0.30.5

0.91.9

2.62.9

3.03.0

3.03.1

3.13.0

2.82.6

2.32.1

2.32.9

3.64.4

6.38.5

9.57.5

5.43.3

2.01.2

0.80.6

4.04.8

5.04.4

2.71.5

0.80.4

0.20.1

0.10.1

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.20.2

0.30.6

1.83.1

3.73.9

3.73.3

3.02.8

2.62.5

2.42.2

2.02.0

2.22.7

3.34.0

5.16.8

7.16.2

4.73.4

2.31.7

1.41.2

1.21.3

1.2

3.34.2

4.43.7

2.31.4

0.80.4

0.20.1

0.10.0

0.00.0

0.00.

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.3

1.24.2

5.65.4

4.74.1

3.63.1

2.72.4

2.22.1

1.91.8

1.82.0

2.42.9

3.43.9

4.84.8

4.53.9

3.32.4

2.01.9

1.92.3

2.93.9

4.93.8

2.13.0

3.53.5

2.71.9

1.20.7

0.40.2

0.10.1

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.1

0.20.2

2.97.3

8.37.2

5.84.4

3.73.1

2.62.2

2.01.8

1.71.6

1.71.8

2.12.4

2.83.4

3.63.5

3.43.2

2.82.2

2.02.1

2.63.2

4.46.4

8.49.0

5.92.9

1.2

1.82.4

2.72.6

2.01.5

1.00.6

0.30.2

0.10.1

0.00.0

0.00.0

00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.2

0.95.0

9.710.6

8.86.4

4.53.6

3.02.4

2.01.8

1.61.5

1.41.5

1.61.7

2.02.2

2.62.8

2.82.7

2.62.2

2.01.9

2.23.0

3.85.1

7.19.4

9.77.2

4.32.3

1.20.7

1.11.5

1.82.0

1.81.5

1.10.7

0.50.3

0.20.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.3

1.25.0

7.98.9

8.16.2

4.43.5

2.82.2

1.81.6

1.41.3

1.21.2

1.31.5

1.61.8

2.02.0

2.12.1

2.01.8

1.81.8

2.22.9

3.64.8

6.78.7

8.36.3

4.42.9

1.81.2

0.90.8

0.7

1.01.4

1.51.5

1.31.0

0.80.5

0.30.2

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.4

1.43.8

5.96.5

6.24.8

3.93.3

2.62.0

1.71.4

1.21.1

1.01.0

1.11.2

1.31.4

1.51.6

1.61.6

1.61.6

1.61.7

2.12.7

3.34.0

5.26.4

6.15.2

4.03.0

2.11.7

1.61.5

1.82.1

2.4

0.91.2

1.21.1

0.90.7

0.60.4

0.30.2

0.10.1

0.00.0

0.00.

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.2

0.51.3

2.84.1

4.74.5

3.93.3

2.82.2

1.91.6

1.31.1

1.00.9

0.90.9

1.01.0

1.11.2

1.31.3

1.31.3

1.41.4

1.61.9

2.32.8

3.33.9

4.24.3

3.93.5

2.92.1

1.92.0

2.32.9

4.05.5

6.86.3

2.9

0.50.8

1.01.0

0.80.7

0.50.4

0.30.2

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.20.2

0.61.2

2.13.1

3.73.6

3.32.8

2.42.0

1.71.4

1.21.0

0.90.8

0.80.8

0.80.8

0.90.9

1.01.0

1.11.1

1.21.3

1.41.6

1.92.3

2.83.3

3.33.2

3.12.9

2.42.0

2.02.2

3.03.8

5.27.4

9.79.3

6.03.1

1.3

0.40.6

0.80.7

0.60.5

0.40.3

0.20.1

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.2

0.30.6

1.11.8

2.32.8

2.92.7

2.42.1

1.81.6

1.31.1

0.90.8

0.70.7

0.70.7

0.70.7

0.70.8

0.80.9

0.91.0

1.11.2

1.41.6

1.82.1

2.42.5

2.52.4

2.22.0

1.81.9

2.43.2

4.05.5

7.710.1

8.76.4

3.92.1

1.00.7

0.50.5

0.50.5

0.40.4

0.30.2

0.20.1

0.10.1

0.00.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.2

0.40.7

1.11.5

1.92.1

2.32.3

2.22.0

1.81.5

1.31.1

0.90.8

0.70.7

0.60.6

0.60.6

0.60.6

0.70.7

0.80.8

0.91.0

1.11.3

1.51.7

1.81.9

1.91.9

1.81.7

1.71.8

2.33.0

3.64.8

6.57.8

7.15.4

3.72.4

1.40.9

0.70.6

0.50.4

0.30.3

0.20.2

0.10.1

0.10.0

0.00.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.2

0.20.4

0.71.0

1.41.7

1.92.1

2.22.1

2.01.8

1.51.3

1.11.0

0.80.8

0.70.6

0.60.6

0.60.5

0.60.6

0.60.6

0.70.7

0.80.9

1.01.2

1.31.4

1.41.5

1.51.5

1.51.5

1.72.1

2.63.2

3.84.8

5.25.0

4.23.4

2.41.5

1.00.7

0.50.4

0.30.3

0.20.2

0.10.1

0.10.1

0.00.0

0.00.

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.2

0.30.5

0.71.0

1.41.8

2.02.2

2.22.2

2.11.9

1.71.4

1.21.1

0.90.8

0.80.7

0.60.6

0.60.5

0.50.5

0.50.6

0.60.6

0.70.7

0.80.9

1.01.1

1.21.2

1.21.2

1.31.4

1.51.8

2.22.7

3.23.7

3.63.6

3.22.8

2.01.3

0.90.7

0.50.4

0.30.2

0.20.1

0.10.1

0.10.0

0.00.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.20.3

0.50.8

1.11.5

2.02.3

2.52.6

2.52.3

2.11.8

1.61.4

1.21.1

1.00.9

0.80.8

0.70.6

0.60.6

0.50.5

0.50.5

0.50.6

0.60.6

0.70.8

0.80.9

0.91.0

1.01.1

1.21.3

1.51.8

2.12.5

2.82.8

2.82.5

2.11.5

1.10.8

0.60.4

0.30.2

0.20.1

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.20.3

0.60.9

1.21.8

2.52.9

3.13.2

3.22.8

2.42.1

1.81.5

1.41.3

1.21.1

1.00.9

0.80.8

0.70.6

0.60.5

0.50.5

0.50.5

0.50.5

0.60.6

0.70.7

0.80.8

0.80.9

1.01.1

1.31.5

1.71.9

2.02.1

2.11.9

1.61.2

0.90.7

0.50.4

0.30.2

0.10.1

0.10.1

0.10.0

0.00.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.2

0.40.6

1.01.4

2.33.0

3.53.9

3.94.0

3.32.9

2.42.0

1.71.5

1.51.4

1.31.3

1.21.1

1.00.9

0.80.7

0.60.6

0.50.5

0.50.5

0.50.5

0.50.6

0.60.6

0.70.7

0.80.8

0.91.1

1.21.4

1.51.6

1.61.6

1.51.3

1.10.8

0.60.5

0.30.3

0.20.1

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.2

0.30.6

1.01.6

2.73.7

4.55.4

5.64.9

3.93.3

2.72.2

1.91.7

1.71.7

1.61.6

1.51.4

1.21.1

0.90.8

0.70.6

0.60.5

0.50.5

0.50.5

0.50.5

0.50.5

0.60.6

0.60.7

0.80.8

0.91.1

1.21.2

1.31.4

1.41.3

1.21.1

0.90.8

0.60.3

0.10.2

0.10.1

0.10.0

0.00.0

0.00.

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.2

0.50.9

1.52.6

4.15.8

7.58.1

6.44.8

3.73.1

2.42.0

1.92.0

2.12.1

2.01.9

1.81.6

1.31.1

1.00.8

0.70.7

0.60.6

0.60.5

0.50.5

0.50.5

0.50.5

0.50.5

0.60.6

0.70.7

0.80.9

1.01.1

1.21.4

1.51.6

1.82.2

2.62.7

1.91.1

0.40.2

0.10.1

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.20.5

1.12.2

4.26.8

9.19.7

7.35.2

4.03.1

2.42.1

2.22.4

2.62.7

2.72.6

2.31.9

1.61.4

1.11.0

0.80.8

0.70.7

0.70.6

0.60.6

0.60.5

0.50.5

0.50.5

0.50.5

0.60.6

0.70.7

0.81.0

1.11.3

1.62.0

2.73.5

5.16.7

7.35.3

2.10.7

0.30.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.2

0.51.3

3.26.2

9.69.2

6.84.8

3.52.9

2.32.2

2.53.0

3.33.5

3.43.5

3.02.4

2.01.6

1.31.1

0.90.9

0.80.8

0.80.8

0.80.7

0.70.6

0.60.6

0.50.5

0.50.5

0.50.5

0.60.7

0.70.9

1.11.3

1.72.5

3.44.5

6.48.8

10.57.6

4.32.0

0.80.4

0.20.1

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.3

1.02.7

5.86.0

4.83.4

2.62.2

2.12.2

2.83.6

4.14.6

4.64.3

3.53.0

2.41.8

1.41.2

1.01.0

1.01.0

1.01.0

1.01.0

0.90.8

0.70.6

0.60.6

0.50.5

0.50.5

0.60.6

0.70.8

1.01.3

1.82.6

3.54.6

6.68.8

9.47.2

4.92.8

1.50.8

0.40.2

0.10.1

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.41.0

1.51.7

1.61.5

1.41.6

2.02.8

3.95.3

6.57.1

5.84.4

3.42.7

2.01.5

1.21.1

1.11.2

1.21.3

1.31.3

1.31.2

1.00.9

0.80.7

0.60.6

0.60.5

0.60.6

0.60.7

0.81.0

1.31.8

2.53.3

4.15.4

7.27.2

6.04.4

2.91.8

1.10.6

0.30.2

0.10.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.20.3

0.40.5

0.71.0

1.42.4

4.06.1

8.39.5

7.45.2

3.82.9

2.01.5

1.21.2

1.21.4

1.61.7

1.71.7

1.61.5

1.31.1

1.00.8

0.70.7

0.60.6

0.60.6

0.70.7

0.91.1

1.31.7

2.32.9

3.54.1

4.94.8

4.43.7

2.91.8

1.10.7

0.40.2

0.10.1

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.10.2

0.40.7

1.63.4

6.39.4

9.97.4

5.13.7

2.81.9

1.41.3

1.31.4

1.72.0

2.32.3

2.32.2

1.91.6

1.41.2

1.00.9

0.80.7

0.70.7

0.70.8

0.80.9

1.11.3

1.62.0

2.42.9

3.43.6

3.53.3

2.92.3

1.51.0

0.70.4

0.20.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.2

0.51.5

4.37.3

7.86.2

4.22.9

2.11.6

1.31.3

1.41.7

2.22.7

3.03.1

3.12.9

2.42.0

1.61.3

1.11.0

0.90.9

0.80.9

0.90.9

1.01.0

1.11.3

1.41.7

2.02.3

2.72.7

2.72.6

2.21.7

1.20.9

0.60.4

0.20.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.30.8

1.92.9

3.12.3

1.81.4

1.21.2

1.21.4

1.92.8

3.43.9

3.94.0

3.53.0

2.41.9

1.51.2

1.11.0

1.01.0

1.01.1

1.11.1

1.21.2

1.31.4

1.51.7

1.82.0

2.02.0

1.91.7

1.31.0

0.70.5

0.30.2

0.10.1

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.5

0.60.7

0.70.7

0.70.8

1.01.4

2.13.2

4.15.3

5.95.8

4.43.6

2.92.2

1.61.3

1.11.1

1.11.2

1.31.3

1.41.4

1.41.3

1.31.3

1.41.4

1.51.5

1.51.5

1.41.2

1.00.8

0.60.4

0.30.2

0.10.1

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.2

0.20.3

0.50.7

1.11.9

3.14.9

6.98.5

7.85.7

4.13.1

2.41.7

1.31.2

1.21.3

1.51.6

1.71.7

1.71.6

1.51.4

1.31.3

1.31.3

1.21.2

1.21.1

1.00.8

0.60.5

0.30.2

0.20.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.2

0.30.6

1.42.7

5.38.2

10.58.6

6.14.3

3.32.3

1.61.3

1.31.3

1.51.8

2.12.2

2.22.2

2.01.7

1.51.4

1.21.1

1.11.0

0.90.9

0.80.7

0.60.5

0.40.3

0.20.1

0.10.1

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.2

0.51.5

4.17.2

9.57.7

5.53.7

2.71.9

1.51.3

1.31.5

1.92.4

2.82.9

2.92.9

2.52.1

1.81.5

1.21.0

0.90.8

0.70.7

0.60.6

0.50.4

0.30.2

0.20.1

0.10.1

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.41.0

2.84.9

4.73.5

2.51.8

1.41.3

1.21.3

1.62.3

3.03.4

3.73.7

3.73.1

2.62.1

1.61.2

1.00.8

0.70.6

0.50.5

0.40.4

0.30.2

0.20.1

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.00.8

1.01.1

1.10.9

0.90.9

1.01.3

1.72.8

3.74.5

5.25.3

4.63.7

3.02.4

1.71.3

0.90.7

0.60.5

0.40.4

0.30.3

0.20.2

0.20.1

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.1

0.20.3

0.30.4

0.50.7

1.01.6

2.74.1

5.87.5

7.96.1

4.43.4

2.61.8

1.20.9

0.70.5

0.40.3

0.30.2

0.20.2

0.10.1

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.20.3

0.61.2

2.34.3

6.99.1

9.67.1

5.03.6

2.61.7

1.10.8

0.60.4

0.30.3

0.20.2

0.20.1

0.10.1

0.10.1

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.2

0.51.4

3.46.4

9.89.1

6.74.5

3.22.3

1.51.0

0.70.5

0.30.2

0.20.2

0.10.1

0.10.1

0.10.1

0.00.

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.20.4

1.13.1

6.26.0

4.73.2

2.31.6

1.20.8

0.60.4

0.30.2

0.10.1

0.10.1

0.10.1

0.10.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.51.0

1.61.8

1.51.3

1.00.8

0.60.4

0.30.2

0.10.1

0.10.1

0.10.1

0.10.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.10.1

0.10.2

0.30.4

0.40.4

0.40.3

0.30.2

0.10.1

0.10.1

0.10.1

0.00.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.10.1

0.10.1

0.10.1

0.10.1

0.10.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.1

0.00.0

0.00.0

0.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

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0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

0.0

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0.00.0

0.00.0

0.00.0

0.00.0

0.00.0

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0.00.0

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0.0

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0.00

C

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1-800-272-1000

CALL BEFORE YOU DIG

LIGHT

ING

PLAN

9 19Feet

1 INCH = 20 FEET

40200 10


THIS PLAN SHALL BE UTILIZED FOR SCHEMATICLIGHTING PURPOSES ONLY

APPROX. LIMIT OF 0.5 FOOTCANDLEISOLUX LINE (TYP)

APPROX. LIMIT OF 1.0 FOOTCANDLEISOLUX LINE (TYP)

PROP. RAB LIGHTING 78W LED TYPE 2WALL PACK LIGHT @ 18' MH (4 TYP)

PROP. RAB LIGHTING 78W LED TYPE 4WALL PACK LIGHT @ 18' MH (4 TYP)

PROP. RAB LIGHTING 78W LED TYPE 4AREA LIGHT @ 18' MH (6 TYP)

LUMINAIRE SCHEDULELABEL QTY DESCRIPTION MOUNT

HEIGHT STYLE FILENAME

A 6 TYPE 4 AREA - 78W 18' SINGLE ALED4T78 - COOL - RAB02138MOD50.IESB 4 TYPE 4 WALL PACK - 78W 18' SINGLE WPLED4T78 - COOL - RAB02138MOD50.IESC 4 TYPE 2 WALL PACK - 78W 18' SINGLE WPLED2T78 - COOL - RAB02128MOD50.IES

CALCULATION SUMMARYLABEL UNITS AVG MAX MIN AVG/MIN MAX/MIN DESCRIPTION

PARKING LOT FC 2.18 10.6 0.50 4.36 21.20 AT GROUND LEVELISO CURVES ARE MAINTAINED AND SHOWN AT 0.5 AND 1.0 FC

REFER TO GENERAL NOTES (SHEET 3) FOR LIGHTING REQUIREMENTS

THE CALCULATIONS SHOWN WERE MADE UTILIZING ACCEPTED PROCEDURES OF THE ILLUMINATING ENGEREERING SOCIETY OF NORHT AMERICA.VARIANCES IN LAMP OUTPUT, BALLAST OUTPUT, LINE VOLTAGE, DIRT DEPRECIATION, AND OTHER FACTORS MAY AFFECT ACTUAL RESULTS. UNLESSOTHERWISE STATED, ALL RESULTS ARE MAINTAINED VALUES, UTILIZING ACCEPTED LIGHT LOSS FACTORS (LLF).

GENERAL NOTES:

1) THIS LIGHTING PLAN ILLUSTRATES ILLUMINATION LEVELS CALCULATED FROM LABORATORY DATA MEASUREDUNDER CONTROLLED CONDITIONS IN ACCORDANCE WITH THE ILLUMINATING ENGINEERING SOCIETY OF NORTHAMERICA (IESNA) APPROVED METHODS. ACTUAL SITE ILLUMINATION LEVELS MAY VARY DUE TO VARIATIONS INWEATHER, ELECTRICAL VOLTAGES, LAMP TOLERANCES, AND OTHER VARIABLE FIELD CONDITIONS.

2) CONDUITS SHALL BE INSTALLED A MINIMUM OF 2 FEET BEHIND GUIDERAIL POSTS AND/OR CURBS.3) ALL WIRING METHODS AND EQUIPMENT CONSTRUCTION SHALL CONFORM TO THE CURRENT NATIONAL

ELECTRICAL CODE STANDARDS.4) REFER TO ARCHITECTURAL PLANS FOR SITE LIGHTING DIAGRAM AND LOCATIONS OF ADDITIONAL LOW WATTAGE

LIGHTS, SUCH AS EXIT DOOR LIGHTING (NOT MODELED).5) LOW-LEVEL LIGHTING TO BE PROVIDED FOR PROPOSED ID SIGN.

GENERAL NOTES:

1. CONTRACTOR TO CONFIRM ALL DIMENSIONS FOR LIGHT POLE AND FIXTURES PRIOR TO CONSTRUCTION.2. CONCRETE PEDESTAL TO BE COMBINED WITH POLE HEIGHT TO ACHIEVE PROPOSED FIXTURE MOUNT HEIGHT. (REFER TO LIGHTING PLAN)

LIGHT POLE FOOTING DETAILN.T.S.

SINGLE OR DOUBLE LIGHTFIXTURE (SEE LIGHTING PLAN)

LIGHT POLE

2-1/2" X 5" HANDHOLE W/ COVER

3/4" CONDUIT

GROUT

2'-0" HIGH WHENINSTALLED IN PARKING LOTAREAS (SEE SITE PLAN)

STEEL REINFORCEMENT

CONCRETE LIGHT POLE FOUNDATION

CURB

GALVANIZED ANCHOR BOLTSPER POLE MANUFACTURER

FLUSH MOUNT FOR LIGHTWHEN INSTALLED OUTSIDE OFPARKING AREAS OR BEHINDCURBS (SEE SITE PLAN)

2'-6" MIN.

12"

MOUN

TING

HEI

GHT

(VAR

IES)

DEPT

H

ANCHOR BOLTS ANDPATTERN PER POLEMANUFACTURER

WIDTH

LANDSCAPE/LAWN AREA PAVEMENT

LIGHT POLE FOUNDATION SCHEDULE

MOUNTING HEIGHT 20'

POLE DIAMETER 6" SQUARE

# OF FIXTURES SINGLE

FOUNDATIONDIAMETER 18" ROUND

FOUNDATION DEPTH 7'

REINFORCING TIES #4 @ 12" O.C.

VERTICALREINFORCEMENT

(6) #6 BARSEQUALLYSPACED

SOIL NOTES

1. SOILS SHALL BE COMPACTED TO 95% OPTIMUM DRY PROCTOR DENSITY AROUND FOOTING.2. FOOTING DESIGN BASED ON ASSUMED MAX ALLOWABLE SOILS BEARING CAPACITY OF 2,000 PSF. THE CONTRACTOR IS RESPONSIBLE

TO VERIFY ASSUMED BEARING CAPACITY PRIOR TO CONSTRUCTION. ENGINEER TO BE NOTIFIED IF DISCREPANCIES EXIST.3. SUB-GRADE SOILS SHALL BE FREE OF ANY ORGANICS AND CONSIST OF SUITABLE, COMPACTED MATERIAL.

CONCRETE NOTES

1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI @ 28 DAYS WITH A MINIMUM CEMENT CONTENT OF 600 POUNDSPER CUBIC YARD.

2. CONCRETE SHALL HAVE A SLUMP OF 3"-5".3. ALL EXPOSED CONCRETE SHALL BE AIR-ENTRAINED WITH A 1% TOLERANCE CONFORMING TO ASTM C260.4. REINFORCING FRAMEWORK AND PLACEMENT OF CONCRETE SHALL FOLLOW GOOD CONSTRUCTION PRACTICES AND BE IN ACCORDANCE

WITH ALL LOCAL GOVERNING CODES AND REGULATIONS AS WELL AS THE AMERICAN CONCRETE INSTITUTE AND UNIFORM BUILDING CODE.

N

AutoCAD SHX Text

N 21%%d52'29" W 122.62'

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75.64'

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P.O.B. TIE COURSE (b)

AutoCAD SHX Text

TYPE"B" CATCH BASIN

AutoCAD SHX Text

N 26%%d34'51" W 349.46'

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50.00'

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S 68%%d07'31" W 420.23'

AutoCAD SHX Text

S 12%%d21'27" E 104.01'

AutoCAD SHX Text

102.92'

AutoCAD SHX Text

N 68%%d07'31" E 428.67'

AutoCAD SHX Text

S 21%%d52'29" E 348.28'

AutoCAD SHX Text

S 68%%d07'31" W 400.00'

AutoCAD SHX Text

S 26°34'51" E

AutoCAD SHX Text

583

AutoCAD SHX Text

582

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S 26°34'51" E

AutoCAD SHX Text

180.03'

AutoCAD SHX Text

S 38°15'45" W

AutoCAD SHX Text

35.77'

AutoCAD SHX Text

12" RCP

AutoCAD SHX Text

12" RCP

T

3 NRO

4 NRO

2 BPH 1 NRO

4 BPH

6 CIH3 MFLV

1 WD

1 NRO

2 WD

6 CIH

3 MFLV

3 BPH

3 BPH

4 WD

2 NRO

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KED:

DRAW

N:

DATE

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BA EW 2/20/2

020

ERIC

WILS

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PE

LIC. #

5185

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DESI

GN:

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#: 00

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1-800-272-1000

CALL BEFORE YOU DIG

LAND

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THIS PLAN SHALL BE UTILIZED FOR SCHEMATICLANDSCAPING PURPOSES ONLY

LANDSCAPE SCHEDULEKEY QTY BOTANICAL NAME COMMON NAME TYPE SIZE SPARTA ORD. TYPENRO 11 Quercus rubra Northern Red Oak Shade Tree 2.5-3" CAL TREEWD 7 Cornus Florida White Dogwood Ornamental Tree 4-5' TREECIH 12 Ilex glabra 'Compacta' Compact Inkberry Holly Evergreen Shrub 2-3 GAL LOW SHRUBBPH 12 Ilex x meserveae 'Blue Prince' Blue Prince Holly Evergreen Shrub 2-3 GAL MEDIUM SHRUB

MFLV 6 Pieris japonica 'Mountain Fire' Mountain Fire Lily of the Valley Evergreen Shrub 1-2 GAL LARGE SHRUB

GENERAL NOTES:

1) CONTRACTOR TO PROVIDE AN IRRIGATION DESIGN FOR BOTH LAWN AND BED AREAS. DESIGNSHALL BE SUBMITTED TO PROJECT LANDSCAPE ARCHITECT FOR REVIEW AND APPROVAL.CONTRACTOR SHALL VERIFY STATIC PRESSURE PRIOR TO DESIGN, AND SHALL BERESPONSIBLE FOR ANY PRESSURE REDUCING DEVICES REQUIRED. SYSTEM DESIGN SHALLINDICATE ALL VALVES, PIPING, HEADS, BACKFLOW PREVENTION, METERS AND CONTROLLERS,AND ALL SLEEVES BELOW PAVEMENT AREAS. PERMITTING AND INSTALLATION OF THEBACKFLOW PREVENTION DEVICE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

2) IF ALTERNATE PLANTS ARE PROPOSED DUE TO AVAILABILITY, THE ALTERNATES SHALL BESUBMITTED TO THE PROJECT LANDSCAPE ARCHITECT AND ENGINEER FOR APPROVAL PRIORTO ORDERING/PURCHASING.

N

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PROP. LIMIT OFDISTURBANCE (TYP.)

SOIL

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N

PROP. STOCKPILE AREA (TYP.)

STABILIZED CONSTRUCTIONENTRANCE 50' L x 24' W

Feet1:240

40200 10

PROP. SILT FENCE (TYP.)

PROPOSED INDUSTRIAL MANUFACTURINGFACILITY 30,000 S.F. (2,675 SF OFFICE)

PROP. INLET FILTER (TYP.)

3 MAINTAIN STOCK PIPESURFACE IN ACCORDANCEWITH TEMPORARYSTABILIZATION NOTES

CONSTRUCT SILT FEENCE AROUNDPERIMETER OF STOCKPILE (SEEDETAIL ON THIS SHEET)

TEMPORARY STOCKPILE DETAILN.T.S.

MAXI

MUM

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HT 35

'

1MAX SIDESLOPE (TYP.)

NOTES:

1. PLACE SILT FENCE AT LOCATIONS AS SHOWN ON THE SOIL EROSION AND SEDIMENT CONTROL PLAN.2. THE SLOPE OF THE LAND FOR AT LEAST 30 FEET ADJACENT TO ANY SILT FENCE SHALL NOT EXCEED 5 PERCENT3. SILT FENCE SHALL BE INSTALLED SO WATER CANNOT BYPASS THE FENCE AROUND THE SIDES.4. INSPECTION SHALL BE FREQUENT AND REPAIR OR REPLACEMENT SHALL BE MADE AS PROMPTLY AS POSSIBLE.5. SILT FENCE SHALL REMAIN IN PLACE FOR THE DURATION OF THE PROJECT UNLESS OTHERWISE INSTRUCTED BY THE TOWNSHIP ENGINEER OR SOIL

CONSERVATION DISTRICT.6. THE BARRIER SHALL BE REMOVED WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED SO AS NOT TO BLOCK OR IMPEDE STORM FLOW OR

DRAINAGE.7. FENCE POSTS SHALL BE SPACED 8 FEET CENTER-TO-CENTER OR CLOSER. THEY SHALL EXTEND AT LEAST 2 FEET INTO THE GROUND AND EXTEND AT LEAST 2

FEET ABOVE GROUND. POSTS SHALL BE CONSTRUCTED OF HARDWOOD A MINIMUM DIAMETER THICKNESS OF 1-1/2 INCHES.8. A METAL FENCE WITH 6 INCH OR SMALLER OPENINGS AND AT LEAST 2 FEET HIGH MAY BE UTILIZED, FASTENED TO THE FENCE POSTS, TO PROVIDE

REINFORCEMENT AND SUPPORT TO THE GEO TEXTILE FABRIC WHERE SPACE FOR OTHER PRACTICES IS LIMITED AND HEAVY SEDIMENT LOADING IS EXPECTED.9. A GEO TEXTILE FABRIC, RECOMMENDED FOR SUCH USE BY THE MANUFACTURER, SHALL BE BURIED AT LEAST 6 INCHES DEEP IN THE GROUND. THE FABRIC

SHALL EXTEND AT LEAST 2 FEET ABOVE GROUND. FABRIC MUST BE SECURELY FASTENED TO THE POSTS USING A SYSTEM CONSISTING OF METAL FASTENERS(NAILS OR STAPLES) AND HIGH STRENGTH REINFORCEMENT MATERIAL (NYLON WEBBING, GROMMETS, WASHERS ETC.) PLACED BETWEEN THE FASTENER ANDTHE GEO TEXTILE FABRIC. THE FASTENING SYSTEM SHALL RESIST TEARING AWAY FROM THE POST. THE FABRIC SHALL INCORPORATE A DRAWSTRING IN THETOP PORTION OF THE FENCE FOR ADDED STRENGTH.

SILT FENCE DETAILN.T.S.

DRAWSTRING RUNNINGTHROUGH FABRIC ALONGTOP OF FENCE

AREA OFDISTURBANCE

WOOD FENCE POSTSSPACES 8' O.C.

FABRIC SECURED TO POST WITH METALFASTENERS AND REINFORCEMENTBETWEEN FASTENER AND FABRIC

DRAWSTRING RUNNINGTHROUGH FABRIC ALONGTOP OF FENCE

EXISTING UNDISTURBEDGROUND

DIG 6" WIDE AND 6" DEEPTRENCH. BURY BOTTOM 12" OFFILTER FABRIC, TAMP IN PLACE

WOOD FENCE POSTSSPACES 8' O.C.

FLOWSILT

2'-0"

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0" M

IN.

6"

6"

INLET FILTER DETAILN.T.S.

NOTES:

1. GEOTEXTILE TO BE WOVEN POLYPROPYLENE PRODUCT 117F, BY SYNTHETIC INDUSTRIES INC., OR TERRATEX SC, BY WEBTEC INC., ORAPPROVED EQUAL.

2. 3/4" CLEAN STONE CORE SHALL BE COMPLETELY CONTAINED WITHIN GEOTEXTILE. SEAMS SHALL BE SEWN OR CLOSED BY SUITABLEMECHANICAL MEANS TO PREVENT LEAKAGE OF STONE.

3. ANCHOR STAKES OF WOOD OR METAL SHALL BE INSTALLED WHERE REQUIRED BY FIELD CONDITIONS TO PREVENT MOVEMENT OF BARRIER.4. WHEN NO CURB IS PRESENT, BARRIER SHALL COMPLETELY ENCIRCLE THE INLET.5. INLET GRATE OPENING IS TO BE KEPT CLEAR OF OBSTRUCTIONS AT ALL TIMES.6. THE PROTECTION DEVICE WILL BE DESIGNED TO CAPTURE OR FILTER RUNOFF FROM THE 1 YEAR, 24 HOUR STORM EVENT AND SHALL SAFELY

CONVEY HIGHER FLOWS DIRECTLY INTO THE STORM SEWER SYSTEM.7. OTHER METHODS THAT ACCOMPLISH THE PURPOSE OF STORM SEWER INLET PROTECTION MAY BE USED IF APPROVED BY THE SOIL

CONSERVATION DISTRICT.8. INSPECTIONS SHALL BE FREQUENT. MAINTENANCE, REPAIR, AND REPLACEMENT SHALL BE MADE PROMPTLY, AS NEEDED. THE BARRIER SHALL

BE REMOVED WHEN THE AREA DRAINING TOWARDS THE INLET HAS BEEN STABILIZED.

ANCHOR STAKES(AS REQ.)

GRATEANCHOR STAKES(AS REQ.)

GEOTEXTILE TUBE OR BAGSFILLED WITH 34" CLEAN STONE

34" CLEAN STONE TOSEAL AS REQ. (TYP.)

CURB

1" M

IN.GRATE

PAVEMENT

4'-8" MAX.

8" MIN. 4" MIN.

TREE PROTECTION FENCE SHALLBE INSTALLED TO FOLLOW TREECANOPY DRIP LINE OR PROPOSEDLIMIT OF DISTURBANCE

4' WOOD AND WIRESNOW FENCE W/STEEL STAKES 18" O.C.

WOOD AND WIRE SNOWFENCE USED AS TREE GUARDTO PREVENT DAMAGE FROMCONSTRUCTION EQUIPENT

AREA WITHING TREE PROTECTIONZONE TO REMAIN UNDISTURBEDDURING CONSTRUCTION

TREE PROTECTION DETAILN.T.S.

THIS PLAN SHALL BE UTILIZED FOR SOIL EROSIONAND SEDIMENT CONTROL PURPOSES ONLY

LIMIT OF DISTURBANCE = 128,634 SQ. FT. (3.0 AC)REFER TO SHEET 12 OF 19 FOR SOILEROSION & SEDIMENT CONTROL NOTES

STABILIZED CONSTRUCTION ENTRANCEN.T.S.

EXISTINGGROUND

PUBLIC RIGHTOF WAY

PERCENT SLOPEOF ROADWAY

LENGTH OF STONE REQUIRED

COURSE GRAINED SOILS FINE GRAINED SOILS

50 FT

100 FT

100 FT

200 FTENTIRE ENTRANCE STABILIZED WITH FABC BASE COURSE

0% TO 2%

2% TO 5%

>5%

PROVIDE APPROPRIATE TRANSITION BETWEEN STABILIZEDCONSTRUCTION ENTRANCE AND PUBLIC RIGHT-OF-WAY

1" TO 2-12" CLEAN STONE

(SEE CHART A)

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PLAN VIEWSIDE VIEW

SEDIMENT BASIN RISER DETAILN.T.S.

24" HDPE RISER PIPE

ELEV: 588.00

OUTLET STRUCTURE

3"PVC CONNECTINGPIPE

FLOATING SKIMMER ON3" FLEXIBLE HOSE. SETWITH MINIMUMELEVATION OF 586.14

BASIN BERM

NOTES:

1. STORMWATER BASIN TO BE CONSTRUCTED DURING INITIAL PHASE OF PROJECT TO TRAP SEDIMENT RUNOFF.2. SEDIMENT SHALL BE CLEANED FROM THE BASIN ONCE PER YEAR.3. ALL OUTLET STRUCTURE WEIRS, ORIFICIES, ETC. TO BE BLOCKED UNTIL SEDIMENT BASIN IS DECOMMISSIONED.

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GRATE: 583.74

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SOIL EROSION NOTES:1. THE DISTRICT SHALL BE REPRESENTED AT THE PRECONSTRUCTION MEETING WITH THE TOWNSHIP ENGINEER, CONTRACTORS, AND UTILITY REPRESENTATIVES. IF THE

TOWNSHIP ENGINEER DOES NOT SCHEDULE A PRECONSTRUCTION MEETING, IT IS THE RESPONSIBILITY OF THE OWNER/APPLICANT TO SCHEDULE ONE PRIOR TO ANY LANDDISTURBANCE.

2. ALL SEDIMENT AND EROSION CONTROL PRACTICES ARE TO BE INSTALLED PRIOR TO ANY MAJOR SOIL DISTURBANCE, IN THEIR PROPER SEQUENCE, AND MAINTAINED UNTILPERMANENT PROTECTION IS ESTABLISHED.

3. EXCAVATED SOIL MATERIAL SHALL NOT BE PLACED ADJACENT TO RIVERS, STREAMS OR BODIES OF WATER IN A MANNER THAT WILL CAUSE IT TO BE WASHED AWAY BYHIGH WATER OR RUNOFF. EXCESS BORROW MATERIAL REMOVED FROM THE CONSTRUCTION SITE SHALL BE STABILIZED AT THE SITE OF PLACEMENT.

4. ALL DISTURBED AREAS NOT SCHEDULED FOR CONSTRUCTION ACTIVITIES WITHIN 60 DAYS OF DISTURBANCE SHALL BE TEMPORARILY STABILIZED.5. CONTROL MEASURES FOR NON-GROWING SEASON STABILIZATION OF EXPOSED AREAS WHERE THE ESTABLISHMENT OF VEGETATION IS PLANNED AS THE FINAL CONTROL

MEASURE SHALL BE STABILIZED WITH MULCH ONLY.6. PERMANENT STABILIZATION (LOCATION AND DETAIL OF ALL PROPOSED NONSTRUCTURAL METHODS OF SOIL STABILIZATION INCLUDING TYPES AND RATES OF LIME,

FERTILIZER, SEED, AND MULCH TO BE APPLIED - REFER TO THE NJ SOIL EROSION AND SEDIMENT CONTROL STANDARD ENTITLED PERMANENT VEGETATIVE COVER FOR SOILSTABILIZATION).

7. ALL WORK TO BE DONE IN ACCORDANCE WITH THE "STANDARDS FOR SOIL EROSION AND SEDIMENT CONTROL IN NEW JERSEY".8. A CRUSHED-STONE VEHICLE WHEEL-CLEANING BLANKET WILL BE INSTALLED WHEREVER A CONSTRUCTION ACCES DRIVE INTERSECTS A PAVED ROADWAY. THE BLANKET

WILL BE OF SUFFICIENT SIZE TO REDUCE OFFSITE TRACKING OF SEDIMENT BY CONSTRUCTION TRAFFIC AND WILL BE MAINTAINED IN GOOD ORDER UNTIL ALL DRIVEWAYAREAS ARE STABILIZED. THE BLANKET SHALL BE COMPOSED OF ASTM C-33, SIZE NO.2 OR 3, NOT LESS THAN 6" DEEP AND NOT LESS THAN THE FULL WIDTH OF THE POINTSOF INGRESS OR EGRESS.

9. MULCHING SHALL BE DONE AT THE RATE OF 80 LBS./1 000 SQUARE FEET WITH UNROTTED SALT HAY AND ANCHORED IMMEDIATELY AFTER PLACEMENT.10. ALL REVISIONS, AFTER DISTRICT CERTIFICATION HAS BEEN GRANTED, SHALL BE FORWARDED TO THE SUSSEX COUNTY SOIL CONSERVATION DISTRICT FOR REVIEW. A LETTER

OF EXPLANATION SHALL ACCOMPANY ALL REVISIONS.11. THE SUSSEX COUNTY SCD MUST BE NOTIFIED AT LEAST 48 HOURS IN ADVANCE OF ANY LAND DISTURBING ACTIVITY.12. THE OWNER/APPLICANT WILL OBTAIN THE DISTRICT ISSUED REPORT OF COMPLIANCE PRIOR TO ANY OCCUPANCY. THE DISTRICT REQUIRES AT LEAST ONE WEEK'S NOTICE

BEFORE ISSUANCE.13. ALL TOPSOIL STRIPPED AND STOCKPILED FOR USE IN FINAL GRADING SHALL RECEIVE TEMPORARY SEEDING.14. TOTAL DISTURBED AREA = 3.00 ACRES (128,634 SQ. FT.)15. DURING LAND DISTURBANCE ACTIVITIES OR CONSTRUCTION, ANY ADDITIONAL CONTROL MEASURES AS DEEMED NECESSARY TO PREVENT EROSION OR TO CONTROL

SEDIMENTATION BEYOND THOSE SHOWN ON THE APPROVED PLANS SHALL BE INSTALLED AS DIRECTED B THE MUNICIPAL ENGINEER OR SUSSEX COUNTY SOILCONSERVATION DISTRICT.

16. THE APPLICANT IS REQUIRED TO HAVE A COPY OF THE CERTIFIED PLAN AT THE CONSTRUCTION SITE.17. TO THE MAXIMUM EXTENT PRACTICAL, ALL VEGETATED AREA NOT NEEDED FOR CONSTRUCTION SHALL BE LEFT UNDISTURBED FOR AS LONG AS POSSIBLE.18. FINAL STABILIZATION OF ALL LAND DISTURBANCES ASSOCIATED WITH UNDERGROUND UTILITIES, IRRESPECTIVE OF PHASING, IS THE ULTIMATE RESPONSIBILITY OF THE

OWNER.19. DUST IS TO BE CONTROLLED WITH WATER, CALCIUM CHLORIDE OR OTHER METHOD APPROVED BY THE SOIL CONSERVATION DISTRICT.20. RESIDENTIAL DEVELOPMENT CONTROL MEASURES SHALL/WILL APPLY TO DWELLING CONSTRUCTION ON INDIVIDUAL LOTS AND NOTATION THAT SUCH CONTROL

MEASURES SHALL APPLY TO SUBSEQUENT OWNERS IF TITLE IS CONVEYED.21. FOR SUBDIVISION PROJECT (ROADWAYS & DRAINAGE PLANS)- SOIL EROSION AND SEDIMENT CONTROL PLANS WILL BE DEVELOPED FOR EACH LOT AS DEVELOPED.

SEQUENCE OF CONSTRUCTION:1. INSTALL SOIL EROSION AND SEDIMENT CONTROL MEASURES. (1 WEEK)2. STRIP TOPSOIL AND ROUGH GRADE SITE (2 WEEKS)3. INSTALL STORM SEWER STRUCTURES AND PIPING (2 WEEKS)4. FINAL SITE AND BUILDING PAD GRADING (2 WEEK)5. EXCAVATE FOR BUILDING FOOTINGS (1 WEEK)6. POUR FOOTINGS AND FOUNDATION WALLS (1 WEEK)7. POUR BUILDING SLAB (1 WEEK)8. INSTALL CURBING (2 WEEKS)9. BASE PAVING (1 WEEK)10. COMPLETE BUILDING CONSTRUCTION (3-5 MONTHS)11. INSTALL UTILITY HOOKUPS TO BUILDING STUBS (1 WEEK)12. COMPLETE SEPTIC INSTALLATION (2 WEEKS)13. FINAL PAVING, PARKING AREA STRIPING, LANDSCAPING. (3 WEEKS)14. REMOVE SOIL EROSION AND SEDIMENT CONTROL FEATURES AND

PERMANENTLY STABILIZE SITE. LANDSCAPED AREAS SHALL BE SCARIFIED TOA DEPTH OF 6" PRIOR TO APPLICATION OF TOPSOIL. (1 WEEK)

STANDARD FOR PERMANENT VEGETATIVE COVER FOR SOIL STABILIZATION1. SITE PREPARATION

A. GRADE AS NEEDED AND FEASIBLE TO PERMIT THE USE OF CONVENTIONAL EQUIPMENT FOR SEEDBED PREPARATION, SEEDING, MULCH APPLICATION, AND MULCH ANCHORING.ALL GRADING SHOULD BE DONE IN ACCORDANCE WITH STANDARD FOR LAND GRADING.

B. IMMEDIATELY PRIOR TO SEEDING AND TOPSOIL APPLICATION, THE SUBSOIL SHALL BE EVALUATED FOR COMPACTION IN ACCORDANCE WITH THE STANDARD FOR LANDGRADING. ALL AREAS TO RECEIVE PERMANENT VEGETATIVE COVER SHALL BE SCARIFIED TO A DEPTH OF 6" PRIOR TO APPLICATION OF TOPSOIL.

C. TOPSOIL SHOULD BE HANDLED ONLY WHEN IT IS DRY ENOUGH TO WORK WITHOUT DAMAGING THE SOIL STRUCTURE. A UNIFORM APPLICATION TO A DEPTH OF 5 INCHES(UNSETTLED) IS REQUIRED ON ALL SITES. TOPSOIL SHALL BE AMENDED WITH ORGANIC MATTER, AS NEEDED, IN ACCORDANCE WITH THE STANDARD FOR TOPSOILING.

D. INSTALL NEEDED EROSION CONTROL PRACTICES OR FACILITIES SUCH AS DIVERSIONS, GRADE-STABILIZATION STRUCTURES, CHANNEL STABILIZATION MEASURES, SEDIMENTBASINS, AND WATERWAYS.

2. SEEDBED PREPARATIONA. UNIFORMLY APPLY GROUND LIMESTONE AND FERTILIZER TO TOPSOIL WHICH HAS BEEN SPREAD AND FIRMED, ACCORDING TO SOIL TEST RECOMMENDATIONS SUCH AS

OFFERED BY RUTGERS CO-OPERATIVE EXTENSION SOIL SAMPLE MAILERS ARE AVAILABLE FROM THE LOCAL RUTGERS COOPERATIVE EXTENSION OFFICES(HTTP://NJAES.RUTGERS.EDU/COUNTY/). FERTILIZER SHALL BE APPLIED AT THE RATE OF 500 POUNDS PER ACRE OR 11 POUNDS PER 1,000 SQUARE FEET OF 10-10-10 OREQUIVALENT WITH 50% WATER INSOLUBLE NITROGEN UNLESS A SOIL TEST INDICATES OTHERWISE AND INCORPORATED INTO THE SURFACE 4 INCHES. IF FERTILIZER IS NOTINCORPORATED, APPLY ONE-HALF THE RATE DESCRIBED ABOVE DURING SEEDBED PREPARATION AND REPEAT ANOTHER ONE-HALF RATE APPLICATION OF THE SAME FERTILIZERWITHIN 3 TO 5 WEEKS AFTER SEEDING.

B. WORK LIME AND FERTILIZER INTO THE TOPSOIL AS NEARLY AS PRACTICAL TO A DEPTH OF 4 INCHES WITH A DISC, SPRING-TOOTH HARROW, OR OTHER SUITABLE EQUIPMENT.THE FINAL HARROWING OR DISKING OPERATION SHOULD BE ON THE GENERAL CONTOUR. CONTINUE TILLAGE UNTIL A REASONABLE UNIFORM SEEDBED IS PREPARED.

C. HIGH ACID PRODUCING SOIL. SOILS HAVING A PH OF 4 OR LESS OR CONTAINING IRON SULFIDE SHALL BE COVERED WITH A MINIMUM OF 12 INCHES OF SOIL HAVING A PH OF 5OR MORE BEFORE INITIATING SEEDBED REPARATION. SEE STANDARD FOR MANAGEMENT OF HIGH ACID-PRODUCING SOILS FOR SPECIFIC REQUIREMENTS.

3. SEEDINGA. PERMANENT VEGETATIVE MIXTURES AND SEEDING RATES.

(1) HARD FESCUE AND/OR CHEWING FESCUE AND/OR STRONG CREEPING RED FESCUE - 175 LBS PER ACRE OR 4 LBS PER 1,000 SQUARE FEET.(2) PERENNIAL RYEGRASS - 45 LBS PER ACRE OR 1 LB PER 1,000 SQUARE FEET.(3) KENTUCKY BLUEGRASS - 45 LBS PER ACRE OR 1 LB PER 1,000 SQUARE FEET.

B. CONVENTIONAL SEEDING IS PERFORMED BY APPLYING SEED UNIFORMLY BY HAND, CYCLONE (CENTRIFUGAL) SEEDER, DROP SEEDER, DRILL OR CULTIPACKER SEEDER. EXCEPTFOR DRILLED, HYDROSEEDED OR CULTIPACKED SEEDINGS, SEED SHALL BE INCORPORATED INTO THE SOIL WITHIN 24 HOURS OF SEEDBED PREPARATION TO A DEPTH OF 1/4 TO1/2 INCH, BY RAKING OR DRAGGING. DEPTH OF SEED PLACEMENT MAY BE 1/4 INCH DEEPER ON COARSE-TEXTURED SOIL.

C. AFTER SEEDING, FIRMING THE SOIL WITH A CORRUGATED ROLLER WILL ASSURE GOOD SEED-TO-SOIL CONTACT, RESTORE CAPILLARITY, AND IMPROVE SEEDLING EMERGENCE.THIS IS THE PREFERRED METHOD. WHEN PERFORMED ON THE CONTOUR, SHEET EROSION WILL BE MINIMIZED AND WATER CONSERVATION ON SITE WILL BE MAXIMIZED.

D. HYDROSEEDING IS A BROADCAST SEEDING METHOD USUALLY INVOLVING A TRUCK, OR TRAILER-MOUNTED TANK, WITH AN AGITATION SYSTEM AND HYDRAULIC PUMP FORMIXING SEED, WATER AND FERTILIZER AND SPRAYING THE MIX ONTO THE PREPARED SEEDBED. MULCH SHALL NOT BE INCLUDED IN THE TANK WITH SEED. SHORTFIBEREDMULCH MAY BE APPLIED WITH A HYDROSEEDER FOLLOWING SEEDING. (ALSO SEE SECTION 4-MULCHING BELOW). HYDROSEEDING IS NOT A PREFERRED SEEDING METHODBECAUSE SEED AND FERTILIZER ARE APPLIED TO THE SURFACE AND NOT INCORPORATED INTO THE SOIL. WHEN POOR SEED TO SOIL CONTACT OCCURS, THERE IS A REDUCEDSEED GERMINATION AND GROWTH.

4. MULCHING IS REQUIRED ON ALL SEEDING. MULCH WILL PROTECT AGAINST EROSION BEFORE GRASS IS ESTABLISHED AND WILL PROMOTE FASTER AND EARLIER ESTABLISHMENT. THEEXISTENCE OF VEGETATION SUFFICIENT TO CONTROL SOIL EROSION SHALL BE DEEMED COMPLIANCE WITH THIS MULCHING REQUIREMENT.

A. STRAW OR HAY. UNROTTED SMALL GRAIN STRAW, HAY FREE OF SEEDS, TO BE APPLIED AT THE RATE OF 1-1/2 TO 2 TONS PER ACRE (70 TO 90 POUNDS PER 1,000 SQUARE FEET),EXCEPT THAT WHERE A CRIMPER IS USED INSTEAD OF A LIQUID MULCH-BINDER (TACKIFYING OR ADHESIVE AGENT), THE RATE OF APPLICATION IS 3 TONS PER ACRE. MULCHCHOPPER-BLOWERS MUST NOT GRIND THE MULCH. HAY MULCH IS NOT RECOMMENDED FOR ESTABLISHING FINE TURF OR LAWNS DUE TO THE PRESENCE OF WEED SEED.

APPLICATION - SPREAD MULCH UNIFORMLY BY HAND OR MECHANICALLY SO THAT AT LEAST 85% OF THE SOIL SURFACE IS COVERED. FOR UNIFORM DISTRIBUTIONOF HAND-SPREAD MULCH, DIVIDE AREA INTO APPROXIMATELY 1,000 SQUARE FEET SECTIONS AND DISTRIBUTE 70 TO 90 POUNDS WITHIN EACH SECTION.ANCHORING SHALL BE ACCOMPLISHED IMMEDIATELY AFTER PLACEMENT TO MINIMIZE LOSS BY WIND OR WATER. THIS MAY BE DONE BY ONE OF THE FOLLOWINGMETHODS, DEPENDING UPON THE SIZE OF THE AREA, STEEPNESS OF SLOPES, AND COSTS.

(1) PEG AND TWINE. DRIVE 8 TO 10 INCH WOODEN PEGS TO WITHIN 2 TO 3 INCHES OF THE SOIL SURFACE EVERY 4 FEET IN ALL DIRECTIONS. STAKES MAY BE DRIVEN BEFOREOR AFTER APPLYING MULCH. SECURE MULCH TO SOIL SURFACE BY STRETCHING TWINE BETWEEN PEGS IN A CRISS-CROSS AND A SQUARE PATTERN. SECURE TWINEAROUND EACH PEG WITH TWO OR MORE ROUND TURNS.

(2) MULCH NETTINGS - STAPLE PAPER, JUTE, COTTON, OR PLASTIC NETTINGS TO THE SOIL SURFACE. USE A DEGRADABLE NETTING IN AREAS TO BE MOWED.(3) CRIMPER (MULCH ANCHORING COULTER TOOL) - A TRACTOR-DRAWN IMPLEMENT, SOMEWHAT LIKE A DISC HARROW, ESPECIALLY DESIGNED TO PUSH OR CUT SOME OF

THE BROADCAST LONG FIBER MULCH 3 TO 4 INCHES INTO THE SOIL SO AS TO ANCHOR IT AND LEAVE PART STANDING UPRIGHT. THIS TECHNIQUE IS LIMITED TO AREASTRAVERSABLE BY A TRACTOR, WHICH MUST OPERATE ON THE CONTOUR OF SLOPES. STRAW MULCH RATE MUST BE 3 TONS PER ACRE. NO TACKIFYING OR ADHESIVEAGENT IS REQUIRED.

(4) LIQUID MULCH-BINDERS - MAY BE USED TO ANCHOR SALT HAY, HAY OR STRAW MULCH.APPLICATIONS SHOULD BE HEAVIER AT EDGES WHERE WIND MAY CATCH THE MULCH, IN VALLEYS, AND AT CRESTS OF BANKS. THE REMAINDER OF THEAREA SHOULD BE UNIFORM IN APPEARANCE.

USE ONE OF THE FOLLOWING:

ORGANIC AND VEGETABLE BASED BINDERS - NATURALLY OCCURRING, POWDER-BASED, HYDROPHILIC MATERIALS WHEN MIXED WITH WATERFORMULATES A GEL AND WHEN APPLIED TO MULCH UNDER SATISFACTORY CURING CONDITIONS WILL FORM MEMBRANED NETWORKS OF INSOLUBLEPOLYMERS. THE VEGETABLE GEL SHALL BE PHYSIOLOGICALLY HARMLESS AND NOT RESULT IN A PHYTOTOXIC EFFECT OR IMPEDE GROWTH OF TURF GRASS.USE AT RATES AND WEATHER CONDITIONS AS RECOMMENDED BY THE MANUFACTURER TO ANCHOR MULCH MATERIALS. MANY NEW PRODUCTS AREAVAILABLE, SOME OF WHICH MAY NEED FURTHER EVALUATION FOR USE IN THIS STATE.

SYNTHETIC BINDERS - HIGH POLYMER SYNTHETIC EMULSION, MISCIBLE WITH WATER WHEN DILUTED AND, FOLLOWING APPLICATION OF MULCH, DRYINGAND CURING, SHALL NO LONGER BE SOLUBLE OR DISPERSIBLE IN WATER. BINDER SHALL BE APPLIED AT RATES RECOMMENDED BY THE MANUFACTURERAND REMAIN TACKY UNTIL GERMINATION OF GRASS.

NOTE: ALL NAMES GIVEN ABOVE ARE REGISTERED TRADE NAMES. THIS DOES NOT CONSTITUTE A RECOMMENDATION OF THESE PRODUCTS TO THEEXCLUSION OF OTHER PRODUCTS.

B. WOOD-FIBER OR PAPER-FIBER MULCH - SHALL BE MADE FROM WOOD, PLANT FIBERS OR PAPER CONTAINING NO GROWTH OR GERMINATION INHIBITING MATERIALS, USED ATTHE RATE OF 1,500 POUNDS PER ACRE (OR AS RECOMMENDED BY THE PRODUCT MANUFACTURER) AND MAY BE APPLIED BY A HYDROSEEDER. MULCH SHALL NOT BE MIXED INTHE TANK WITH SEED. USE IS LIMITED TO FLATTER SLOPES AND DURING OPTIMUM SEEDING PERIODS IN SPRING AND FALL.

C. PELLETIZED MULCH - COMPRESSED AND EXTRUDED PAPER AND/OR WOOD FIBER PRODUCT, WHICH MAY CONTAIN CO-POLYMERS, TACKIFIERS, FERTILIZERS, AND COLORINGAGENTS. THE DRY PELLETS, WHEN APPLIED TO A SEEDED AREA AND WATERED, FORM A MULCH MAT. PELLETIZED MULCH SHALL BE APPLIED IN ACCORDANCE WITH THEMANUFACTURER'S RECOMMENDATIONS. MULCH MAY BE APPLIED BY HAND OR MECHANICAL SPREADER AT THE RATE OF 60-75 LBS/1,000 SQUARE FEET AND ACTIVATED WITH0.2 TO 0.4 INCHES OF WATER. THIS MATERIAL HAS BEEN FOUND TO BE BENEFICIAL FOR USE ON SMALL LAWN OR RENOVATION AREAS, SEEDED AREAS WHERE WEEDSEED FREEMULCH IS DESIRED, OR ON SITES WHERE STRAW MULCH AND TACKIFIER AGENT ARE NOT PRACTICAL OR DESIRABLE. APPLYING THE FULL 0.2 TO 0.4 INCHES OF WATER AFTERSPREADING PELLETIZED MULCH ON THE SEED BED IS EXTREMELY IMPORTANT FOR SUFFICIENT ACTIVATION AND EXPANSION OF THE MULCH TO PROVIDE SOIL COVERAGE.

5. IRRIGATION (WHERE FEASIBLE) - IF SOIL MOISTURE IS DEFICIENT SUPPLY NEW SEEDING WITH ADEQUATE WATER (A MINIMUM OF 1/4 INCH APPLIED UP TO TWICE A DAY UNTILVEGETATION IS WELL ESTABLISHED). THIS IS ESPECIALLY TRUE WHEN SEEDINGS ARE MADE IN ABNORMALLY DRY OR HOT WEATHER OR ON DROUGHTY SITES.

6. TOPDRESSING - SINCE SOIL ORGANIC MATTER CONTENT AND SLOW RELEASE NITROGEN FERTILIZER (WATER INSOLUBLE) ARE PRESCRIBED IN SECTION 2A - SEEDBED PREPARATION INTHIS STANDARD, NO FOLLOW-UP OF TOPDRESSING IS MANDATORY. AN EXCEPTION MAY BE MADE WHERE GROSS NITROGEN DEFICIENCY EXISTS IN THE SOIL TO THE EXTENT THAT TURFFAILURE MAY DEVELOP. IN THAT INSTANCE, TOPDRESS WITH 10-10-10 OR EQUIVALENT AT 300 POUNDS PER ACRE OR 7 POUNDS PER 1,000 SQUARE FEET EVERY 3 TO 5 WEEKS UNTIL THEGROSS NITROGEN DEFICIENCY IN THE TURF IS AMELIORATED.

7. ESTABLISHING PERMANENT VEGETATIVE STABILIZATION - THE QUALITY OF PERMANENT VEGETATION RESTS WITH THE CONTRACTOR. THE TIMING OF SEEDING, PREPARING THESEEDBED, APPLYING NUTRIENTS, MULCH AND OTHER MANAGEMENT ARE ESSENTIAL. THE SEED APPLICATION RATES IN TABLE 4-3 ARE REQUIRED WHEN A REPORT OF COMPLIANCE ISREQUESTED PRIOR TO ACTUAL ESTABLISHMENT OF PERMANENT VEGETATION. UP TO 50% REDUCTION IN APPLICATION RATES MAY BE USED WHEN PERMANENT VEGETATION ISESTABLISHED PRIOR TO REQUESTING A REPORT OF COMPLIANCE FROM THE DISTRICT. THESE RATES APPLY TO ALL METHODS OF SEEDING. ESTABLISHING PERMANENT VEGETATIONMEANS 80% VEGETATIVE COVER (OF THE SEEDED SPECIES) AND MOWED ONCE. NOTE THIS DESIGNATION OF MOWED ONCE DOES NOT GUARANTEE THE PERMANENCY OF THE TURFSHOULD OTHER MAINTENANCE FACTORS BE NEGLECTED OR OTHERWISE MISMANAGED.

TEMPORARY VEGETATIVE COVER FOR SOIL STABILIZATION1. SITE PREPARATION

A. GRADE AS NEEDED AND FEASIBLE TO PERMIT THE USE OF CONVENTIONAL EQUIPMENT FOR SEEDBED PREPARATION, SEEDING, MULCH APPLICATION, AND MULCH ANCHORING. ALL GRADING SHOULD BEDONE IN ACCORDANCE WITH STANDARDS FOR LAND GRADING, PG. 19-1.

B. INSTALL NEEDED EROSION CONTROL PRACTICES OR FACILITIES SUCH AS DIVERSIONS, GRADE STABILIZATION STRUCTURES, CHANNEL STABILIZATION MEASURES, SEDIMENT BASINS, AND WATERWAYS. SEESTANDARDS 11 THROUGH 42.

C. IMMEDIATELY PRIOR TO SEEDING, THE SURFACE SHOULD BE SCARIFIED 6" TO 12" WHERE THERE HAS BEEN SOIL COMPACTION. THIS PRACTICE IS PERMISSIBLE ONLY WHERE THERE IS NO DANGER TOUNDERGROUND UTILITIES (CABLES, IRRIGATION SYSTEMS, ETC.).

2. SEED BED PREPARATIONA. APPLY GROUND LIMESTONE AND FERTILIZER ACCORDING TO SOIL TEST RECOMMENDATIONS SUCH AS OFFERED BY RUTGERS CO-OPERATIVE EXTENSION. SOIL SAMPLE MAILERS ARE AVAILABLE FROM THE

LOCAL RUTGERS COOPERATIVE EXTENSION OFFICES. FERTILIZER SHALL BE APPLIED AT THE RATE OF 500 POUNDS PER ACRE OR 11 POUNDS PER 1,000 SQUARE FEET OF 10-20-10 OR EQUIVALENT WITH 50%WATER INSOLUBLE NITROGEN UNLESS A SOIL TEST INDICATES OTHERWISE. APPLY LIMESTONE AT THE RATE OF 2 TONS/ACRE UNLESS SOIL TESTING INDICATES OTHERWISE. CALCIUM CARBONATE IS THEEQUIVALENT AND STANDARD FOR MEASURING THE ABILITY OF LIMING MATERIALS TO NEUTRALIZE SOIL ACIDITY AND SUPPLY CALCIUM AND MAGNESIUM TO GRASSES AND LEGUMES.

B. WORK LIME AND FERTILIZER INTO THE SOIL AS NEARLY AS PRACTICAL TO A DEPTH OF 4 INCHES WITH A DISC, SPRING TOOTH HARROW, OR OTHER SUITABLE EQUIPMENT. THE FINAL HARROWING ORDISKING OPERATION SHOULD 7-1 STANDARDS FOR SOIL EROSION AND SEDIMENT CONTROL IN NEW JERSEY JANUARY 2014 BE ON THE GENERAL CONTOUR. CONTINUE TILLAGE UNTIL A REASONABLEUNIFORM SEEDBED IS PREPARED.

C. INSPECT SEEDBED JUST BEFORE SEEDING. IF TRAFFIC HAS LEFT THE SOIL COMPACTED, THE AREA MUST BE RE-TILLED IN ACCORDANCE WITH THE ABOVE.D. SOILS HIGH IN SULFIDES OR HAVING A PH OF 4 OR LESS REFER TO STANDARD FOR MANAGEMENT OF HIGH ACID PRODUCING SOILS, PG. 1-1.

3. SEEDINGA. TEMPORARY VEGETATIVE SEEDING RATES AND OPTIMUM SEEDING DATES:

COOL SEASON GRASSES:PERENNIAL RYE GRASS - 100 LBS/ACRE OR 1 LB/1,000 SF; PLANT BETWEEN MARCH 15 AND JUNE 1 OR AUGUST 1 AND SEPTEMBER 15SPRING OATS - 86 LBS/ACRE OR 2 LBS/1,000 SF; PLANT BETWEEN MARCH 15 AND JUNE 1 OR AUGUST 1 AND SEPTEMBER 15WINTER BARLEY - 96 LBS/ACRE OR 2.2 LBS/1,000SF; PLANT BETWEEN AUGUST 1 AND SEPTEMBER 15ANNUAL RYEGRASS - 100 LBS/ACRE OR 1 LB/1,000 SF; PLANT BETWEEN MARCH 15 AND JUNE 1 OR AUGUST 1 AND SEPTEMBER 15WINTER CEREAL RYE - 112 LBS/ACRE OR 2.8 LBS/1,000 SF; PLANT BETWEEN AUGUST 1 AND NOVEMBER 1

WARM SEASON GRASSES:PEARL MILLET - 20 LBS/ACRE OR 0.5 LB/1,000 SF; PLANT BETWEEN JUNE 1 AND AUGUST 1MILLET (GERMAN OR HUNGARIAN) - 30 LBS/ACRE OR 0.7 LB/1,000 SF; PLANT BETWEEN JUNE 1 AND AUGUST 1.

B. CONVENTIONAL SEEDING. APPLY SEED UNIFORMLY BY HAND, CYCLONE (CENTRIFUGAL) SEEDER, DROP SEEDER, DRILL OR CULTIPACKER SEEDER. EXCEPT FOR DRILLED, HYDROSEEDED OR CULTIPACKEDSEEDINGS, SEED SHALL BE INCORPORATED INTO THE SOIL, TO A DEPTH OF 1/4 TO 1/2 INCH, BY RAKING OR DRAGGING. DEPTH OF SEED PLACEMENT MAY BE 1/4 INCH DEEPER ON COARSE TEXTURED SOIL.

C. HYDROSEEDING IS A BROADCAST SEEDING METHOD USUALLY INVOLVING A TRUCK OR TRAILER MOUNTED TANK, WITH AN AGITATION SYSTEM AND HYDRAULIC PUMP FOR MIXING SEED, WATER ANDFERTILIZER AND SPRAYING THE MIX ONTO THE PREPARED SEEDBED. MULCH SHALL NOT BE INCLUDED IN THE TANK WITH SEED. SHORT FIBERED MULCH MAY BE APPLIED WITH A HYDROSEEDERFOLLOWING SEEDING. (ALSO SEE SECTION IV MULCHING) HYDROSEEDING IS NOT A PREFERRED SEEDING METHOD BECAUSE SEED AND FERTILIZER ARE APPLIED TO THE SURFACE AND NOT INCORPORATEDINTO THE SOIL. POOR SEED TO SOIL CONTACT OCCURS REDUCING SEED GERMINATION AND GROWTH. HYDROSEEDING MAY BE USED FOR AREAS TOO STEEP FOR CONVENTIONAL EQUIPMENT TOTRAVERSE OR TOO OBSTRUCTED WITH ROCKS, STUMPS, ETC.

D. AFTER SEEDING, FIRMING THE SOIL WITH A CORRUGATED ROLLER WILL ASSURE GOOD SEED-TO-SOIL CONTACT, RESTORE CAPILLARITY, AND IMPROVE SEEDLING EMERGENCE. THIS IS THE PREFERREDMETHOD. WHEN PERFORMED ON THE CONTOUR, SHEET EROSION WILL BE MINIMIZED AND WATER CONSERVATION ON SITE WILL BE MAXIMIZED.

4. MULCHING IS REQUIRED ON ALL SEEDING. MULCH WILL INSURE AGAINST EROSION BEFORE GRASS IS ESTABLISHED AND WILL PROMOTE FASTER AND EARLIER ESTABLISHMENT. THE EXISTENCE OF VEGETATIONSUFFICIENT TO CONTROL SOIL EROSION SHALL BE DEEMED COMPLIANCE WITH THIS MULCHING REQUIREMENT.

A. STRAW OR HAY. UN-ROTTED SMALL GRAIN STRAW, HAY FREE OF SEEDS, APPLIED AT THE RATE OF 1-1/2 TO 2 TONS PER ACRE (70 TO 90 POUNDS PER 1,000 SQUARE FEET), EXCEPT THAT WHERE A CRIMPERIS USED INSTEAD OF A LIQUID MULCH-BINDER (TACKIFYING OR ADHESIVE AGENT), THE RATE OF APPLICATION IS 3 TONS PER ACRE. MULCH CHOPPER-BLOWERS MUST NOT GRIND THE MULCH. HAY MULCHIS NOT RECOMMENDED FOR ESTABLISHING FINE TURF OR LAWNS DUE TO THE PRESENCE OF WEED SEED.

APPLICATION. SPREAD MULCH UNIFORMLY BY HAND OR MECHANICALLY SO THAT APPROXIMATELY 95% OF THE SOIL SURFACE WILL BE COVERED. FOR UNIFORM DISTRIBUTION OF HAND-SPREAD MULCH, DIVIDEAREA INTO APPROXIMATELY 1,000 SQUARE FEET SECTIONS AND DISTRIBUTE 70 TO 90 POUNDS WITHIN EACH SECTION.ANCHORING SHALL BE ACCOMPLISHED IMMEDIATELY AFTER PLACEMENT TO MINIMIZE LOSS BY WIND OR WATER. THIS MAY BE DONE BY ONE OF THE FOLLOWING METHODS, DEPENDING UPON THE SIZE OF THEAREA, STEEPNESS OF SLOPES, AND COSTS.

(1) PEG AND TWINE. DRIVE 8 TO 10 INCH WOODEN PEGS TO WITHIN 2 TO 3 INCHES OF THE SOIL SURFACE EVERY 4 FEET IN ALL DIRECTIONS. STAKES MAY BE DRIVEN BEFORE OR AFTERAPPLYING MULCH. SECURE MULCH TO SOIL SURFACE BY STRETCHING TWINE BETWEEN PEGS IN A CRISSCROSS AND A SQUARE PATTERN. SECURE TWINE AROUND EACH PEG WITH TWO OR MOREROUND TURNS.(2) MULCH NETTINGS. STAPLE PAPER, JUTE, COTTON, OR PLASTIC NETTINGS TO THE SOIL SURFACE. USE A DEGRADABLE NETTING IN AREAS TO BE MOWED.(3) CRIMPER (MULCH ANCHORING TOOL). A TRACTOR-DRAWN IMPLEMENT, SOMEWHAT LIKE A DISC HARROW, ESPECIALLY DESIGNED TO PUSH OR CUT SOME OF THE BROADCAST LONGFIBER MULCH 3 TO 4 INCHES INTO THE SOIL SO AS TO ANCHOR IT AND LEAVE PART STANDING UPRIGHT. THIS TECHNIQUE IS LIMITED TO AREAS TRAVERSABLE BY A TRACTOR, WHICH MUSTOPERATE ON THE CONTOUR OF SLOPES. STRAW MULCH RATE MUST BE 3 TONS PER ACRE. NO TACKIFYING OR ADHESIVE AGENT IS REQUIRED.(4) LIQUID MULCH-BINDERS. - MAY BE USED TO ANCHOR HAY OR STRAW MULCH.

a. APPLICATIONS SHOULD BE HEAVIER AT EDGES WHERE WIND MAY CATCH THE MULCH, IN VALLEYS, AND AT CRESTS OF BANKS. THE REMAINDER OF THE AREA SHOULD BE UNIFORM INAPPEARANCE.b. USE ONE OF THE FOLLOWING:

(1) ORGANIC AND VEGETABLE BASED BINDERS - NATURALLY OCCURRING, POWDER BASED, HYDROPHILIC MATERIALS WHEN MIXED WITH WATER FORMULATES A GEL AND WHEN APPLIED TOMULCH UNDER SATISFACTORY CURING CONDITIONS WILL FORM MEMBRANED NETWORKS OF INSOLUBLE POLYMERS. THE VEGETABLE GEL SHALL BE PHYSIOLOGICALLY HARMLESS AND NOTRESULT IN A PHYTOTOXIC EFFECT OR IMPEDE GROWTH OF TURF GRASS. USE AT RATES AND WEATHER CONDITIONS AS RECOMMENDED BY THE MANUFACTURER TO ANCHOR MULCH MATERIALS.MANY NEW PRODUCTS ARE AVAILABLE, SOME OF WHICH MAY NEED FURTHER EVALUATION FOR USE IN THIS STATE.(2) SYNTHETIC BINDERS - HIGH POLYMER SYNTHETIC EMULSION, MISCIBLE WITH WATER WHEN DILUTED AND FOLLOWING APPLICATION TO MULCH, DRYING AND CURING SHALL NO LONGERBE SOLUBLE OR DISPERSIBLE IN WATER. IT SHALL BE APPLIED AT RATES RECOMMENDED BY THE MANUFACTURER AND REMAIN TACKY UNTIL GERMINATION OF GRASS.NOTE: ALL NAMES GIVE ABOVE ARE REGISTERED TRADE NAMES. THIS DOES NOT CONSTITUTE A COMMENDATION OF THESE PRODUCTS TO THE EXCLUSION OF OTHER PRODUCTS.

B. WOOD-FIBER OR PAPER-FIBER MULCH. SHALL BE MADE FROM WOOD, PLANT FIBERS OR PAPER CONTAINING NO GROWTH OR GERMINATION INHIBITING MATERIALS, USED AT THE RATE OF 1,500 POUNDSPER ACRE (OR AS RECOMMENDED BY THE PROJECT MANUFACTURER) AND MAY BE APPLIED BY A HYDROSEEDER. THIS MULCH SHALL NOT BE MIXED IN THE TANK WITH SEED. USE IS LIMITED TO FLATTERSLOPES AND DURING OPTIMUM SEEDING PERIODS IN SPRING AND FALL.

C. PELLETIZED MULCH. COMPRESSED AND EXTRUDED PAPER AND/OR WOOD FIBER PRODUCT, WHICH MAY CONTAIN CO-POLYMERS, TACKIFIERS, FERTILIZERS AND COLORING AGENTS. THE DRY PELLETS,WHEN APPLIED TO A SEEDED AREA AND WATERED, FORMA MULCH MAT. PELLETIZED MULCH SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. MULCH MAY BEAPPLIED BY HAND OR MECHANICAL SPREADER AT THE RATE OF 60-75 LBS./1,000 SQUARE FEET AND ACTIVATED WITH 0.2 TO 0.4 INCHES OF WATER. THIS MATERIAL HAS BEEN FOUND TO BE BENEFICIALFOR USE ON SMALL LAWN OR RENOVATION AREAS, SEEDED AREAS WHERE WEED-SEED FREE MULCH IS DESIRED OR ON SITES WHERE STRAW MULCH AND TACKIFIER AGENT ARE NOT PRACTICAL ORDESIRABLE.

APPLYING THE FULL 0.2 TO 0.4 INCHES OF WATER AFTER SPREADING PELLETIZED MULCH ON THE SEED BED IS EXTREMELY IMPORTANT FOR SUFFICIENT ACTIVATION AND EXPANSION OF THE MULCH TO PROVIDESOIL COVERAGE.

STANDARD FOR STABILIZATION WITH MULCH ONLY1. SITE PREPARATION

A. GRADE AS NEEDED AND FEASIBLE TO PERMIT THE USE OF CONVENTIONAL EQUIPMENT FOR SEEDBED PREPARATION, SEEDING, MULCH APPLICATION, AND MULCH ANCHORING. ALLGRADING SHOULD BE DONE IN ACCORDANCE WITH STANDARDS FOR LAND GRADING

B. INSTALL NEEDED EROSION CONTROL PRACTICES OR FACILITIES SUCH AS DIVERSIONS, GRADE STABILIZATION STRUCTURES, CHANNEL STABILIZATION MEASURES, SEDIMENT BASINS,AND WATERWAYS. SEE STANDARDS 11 THROUGH 42.

2. PROTECTIVE MATERIALSA. UNROTTED SMALL-GRAIN STRAW, AT 2.0 TO 2.5 TONS PER ACRE, IS SPREAD UNIFORMLY AT 90 TO 115 POUNDS PER 1,000 SQUARE FEET AND ANCHORED WITH A MULCH ANCHORING

TOOL, LIQUID MULCH BINDERS, OR NETTING TIE DOWN. OTHER SUITABLE MATERIALS MAY BE USED IF APPROVED BY THE SOIL CONSERVATION DISTRICT. THE APPROVED RATES ABOVEHAVE BEEN MET WHEN THE MULCH COVERS THE GROUND COMPLETELY UPON VISUAL INSPECTION, I.E. THE SOIL CANNOT BE SEEN BELOW THE MULCH.

B. SYNTHETIC OR ORGANIC SOIL STABILIZERS MAY BE USED UNDER SUITABLE CONDITIONS AND IN QUANTITIES AS RECOMMENDED BY THE MANUFACTURER.C. WOOD-FIBER OR PAPER-FIBER MULCH AT THE RATE OF 1,500 POUNDS PER ACRE (OR ACCORDING TO THE MANUFACTURER'S REQUIREMENTS) MAY BE APPLIED BY A HYDROSEEDER.D. MULCH NETTING, SUCH AS PAPER JUTE, EXCELSIOR, COTTON, OR PLASTIC, MAY BE USED.E. WOODCHIPS APPLIED UNIFORMLY TO A MINIMUM DEPTH OF 2 INCHES MAY BE USED. WOODCHIPS WILL NOT BE USED ON AREAS WHERE FLOWING WATER COULD WASH THEM INTO

AN INLET AND PLUG IT.F. GRAVEL, CRUSHED STONE, OR SLAG AT THE RATE OF 9 CUBIC YARDS PER 1,000 SQ. FT. APPLIED UNIFORMLY TO A MINIMUM DEPTH OF 3 INCHES MAY BE USED. SIZE 2 OR 3 (ASTM

C-33) IS RECOMMENDED.3. MULCH ANCHORING - SHOULD BE ACCOMPLISHED IMMEDIATELY AFTER PLACEMENT OF HAY OR STRAW MULCH TO MINIMIZE LOSS BY WIND OR WATER. THIS MAY BE DONE BY ONE OF

THE FOLLOWING METHODS, DEPENDING UPON THE SIZE OF THE AREA AND STEEPNESS OF SLOPES.A. PEG AND TWINE - DRIVE 8 TO 10 INCH WOODEN PEGS TO WITHIN 2 TO 3 INCHES OF THE SOIL SURFACE EVERY 4 FEET IN ALL DIRECTIONS. STAKES MAY BE DRIVEN BEFORE OR AFTER

APPLYING MULCH. SECURE MULCH TO SOIL SURFACE BY STRETCHING TWINE BETWEEN PEGS IN A CRISS-CROSS AND A SQUARE PATTERN. SECURE TWINE AROUND EACH PEG WITHTWO OR MORE ROUND TURNS.

B. MULCH NETTINGS - STAPLE PAPER, COTTON, OR PLASTIC NETTINGS OVER MULCH. USE DEGRADABLE NETTING IN AREAS TO BE MOWED. NETTING IS USUALLY AVAILABLE IN ROLLS 4FEET WIDE AND UP TO 300 FEET LONG.

C. CRIMPER MULCH ANCHORING COULTER TOOL - A TRACTOR-DRAWN IMPLEMENT ESPECIALLY DESIGNED TO PUNCH AND ANCHOR MULCH INTO THE SOIL SURFACE. THIS PRACTICEAFFORDS MAXIMUM EROSION CONTROL, BUT ITS USE IS LIMITED TO THOSE SLOPES UPON WHICH THE TRACTOR CAN OPERATE SAFELY. SOIL PENETRATION SHOULD BE ABOUT 3 TO 4INCHES. ON SLOPING LAND, THE OPERATION SHOULD BE ON THE CONTOUR.

D. LIQUID MULCH-BINDERS1. APPLICATIONS SHOULD BE HEAVIER AT EDGES WHERE WIND CATCHES THE MULCH, IN VALLEYS, AND AT CRESTS OF BANKS. REMAINDER OF AREA SHOULD BE UNIFORM IN APPEARANCE.2. USE ONE OF THE FOLLOWING:

a. ORGANIC AND VEGETABLE BASED BINDERS - NATURALLY OCCURRING, POWDER BASED, HYDROPHILIC MATERIALS THAT MIXED WITH WATER FORMULATES A GEL ANDWHEN APPLIED TO MULCH UNDER SATISFACTORY CURING CONDITIONS WILL FORM MEMBRANE NETWORKS OF INSOLUBLE POLYMERS. THE VEGETABLE GEL SHALL BEPHYSIOLOGICALLY HARMLESS AND NOT RESULT IN A PHYTO-TOXIC EFFECT OR IMPEDE GROWTH OF TURFGRASS. VEGETABLE BASED GELS SHALL BE APPLIED AT RATES ANDWEATHER CONDITIONS RECOMMENDED BY THE MANUFACTURER.

b. SYNTHETIC BINDERS - HIGH POLYMER SYNTHETIC EMULSION, MISCIBLE WITH WATER WHEN DILUTED AND FOLLOWING APPLICATION TO MULCH, DRYING AND CURINGSHALL NO LONGER BE SOLUBLE OR DISPERSIBLE IN WATER. IT SHALL BE APPLIED AT RATES AND WEATHER CONDITIONS RECOMMENDED BY THE MANUFACTURER ANDREMAIN TACKY UNTIL GERMINATION OF GRASS.

STANDARD FOR DUST CONTROLTHE FOLLOWING METHODS SHOULD BE CONSIDERED FOR CONTROLLING DUST:

MULCHES - SEE STANDARD OF STABILIZATION WITH MULCHES ONLY.VEGETATIVE COVER - SEE STANDARD FOR TEMPORARY VEGETATIVE COVER, PERMANENT VEGETATIVE COVER FOR SOIL STABILIZATION ANDPERMANENT STABILIZATION WITH SOD.SPRAY-ON ADHESIVES - ON MINERAL SOILS (NOT EFFECTIVE ON MUCK SOILS). KEEP TRAFFIC OFF THESE AREAS. ANIONIC ASPHALT EMULSION SHALL BEDILUTED WITH WATER AT A RATE OF 7 TO 1, APPLIED WITH A COARSE SPRAY NOZZLE AT 1200 GALLONS PER ACRE. LATEX EMULSION SHALL BEDILUTED WITH WATER AT A RATE OF 12.5 TO 1, APPLIED WITH A FINE SPRAY NOZZLE AT 235 GALLONS PER ACRE. RESIN IN WATER SHALL BE DILUTEDAT A RATE OF 4 TO 1, APPLIED WITH A FINE SPRAY NOZZLE AT 300 GALLONS PER ACRE. POLYACRYLAMIDE, BOTH SPRAY ON AND DRY SPREAD, SHALL BEAPPLIED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. ACIDULATED SOY BEAN SOAP STICK SHALL BE APPLIED WITH A COARSE SPRAYNOZZLE AT 1200 GALLONS PER ACRE.TILLAGE - TO ROUGHEN SURFACE AND BRING CLODS TO THE SURFACE. THIS IS A TEMPORARY EMERGENCY MEASURE WHICH SHOULD BE USED BEFORESOIL BLOWING STARTS. BEGIN PLOWING ON WINDWARD SIDE OF SITE. CHISEL-TYPE PLOWS SPACED ABOUT 12 INCHES APART AND SPRING-TOOTHEDHARROWS ARE EXAMPLES OF EQUIPMENT WHICH MAY PRODUCE THE DESIRED EFFECT.SPRINKLING - SITE IS SPRINKLED UNTIL THE SURFACE IS WET.BARRIERS - SOLID BOARD FENCES, SNOW FENCES, BURLAP FENCES, CRATE WALLS, BALES OF HAY AND SIMILAR MATERIAL CAN BE USED TO CONTROLAIR CURRENTS AND SOIL BLOWING.CALCIUM CHLORIDE - SHALL BE IN THE FORM OF LOOSE, DRY GRANULES OR FLAKES FINE ENOUGH TO FEED THROUGH COMMONLY USED SPREADERSAT A RATE THAT WILL KEEP SURFACE MOIST BUT NOT CAUSE POLLUTION OR PLANT DAMAGE. IF USED ON STEEPER SLOPES, THEN USE OTHERPRACTICES TO PREVENT WASHING INTO STREAMS OR ACCUMULATION AROUND PLANTS.STONE - COVER SURFACE WITH CRUSHED STONE OR COARSE GRAVEL.

STANDARD FOR PERMANENT STABILIZATION WITH SOD1. HIGH QUALITY CULTIVATED SOD IS PREFERRED OVER NATIVE OR PASTURE SOD.2. SOD SHOULD BE FREE OF BROADLEAF WEEDS AND UNDESIRABLE COARSE AND FINE WEED GRASSES.3. SOD SHOULD BE OF UNIFORM THICKNESS, TYPICALLY 5/8 INCH, PLUS OR MINUS 1/4 INCH, AT TIME OF CUTTING (EXCLUDES TOP GROWTH.).4. SOD SHOULD BE VIGOROUS AND DENSE AND BE ABLE TO RETAIN ITS OWN SHAPE AND WEIGHT WHEN SUSPENDED VERTICALLY WITH A FIRM GRASP FROM THE UPPER 10 PERCENT OF THE STRIP.

BROKEN PADS AND ROLLS OR TORN AND UNEVEN ENDS WILL NOT BE ACCEPTABLE.5. FOR DROUGHTY SITES, A SOD OF TURF-TYPE TALL FESCUE OR TURF-TYPE TALL FESCUE MIXED WITH KENTUCKY BLUEGRASS IS PREFERRED OVER A 100% KENTUCKY BLUEGRASS SOD. ALTHOUGH

NOT WIDELY AVAILABLE, A SOD OF FINE FESCUE IS ALSO ACCEPTABLE FOR DROUGHTY SITES.6. ONLY MOIST, FRESH, UNHEATED SOD SHOULD BE USED. SOD SHOULD BE HARVESTED, DELIVERED, AND INSTALLED WITHIN A PERIOD OF 24 HOURS OR LESS DURING SUMMER MONTHS.7. SITE PREPARATION

A. GRADE AS NEEDED AND FEASIBLE TO PERMIT THE USE OF CONVENTIONAL EQUIPMENT FOR LIMING, FERTILIZING, INCORPORATION OF ORGANIC MATTER, AND OTHER SOIL PREPARATIONPROCEDURES. ALL GRADING SHOULD BE DONE IN ACCORDANCE WITH STANDARD FOR LAND GRADING.

B. TOPSOIL SHOULD BE HANDLED ONLY WHEN IT IS DRY ENOUGH TO WORK WITHOUT DAMAGING THE SOIL STRUCTURE. A UNIFORM APPLICATION TO A DEPTH OF 6 INCHES (UNSETTLED) ISREQUIRED ON ALL SITES. SEE THE STANDARD FOR TOPSOILING FOR TOPSOIL AND AMENDMENT REQUIREMENTS.

C. INSTALL NEEDED EROSION CONTROL PRACTICES OR FACILITIES SUCH AS DIVERSIONS, GRADE STABILIZATION STRUCTURES, CHANNEL STABILIZATION MEASURES, SEDIMENT BASINS, ANDWATERWAYS

8. SOIL PREPARATIONA. UNIFORMLY APPLY GROUND LIMESTONE, AND FERTILIZER ACCORDING TO SOIL TEST RECOMMENDATIONS SUCH AS OFFERED BY RUTGERS CO-OPERATIVE EXTENSION. SOIL SAMPLE MAILERS

ARE AVAILABLE FROM THE LOCAL RUTGERS COOPERATIVE EXTENSION OFFICES (HTTP://NJAES.RUTGERS.EDU/COUNTY/). FERTILIZER SHALL BE APPLIED AT THE RATE OF 500 POUNDS PER ACREOR 11 POUNDS PER 1,000 SQUARE FEET USING 10-10-10 OR EQUIVALENT WITH 50% WATER INSOLUBLE NITROGEN UNLESS A SOIL TEST INDICATES OTHERWISE AND INCORPORATED INTO THESURFACE 4 INCHES. IF FERTILIZER IS NOT INCORPORATED, APPLY ½ THE RATE DESCRIBED ABOVE DURING SEEDBED PREPARATION AND REPEAT ANOTHER ½ RATE APPLICATION OF THE SAMEFERTILIZER WITHIN 3 TO 5 WEEKS AFTER SEEDING. APPLY LIMESTONE AT THE RATE OF 2 TONS/ACRE UNLESS SOIL TESTING INDICATES OTHERWISE. CALCIUM CARBONATE IS THE EQUIVALENTAND STANDARD FOR MEASURING THE ABILITY OF LIMING MATERIALS TO NEUTRALIZE SOIL ACIDITY AND SUPPLY CALCIUM AND MAGNESIUM TO GRASSES AND LEGUMES. LIMESTONE SHALLBE APPLIED IN CLAY, CLAY LOAM, AND HIGH ORGANIC SOIL AT A RATE OF 3 TONS/ACRE, OR 135 LBS/1000 SF; WITHIN SANDY LOAM, LOAM, AND SILT LOAM AT A RATE OF 2 TONS/ACRE, OR90 LBS/1000 SF; WITHIN LOAMY SAND AND SAN AT A RATE OF 1 TONS/ACRE, OR 45 LBS/1000 SF.

B. WORK LIME, AND FERTILIZER INTO THE TOPSOIL AS NEARLY AS PRACTICAL TO A DEPTH OF 4 INCHES WITH A DISC, SPRING TOOTH HARROW, OR OTHER SUITABLE EQUIPMENT. THE FINALHARROWING OR DISKING OPERATION SHOULD BE ON THE GENERAL CONTOUR. CONTINUE TILLAGE UNTIL A REASONABLY UNIFORM, FINE SEEDBED IS PREPARED.

C. REMOVE FROM THE SURFACE ALL OBJECTS THAT WOULD PREVENT GOOD SOD TO TOPSOIL CONTACT AND REMOVE ALL OTHER DEBRIS, SUCH AS WIRE, CABLE, TREE ROOTS, PIECES OFCONCRETE, CLODS, LUMPS, OR OTHER UNSUITABLE MATERIAL.

D. INSPECT SITE JUST BEFORE SODDING. IF TRAFFIC HAS LEFT THE SOIL COMPACTED, THE AREA MUST BE RE-TILLED AND FIRMED IN ACCORDANCE WITH THE ABOVE.9. SOD PLACEMENT

A. SOD STRIPS SHOULD BE LAID ON THE CONTOUR, NEVER UP AND DOWN THE SLOPE, STARTING AT THE BOTTOM OF THE SLOPE AND WORKING UP. ON STEEP SLOPES, THE USE OF LADDERSWILL FACILITATE THE WORK AND PREVENT DAMAGE TO THE SOD. DURING PERIODS OF HIGH TEMPERATURE, LIGHTLY IRRIGATE THE SOIL IMMEDIATELY PRIOR TO LAYING THE SOD.

B. PLACE SOD STRIPS WITH SNUG, EVEN JOINTS (SEAMS) THAT ARE STAGGERED. OPEN SPACES INVITE EROSION.C. LIGHTLY ROLL OR TAMP SOD IMMEDIATELY FOLLOWING PLACEMENT TO INSURE SOLID CONTACT OF ROOT MAT AND SOIL SURFACE. DO NOT OVERLAP SOD. ALL JOINTS SHOULD BE BUTTED

TIGHTLY TO PREVENT VOIDS WHICH WOULD CAUSE DRYING OF THE ROOTS AND INVASION OF WEEDS.D. ON SLOPES GREATER THAN 3 TO 1, SECURE SOD TO SURFACE SOIL WITH WOOD PEGS, WIRE STAPLES BIODEGRADABLE PLASTIC SPIKES, OR SPLIT SHINGLES (8 TO 10 INCHES LONG BY 3/4 INCH

WIDE).E. SURFACE WATER CANNOT ALWAYS BE DIVERTED FROM FLOWING OVER THE FACE OF THE SLOPE, BUT A CAPPING STRIP OF HEAVY JUTE OR PLASTIC NETTING, PROPERLY SECURED, ALONG THE

CROWN OF THE SLOPE AND EDGES WILL PROVIDE EXTRA PROTECTION AGAINST LIFTING AND UNDERCUTTING OF SOD. THE SAME TECHNIQUE CAN BE USED TO ANCHOR SOD INWATER-CARRYING CHANNELS AND OTHER CRITICAL AREAS. WIRE STAPLES MUST BE USED TO ANCHOR NETTING IN CHANNEL WORK.

F. IMMEDIATELY FOLLOWING INSTALLATION, SOD SHOULD BE WATERED UNTIL WATER PENETRATES THE SOIL LAYER BENEATH SOD TO A DEPTH OF 1 INCH. MAINTAIN OPTIMUM WATER FOR ATLEAST TWO WEEKS.

10. TOPDRESSING - SINCE SOIL ORGANIC MATTER AND SLOW RELEASE NITROGEN FERTILIZER (WATER INSOLUBLE) ARE PRESCRIBED IN SECTIONS 1 AND 2IN THIS STANDARD, A FOLLOW-UPTOPDRESSING IS NOT MANDATORY, EXCEPT WHERE GROSS NITROGEN DEFICIENCY EXISTS IN THE SOIL TO THE EXTENT THAT TURF FAILURE MAY DEVELOP, TOPDRESSING SHALL THEN BE APPLIED.TOP DRESS WITH 10-0-10 OR EQUIVALENT AT 400 POUNDS PER ACRE OR 7 POUNDS PER 1,000 SQUARE FEET EVERY 3 TO 5 WEEKS UNTIL THE GROSS NITROGEN DEFICIENCY IN THE TURF ISAMELIORATED.


NOTE:THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE OFALL SOIL EROSION AND SEDIMENT CONTROL MEASURES THROUGHOUT THEDURATION OF CONSTRUCTION UNTIL FINAL STABILIZATION HAS BEEN APPLIEDAND THE GRASS HAS GROWN. SUBSEQUENT TO CONSTRUCTION AND AFTERGRASS HAS GROWN THE PROPERTY OWNER SHALL BE RESPONSIBLE FOR SAME.

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13 19

STEEL POST

SIGN (REFER TO PLAN)

VARIES W/ SIGN

BREAKAWAY POST CONSTRUCTION

GRADE

VARI

ES W

/ SIG

N7'-

0"

NOT TO SCALESTEEL SIGN POST DETAIL

1/4" X 1/2" BOLTS WITHNUTS & LOCK WASHERS

NOTE:

1. BOLLARD MUST RESIST OF FORCE OF 6 TONSAPPLIED 30" ABOVE DRIVING SURFACE

4" BOLLARD DETAILN.T.S.

CURVED CAP

4" DIA. STEEL PIPE FILLED WITHCONCRETE AND EXTERIORPAINTED YELLOW

PAVEMENT

3500 PSI CONCRETE

4'-0"

3'-0"

1'-0"

1'-6"

1:10 SLOPE

1:12 M

AX S

LOPE

4'-0"

1:10 SLOPE

PAVEMENTAREA

OR PER PLAN

SIDEWALK

CURB FLUSHWITH PAVEMENT

TAPER CURBWITH RAMP

BROOM FINISH RAMPAND FLARES

ADA CURB RAMP DETAILN.T.S.

NOTES:

1. CURB RAMPS MAY NOT EXTEND INTO ANY PORTION OF THE PARKING SPACE OR ASSOCIATED STRIPED ISLAND.

2. COUNTER SLOPES OF ADJOINING GUTTERS AND PAVEMENT SHALL NOT BE STEEPER THAN 1:20 WITH A MAXCROSS SLOPE OF 2%.

3. A LEVEL LANDING AREA (MAX. SLOPE OF 2% IN ANY DIRECTION) SHALL BE PROVIDED AT THE TOP OF THE RAMP.THE LANDING CLEAR LENGTH SHALL BE 36" MIN. AND THE CLEAR WIDTH AS WIDE AS THE RAMP.

ADA PARKING SIGN W/ VANACCESSIBLE SIGN (VAN SIGN FOR

SPACES W/ 8' STALL & 8' ACCESS AISLEONLY)

SEE

PLAN

5'-4"

4" AZURE BLUE STRIPING

CONCRETE WHEEL STOP(IF & WHERE REQUIRED)

4'-4 1/2"4" WIDE SOLID BORDER

PAINTED WHITE

8-0" 5' MIN. OR 8'(SEE PLAN)

CURBLINE OR STRIPING

NOTES:

1. PAVEMENT STRIPING PAINT FOR ALL ADA PARKING SPACES SHALL BE AZURE BLUE COLOR.2. WHERE AN ADA PARKING STALL IS ADJACENT TO A STANDARD PARKING STALL, AN AZURE BLUE

AND WHITE PAVEMENT STRIPE SHALL BE PAINTED SIDE BY SIDE.3. ALL PAVEMENT STRIPING, MARKINGS AND SIGNAGE SHALL BE CONSTRUCTED IN ACCORDANCE

WITH THE LATEST ADA ACCESSIBILITY GUIDELINES.

ADA PARKING STALL STRIPING DETAIL

EMBLEM PAINTED WHITE4" WIDE SOLID WHITE

BACKGROUNDPAINTED AZURE

BLUE

3'-0"

3'-6"

HEAVY DUTY CONCRETE SLAB DETAILN.T.S.

VARIES (SEE SITE PLAN)

8" THICK CLASS B3500 PSI CONCRETE

6" THICK DGA OR 3/4"CLEAN STONENOTE:

1. CONTRACTOR SHALL INSTALL EXPANSION JOINTS 12"WIDE MADE OF PRE-MOLDED BITUMINOUS MATERIAL

#4 REBAR @ 12"O.C. EACH WAY

REBAR TO BE PLACED1/2 WAY DEEP INCONCRETE SLAB

PARKING STALL STRIPING DETAILN.T.S.

CURB OR STRIPE

9'-0" OR 10'-0"

4" WIDE WHITESTRIPE (TYP.)

18'-0

"

1-1/2" HOT MIX ASPHALTSURFACE COURSE M643" HOT MIX ASPHALT

BASE COURSE M64

6" DGA SUB-BASE

GEOTEXTILE FABRIC (IFAND WHERE REQUIRED)

SUB-GRADE TO BE COMPACTED TO95% MAXIMUM DRY DENSITY WITHIN 2%OF THE OPTIMAL MOISTURE CONTENTAS DETERMINED BY ASTM D-1557

STANDARD PAVEMENT DETAILN.T.S.

NOTES:

1. ALL PAVEMENT MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITHNJDOT STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION.

2. CONTRACTOR SHALL INSPECT AND TEST SUB-GRADE SOIL PRIOR TOCONSTRUCTION.

SAWCUTSAWCUT & HOT TAR SEAL

NEW

12" MIN.

EXIS

TING

EXISTINGPAVEMENT

SEE PLAN

4'1/2" DEEP SCORED OR SAWCUT JOINTS

1/2" BITUMINOUS EXPANSION JOINT AT 12' INTERVALS

SEE PLAN

FINISHED GRADE SHALL BEFLUSH WITH SIDEWALK

4" CONCRETESIDEWALK

FIRM COMPACTEDSUBGRADE

NOTES:1. CONCRETE SHALL BE AIR ENTRAINED WITH 4,000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.2. MAXIMUM CROSS SLOPE OF 1/4" PER FOOT.3. SIDEWALK SHALL HAVE A BROOM FINISH TO PROVIDE A SLIP RESISTANT SURFACE.

CONCRETE SIDEWALK DETAILN.T.S.

BELGIAN BLOCK CURB DETAILN.T.S.

NOTES:

1. MAXIMUM JOINT WIDTH 3/8" WIDE FOR FOR SPLIT QUARRY BLOCK AND 1/4" WIDE FORDRESSED BLOCK.

2. JOINTS SHALL BE POINTED WITH A 1 TO 1 CEMENT-SAND MORTAR MIXTURE.3. ANY EXCAVATION BELOW DESIRED GRADE AS A RESULT OF OVER EXCAVATION OR WET

SOIL CONDITIONS SHALL BE BACKFILLED WITH 3/4" CLEAN CRUSHED STONE ANDCOMPACTED.

3500 PSI CONCRETE

FIRM UNEXCAVATEDSUB-GRADE

PAVEMENT (SEE DETAIL)

FINISHED GRADE6"x 4"x 10" GRANITEBLOCK, BELGIAN ORAPPROVED EQUAL

12"

6"

12"

6"

10"

4" 4"

SLOPE

BELGIAN BLOCK DEPRESSED CURB DETAILN.T.S.

NOTES:




3500 PSI CONCRETE



CONCRETE APRON ORPAVEMENT 6"x 4"x 10" GRANITE BLOCK,

BELGIAN OR APPROVED EQUAL

12"

2"

12"

6"

10"

4" 4"

SLOPE

BELGIAN BLOCK FLUSH CURB DETAIL (FOR USE AT ADA CURB RAMPS)N.T.S.

NOTES:




4. MAXIMUM COUNTER-SLOPE OF PAVEMENT 1:20.

3500 PSI CONCRETE



ADA CURB RAMP6"x 4"x 10" GRANITEBLOCK, BELGIAN ORAPPROVED EQUAL

12"

12"

6"

10"

4"

MAX SLOPE 1:12 MAX SLOPE 1:20

24" WIDE WHITE STRIPE

STOP24" TALL WHITE LETTERS

12" GAP BETWEEN BAR AND LETTERS

36"

36"

36"

WHITE PAINTED ARROW

NOTES:

1. WORDS AND ARROWS CAN BE ARRANGED IN COMBINATIONS OTHER THAN DEPICTED INTHIS DETAIL AS NEEDED. REFER TO SITE PLAN FOR LOCATIONS.

PAINTED MARKING DETAILSN.T.S.

BOARD-ON-BOARD FENCE DETAILN.T.S.

4" x 4" WOOD POST

1" x 4" VERTICALWOOD SLATS

1" x 4" VERTICALWOOD SLATS 2" x 4" HORIZONTAL WOOD RAIL

8'-0"

3'-0"

MIN

. 2'-0"

8'-0" O.C.

2" x 4" HORIZONTALWOOD RAIL

4" x 4" TREATEDWOOD POST(TYP.)

2000 PSI CONCRETEFOOTING

NOTE: POSTS, RAILS AND SLATS SHALL BE PRESSURE TREATED LUMBER

12" MIN.

BOARDS TO BENATURAL COLOR

ALUMINUMPOST (TYP.)

2000 PSI CONCRETE FOOTING16" MIN.

3'-6"

MIN

. 3'-0"

8'-0"

10'-0"

BOARD-ON-BOARD TRASH ENCLOSURE DETAILN.T.S.

NOTE:

CONTRACTOR IS RESPONSIBLE FOR GATE SUPPORTS AND CROSS BRACING

GATE STOP(TYP. FOR 2)

GATE LATCH

BOARD ONBOARD GATE

BELGIAN BLOCKCURB (TYP.)

BOARD ONBOARD GATE

ALUMINUMPOST (TYP.)

BOARD-ON-BOARDFENCE

10'-0"

10'-0

" 6" CONCRETE SLABREINFORCED WITH 6x6-6/6

WWF

6" CONCRETE SLABREINFORCED WITH 6x6-6/6 WWF

4" BOLLARD

"NO PARKING ANY TIME" SIGNMOUNTED TO GATE 60" ABOVE GRADE

BOARDS TO BENATURAL COLOR

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NOT TO SCALE

AutoCAD SHX Text

PARKING

AutoCAD SHX Text

NO

AutoCAD SHX Text

ANY

AutoCAD SHX Text

TIME

AutoCAD SHX Text

PARKING

AutoCAD SHX Text

NO

AutoCAD SHX Text

ANY

AutoCAD SHX Text

TIME

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UTILITY TRENCH DETAILN.T.S.

PROPOSED PAVEMENTOR GRASS (SEE PLAN)

BACKFILL WITH SUITABLE EXCAVATEDMATERIAL OR SUITABLE IMPORTED MATERIAL.MATERIAL TO BE THOROUGHLY COMPACTED.IN PAVEMENT AREAS, MATERIAL TO BECOMPACTED TO 95% OF PROCTOR DENSITY

PROPOSED PIPE (DIAMETERVARIES, SEE PLAN)

34" CLEAN CRUSHED STONE

6"

24" + PIPE DIA.

6"

VARI

ES

NOTES:

1. STANDARD MANHOLE FRAMES & COVERS SHALL BE USED ON ALLMANHOLES NOT LOCATED WITHIN EASEMENTS UNLESS DIRECTEDOTHER-WISE BY THE ENGINEER OR TOWNSHIP REPRESENTATIVE.

2. LETTERING ON MANHOLE COVERS TO VARY BASED ON LOCATIONAND MANHOLE TYPE.

3. STANDARD MANHOLE FRAME & COVER SHALL BE CAMPBELLFOUNDRY PATTERN # 1012B, OR APPROVED EQUAL, WITHNON-PENETRATING PICK HOLES.

4. WATERTIGHT MANHOLE COVERS SHALL BE USED ON MANHOLESLOCATED WITHIN EASEMENTS, IN UNPAVED AREAS, AND OUTSIDEOF THE CENTERLINE OF PAVED ROADS AS DIRECTED BYENGINEER OR TOWNSHIP REPRESENTATIVE.

34"

31 3/4"

STORM MANHOLE FRAME DETAILN.T.S.

32"

43"

30"

8"

2" RAISED LETTERS

MANHOLE FRAME ANDCOVER (SEE DETAIL)

FRAME TO BE SET AT FINISHED GRADEWITH PRECAST GRADE RINGS (MAX 2)

EPDM SLEEVE CAST IN CONCRETE

PRECAST ECCENTRIC CONE SECTION(FOR MANHOLES WITH DEPTH OVER 6')

TWO SEPARATE COATS OF APPROVEDBITUMINOUS WATERPROOFING COMPOUNDSHALL BE APPLIED PER MANUFACTURESINSTRUCTIONS TO ENTIRE STRUCTURE

PRECAST RISER SECTION (AS REQUIRED)

PRECAST MANHOLE SECTIONS TOBE CONSTRUCTED AND REINFORCEDIN ACCORDANCE WITH ASTMSPECIFICATION C-478-90B

RUBBER GASKET AND CEMENTGROUT AT EACH JOINT INACCORDANCE WITH ASTM C-443

PRE-CAST BASE SECTION

SEE GRADINGPLAN FORINVERTS ANDPIPE SIZES

AGGREGATE BASE1-1/2" STONE

UNDISTURBED SOIL

MANHOLE STEPS @ 12"O.C. (SEE DETAIL)

12"

30"

48" (MIN.)

PRECAST MANHOLE DETAILN.T.S.

24" T

O 48

"(V

ARIE

S)24

"12

" MIN

.6" (MIN.)

12" MIN.

5" MIN.

FINAL GRADE (SEE GRADING PLAN)

"W"12" 12"

"L"

"D"

30°

"A"

"D"

"D" + 12"

3'-6" MIN

18" FOR UP TO 42" PIPE;1/3 H FOR OVER 42" PIPE

"H"

12"

12"

12"

3"

2 #6 REBARLENGTH = 1-1/2 X PIPE DIA.

"D" "L" "W" "A" "H"

12" 21" 36" 24" 24"

15" 26" 45" 30" 27"

18" 31" 54" 36" 30"

24" 42" 72" 48" 36"

36" 62" 108" 72" 48"

48" 83" 144" 96" 60"

NOTES:1. ALL EDGES SHALL BE CHAMFERED 1".2. EXPOSED PORTIONS OF WALL TO BE RUBBED AND FLOATED TO REMOVE FORM MARKS.3. CONCRETE SHALL BE AIR ENTRAINED AND A MINIMUM OF 4,000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.4. FOOTING DEPTH SHALL BE ADJUSTED AS NECCESARY TO BE BELOW THE FROST LINE AND REST ON FIRM SUB-GRADE.

FIRM COMPACTED SUB-GRADE

CONCRETE HEADWALL WITH WING WALLS DETAILN.T.S.

GRADE

GRADE

SECTION A - ASECTION B - B

A A

B

B

5'-0"

4'-6"

VARI

ES8"

6" 6"

CLASS "C"

8"

6"3'-6"6"

PIPE SIZE VARIES(REFER TO PLAN) CONCRETE

12" O.C.LADDER RUNGS

TYPE B INLET DETAILN.T.S.

INLET FRAME TO BECAMPBELL FOUNDRYPATTERN NO. 2618, WITHCURB PIECE, BACK AND GRATEOR APPROVED EQUAL

6" CONCRETE WALLS6" CONCRETE WALLS

INLET FOUNDATION TO BEEXTENDED 6" WHERE

DEPTH EXCEEDS 8'

DEPTH OF INVERT TOBE 0.8 OF DIA. OF MAINSEWER THRU INLET

OUTLET CONTROL STRUCTURE DETAILN.T.S.

INLET TYPE "E" FRAME & GRATE

6"

PRECAST CONCRETE STRUCTURE

3'-6"

MIN

.

6"

6"

PROPOSEDORIFICE (TYP)

PROPOSEDTRASH RACK

6" CONCRETE NJDOT CLASS 'B' WITH #4 REBAR @ 12"O.C.EACH WAY BELOW STRUCTURE AND WING-WALLS

NJDOT CLASS 'B' CONCRETE

GRADE

TOP GRADE

DESIGN STORM ELEVATIONS:2 YEAR - 586.4510 YEAR - 587.01100 YEAR - 587.79

MANHOLE STEPS @ 12" O.C.

6"PROPOSEDWEIR (TYP)

STRUCTURE DESCRIPTION ELEVATION NOTES

OCS #1

GRATE 590.50

3" ORIFICE 586.00 TO BE PLUGGED FOR NORMAL OPERATION

OUTLET 586.00

OCS #2

GRATE 587.80

3" ORIFICE 584.00

14" WEIR 586.50

OUTLET 583.00

PROPOSEDTRASH RACK

4" SLAB TO BE POURED-IN-PLACEAFTER PLACEMENT OFPRE-CAST STRUCTURE

NOTES

1. FRAME AND GRATE TO BE CAMPBELL FOUNDRY CO., NO. 3425 BICYCLE SAFEECO-GRATE OR APPROVED EQUAL

TYPE 'E' INLET FRAME & GRATE DETAILN.T.S.

ECO GRATE

4'-3"

4'-6"

TRAVERSE JOINTSLOPE @ 0.5% MIN.

12" CUTOFF FOOTING @ UPGRADEEND OF EVERY FOURTH SECTION

SECTION A-A

4' - 0"6" x 6" x 6" W.W.M.

4"

4"

2% MIN.2% MIN.

APPROVED SUBGRADE

CLASS B (4000 PSI)CONCRETE

3/4" CLEAN STONE

4"A

ANOTE:

TRAVERSE JOINTS 34" WIDE SHALL BE INSTALLED 10' APART AND SHALLBE FILLED WITH APPROVED CELLULAR COMPRESSION MATERIAL

CONCRETE LOW FLOW CHANNEL(NOT TO SCALE)

OCS TRASH RACK DETAILN.T.S.

TWO (2) STAINLESS HINGES TO ALLOWRAISING OF RACK FOR MAINTENANCE

ACCESSHANDLE

ACCESSHANDLE

24"

MCNICHOLS GAL-100 ALUMINUMBAR GRATING OR APPROVED EQUAL

12" BITUMINOUS FIBEREXPANSION JOINT

24"

TWO (2) STAINLESS HINGES TO ALLOWRAISING OF RACK FOR MAINTENANCE

OUTLET BEHINDTRASH RACK

6"x6" NO. 10 WIRE MESHREINFORCEMENT

6"x6" NO. 10 WIRE MESHREINFORCEMENT

ALLOW 1" CLEARANCEFOR MOVEMENT OF RACK

SECTION

PIPEPIPE

PLAN

L1

W1 W2

APRON # W1 L1 W2 d50 TH1 6' 10' 9' 6" 12"2 6' 7' 7' 6" 12"3 6' 11' 8' 6" 12"4 6' 16' 20' 6" 12"

d50 RIP-RAP STONE

CONDUIT OUTLET

0% GRADE

2 x d50 THICK W/ FILTER FABRIC3 x d50 THICK W/O FILTER FABRIC

3'

3'

FILTER FABRICIF NEEDED (TYP.)

GRADE

RIP-RAP DETAIL(NOT TO SCALE)

6" 12" 6"

12"

6"

10"

6"

6"

12" 24"

48" OR 96"

TRENCH GRATE

TRENCH DRAIN DETAILN.T.S.

PRECAST CONCRETE

AutoCAD SHX Text

4'-0"

AutoCAD SHX Text

DUMP NO WASTE

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DRAIN TO WATERWAYS

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DUMP NO WASTE

AutoCAD SHX Text

DRAIN TO WATERWAYS

AutoCAD SHX Text

DUMP NO WASTE

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DRAIN TO WATERWAYS

AutoCAD SHX Text

DUMP NO WASTE

AutoCAD SHX Text

DRAIN TO WATERWAYS

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15 19

COVER TO BE MARKED WITHWORD "WATER" (AS SPECIFIED

BY WATER COMPANY)

TAMPED EARTH

FINISHED GRADE

VALVE BOX EXTENSION PIECE(WHEN REMOVED)

4' - 0"MINIMUM DEPTH OF COVER

TWO PIECE SLIDING TYPEVALVE BOX 5 14" Ø

FLOW D

6"

34" CLEAN STONE

PROP. WATER MAIN(DUCTILE IRON)

WATER AUTHORITYAPPROVED GATE VALVE2'

UNDISTURBED EARTH(APPROVED SUBGRADE)

GATE VALVE TO BE SUPPORTEDBY 2'x2'x6" CONCRETE SLAB

GATE VALVE & BOX DETAIL(NOT TO SCALE)

NOTE:VALVE SPECIFICATIONS TO BE IN ACCORDANCEWITH WATER COMPANY REQUIREMENTS.

CONTRACTOR TO ENSURETHAT VALVE BOX IS DIRECTLYCENTERED OVER VALVE KEY

CIRCULAR CONCRETE BOXWITH LID OR CAST IRON BOX AND COVER.

PAVED SURFACE

FINISHED GRADE

SUBGRADE

HAND TAMPEDAGGREGATE

X" PVC PIPE

COUPLING AS REQUIRED

X" PVC (SCH 40) TEE WYE (CLEANOUT)

FLOWX" PVC PIPE

FLOWX" PVC PIPE

CONNECT TO 6" INAPPROVED MANNER

NOTE: X" - SEE PLAN FOR PIPE SIZE.

SEWER CLEANOUT DETAIL(NOT TO SCALE)

PVC CLEANOUT CAP

FINISHED GRADEGRASS

NOTE:CONTRACTOR TO VERIFY SIZE AND LOCATION OF UTILITY SERVICES WITH ARCHITECTURAL PLANS AND/OR M.E.P. DRAWINGS. WHERE CONFLICT EXISTS WITHTHE SITE PLAN, ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION TO RESOLVE SAME.

2 CUBIC FEET OF 12"GRAVEL FOR DRAINAGE

FOOT PIECE

TYPE "K" COPPERWATER TUBINGSIZE VARIES (SEESITE PLAN)(2" MAX)WATER MAIN (MIN. 8"

DIA FOR 2" SERVICE

CORPORATION STOP

3'-6" MIN.

STREET SURFACE

CURB LINE

18" MIN

MUELLER TYPE H-10316 CURBBOX WITH MARKED "WATER"(SEE SITE PLAN FOR LOCATION)

MINIMUM EARTH COVER OVER SERVICEPIPE WILL BE 4'-0" EXCEPT HIGH POINT OFCOPPER TUBING AT CORPORATION TOPTO HAVE A MINIMUM COVER OF 3'-6".

CURB BOX EXTENSIONTYPE ARCH PATTERN BASE

4'-0" (MIN.)PROP. WATERSERVICE-SIZE VARIES (SEEMEP PLANS)(2" MAX. SVC.)

45°

WATER SERVICE CONNECTION DETAIL(NOT TO SCALE)

GROUND KEY CURB STOPAND DRAIN MEULLER MARK II

ORISEAL (H - 15214) OR EQUAL

12" MAX

EXISTING PIPEMECHANICAL JOINTTAPPING VALVE

MECHANICAL JOINT TAPPING SLEEVE

THRUST BLOCK POUREDAGAINST UNDISTURBED SOIL

#4 REIN. BAR#4 REIN. BAR

THRUST BLOCK POUREDAGAINST UNDISTURBED SOIL

EXISTING PIPE

INSERTION VALVE

TAPPING SLEEVE AND VALVE VALVE SUPPORT BLOCK & INSERTION VALVE

ELEVATIONPLAN

WET TAP DETAIL(NOT TO SCALE)

ROOF DRAIN W/ TEE CLEANOUT DETAIL(NOT TO SCALE)

INJECTION MOLDEDWT TEE

HDPE PIPE (TYP)

GASKETEDCONNECTION

INJECTION MOLDEDWT 90° BEND

NYLOPLAST CLEANOUT END CAPADJUST PER ENGINEERS PLAN

DOWNSPOUT ADAPTERINSERTED IN RISER PIPE

FINISHED GRADE

BUILDING FACE

NOTE:

INJECTION MOLDED FITTING ARE AVAILABLEIN TEES, WYES, REDUCERS, 45° BENDS ANDBELL/BELL COUPLERS.

WATERTIGHT (WT) JOINTS SHOWN. SOIL - TIGHT (ST)FITTINGS ARE ALSO AVAILABLE.

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16 19

ColinearCOLINEAR MACHINE & DESIGN, INC.

7WILSON DRIVE

1' - 10"

5' - 2"

4"

3' - 4"

ID SIGN DETAIL(NOT TO SCALE)

C

C

DA

E

A

F F

B

A B C D E F30 .75 10 10 6 7.75

WHITE BORDER

WHITE LETTERSRED BACKGROUND

R1-1 STOP SIGN DETAILN.T.S.

B

K

B

C

E

D

A

A

H H

DO NOT

ENTERL L

F

G

A B C D E F G H J K L7.8751.875109.7512.514.55246.530

WHITE BACKGROUNDRED CIRCLE

WHITE LETTERS

WHITE BAR

R5-1 DO NOT ENTER SIGN DETAILN.T.S

BLACK LETTERSWHITE BACKGROUND

12"x18" R7-8 SIGN

PENALTY$250 1ST OFFENSE

SUBSEQUENT OFFENSES$250 MIN. AND/OR

UP TO 90 DAYS COMMUNITYSERVICE

TOW AWAY ZONE

THIS SIGN TYPICAL AT ALLACCESSIBLE PARKING SPACES

12"x6" R7-8a VAN ACCESSIBLESIGN TO BE INSTALLED FORSPACES WITH 8' STALL & 8'AISLE ONLY

12"x10" R7-8P PENALTY SIGN

ACCESSIBLEVAN

ADA SIGN DETAILN.T.S.

AutoCAD SHX Text

PARKING

AutoCAD SHX Text

RESERVED

AutoCAD SHX Text

60" ABOVE FINISHED GRADE

AutoCAD SHX Text

PENALTY $250 1ST OFFENSE SUBSEQUENT OFFENSES $250 MIN. AND/OR UP TO 90 DAYS COMMUNITY SERVICE TOW AWAY ZONE

AutoCAD SHX Text

NOTES: 1.) IF AT THE TIME OF CONSTRUCTION THE STATE OF NEW JERSEY HAS APPROVED FINES/PENALTIES DIFFERENT THAN THOSE INDICATED ON THIS DETAIL, CONTRACTOR IS TO PROVIDE SIGNAGE INDICATING THE CURRENT FINES/PENALTIES AS APPROVED BY THE STATE OF NEW JERSEY. 2.) VAN ACCESSIBLE SIGN SHALL BE 60" MINIMUM ABOVE FINISHED GRADE WHERE APPLICABLE. WHEN VAN ACCESSIBLE IS NOT REQUIRED, R7-8 SIGN SHALL BE SET AT 60" MINIMUM ABOVE FINISHED GRADE.

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4" TOPSOIL WITH SOD (IN SEASON)OR STABILIZE WITH JUTE MATTING

(OUT OF SEASON). SEE SOILEROSION NOTES/LANDSCAPE PLAN FOR

OVERBANK FERTILIZER, SEED& MULCH MIX & DISTRIBUTION RATES



4" TOPSOIL (MIN)

APPROVED SUBGRADE

3

1

3

1

MAX SLOPE

GRASS SWALE DETAIL(NOT TO SCALE)

3' - 0"

3' - 0"

FOREBAYBASIN

BASIN BOTTOM

FIRM COMPACTED SUBGRADE

1' - 0"

FOREBAY BOTTOM

GABION BASKET FOREBAY DETAIL(NOT TO SCALE)

DESCRIPTIONTOP OF BERM

(ELEV.)SPILLWAY

(ELEV.)DOWNSTREAM TOE OF

SLOPE/DAM (ELEV.)

DIMENSIONS (FT.)

A B

BASIN 589.50 588.00 585.00 19' 10'

"A"

"B"

SECTION B-B

A

A

B B

INTERIOR OF BASIN

PLAN VIEW

NOTE:SEE GRADING PLAN AND CROSS SECTIONFOR SWALE SIZE AND LOCATION.

SECTION A-A

TOPSOIL

DETENTION BASIN SIDESLOPE PER SITE PLAN

GRASSMEET EXISTING GRADE

TOPSOIL STABILIZED W/ SOD ORSEED PER SITE PLANS

10'

3:1 MAX

EMERGENCY SPILLWAY GRASS DETAIL(NOT TO SCALE)

3' MIN.

VARIES (6' MIN.)

TOP OF BERM

31

OR PER GRADING PLAN

12

3' MIN.11

SANDY LOAM:50% - 80% PASSING #20020% - 40% PASSING #2000% - 20% s 0.005 MIN.COMPACTED TO 95% MAX.DRY DENSITY (BY MODIFIEDPROCTOR)

4' MIN.

CLAYEY SILTS:50% - 80% PASSING #200

20% - 50% s 0.005 MIN.COMPACTED TO 95% MAX.

DRY DENSITY (BY MODIFIEDPROCTOR) TO BE EXTENDED

UNDER BASIN BOTTOM

NATURALSOIL

4" TOPSOIL (TYP.)

SANDY LOAM:50% - 80% PASSING #20020% - 40% PASSING #200

0% - 20% s 0.005 MIN.COMPACTED TO 95% MAX.

DRY DENSITY (BY MODIFIEDPROCTOR)

4" TOP SOIL & SEEDED W/ BANKSTABILIZATION NETTING (TYPICAL

INSIDE & OUTSIDE BERM)

BASINBOTTOM

NOTE: 1. TYPICAL EXIST. GRADE REMOVED TOPSOIL, LOOSE OR FOREIGNMATERIALS AND ALL VEGETATION AND ROOT.2. CLAY CORE BOTTOM TO EXTEND A MINIMUM OF 4' BELOW LOWESTPOINT OF BASIN BOTTOM

DETENTION BASIN BERM W/ CLAY CORE DETAILN.T.S.

EXISTING SOIL

OUTLET STRUCTURE #1TOP OF BOX: 590.50INV (3" ORIFICE):586.00(PLUGGED FOR NORMAL OPERATION)INV (18" OUT): 586.00

3

1

EMERGENCY SPILLWAYELEV: 588.00

(SEE DETAIL)

SIDE SLOPES3:1 MAX.

SEASONAL HIGH WATER TABLEBELOW INFILTRATION BASINELEV: 582.92 TO 583.67

100 YEAR STORM ELEV: 587.79



INFILTRATION BASIN BOTTOM ELEV: 586.00

CROSS-SECTION

INFILTRATION & DETENTION BASIN DETAIL(NOT TO SCALE)

OUTLET STRUCTURE #2TOP OF BOX: 587.80INV (14" WEIR): 586.50INV (3" ORIFICE):584.00INV (18" OUT): 583.00

TOP OF BERMELEV: 589.5

1.16' FREEBOARD

DETENTION BASIN BOTTOM ELEV: 584.00

TOP OF BERM/GRADEELEV: 589.5

TOP OF BERMELEV: 587.25WQ STORM ELEV: 587.08

SEASONAL HIGH WATER TABLEBELOW DETENTION BASINELEV: 583.00

10 YR STORM OVER SPILLWAYELEV: 588.34

MIN. 6" SAND WITH TESTED PERMEABILITY = 20"/HR

FILTER FABRIC AT SIDES OFSAND LAYER

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18 19

4" - 8" MAX.

8" MIN 4" MIN.

34" CLEAN STONE TO

SEAL (TYP.) (AS REQUIRED)

TRENCH DRAIN GRATE

GEOTEXTILE TUBE AND/ORBAGS FILLED WITH 34"CLEAN STONE ORHAYBALES AS REQUIRED.

ELEVATION

PAVEMENT

TRENCH DRAIN FILTER(NOT TO SCALE)

DRAIN GRATECONCRETE BLOCK

GRAVEL BACKFILL

LESS THAN5% SLOPE

A

A

PLAN VIEW

DROPINLET

WIRE SCREEN OR FILTER FABRICCONCRETE BLOCK

WATER

OVERFLOW WATERGRAVEL BACKFILL

PONDING HEIGHT

SECTION A-A

NOTES:

1. DROP INLET SEDIMENT BARRIERS ARE TO BE USED FOR SMALL, NEARLY LEVEL DAMAGE AREAS (LESS THAN 5%)2. EXCAVATE A BASIN OF SUFFICIENT SIZE ADJACENT TO THE DROP INLET.3. THE TOP OF THE STRUCTURE (PONDING HEIGHT) MUST BE WELL BELOW THE GROUND ELEVATION DOWNSLOPE

TO PREVENT RUNOFF FROM BYPASSING THE INLET. A TEMPORARY DIKE MAY BE NECESSARY ON THEDOWNSLOPE SIDE OF THE STRUCTURE.

INLET FILTER DETAIL(NOT TO SCALE)

SELECTIVELY PRUNE CROWNDO NOT CUT CENTRAL LEADER

REINFORCED RUBBER HOSE

#11 GAUGE WIRE TWISTED ATTACH@ FIRST RANCH OR 13 UP TREE

TREE WRAP

3" SHREDDED BARK MULCH

EARTHEN SAUCER

GUYING STAKE - 3 2" x2" CEDAR 35" LONG

CLEAN BACKFILL16 PEATMOSS16 TOPSOIL23 NATIVE SUBSOIL

UNDISTURBED SUBSOILDO NOT COMPACT

1' MIN

DECIDUOUS TREE PLANTING DETAIL(NOT TO SCALE)

RUBBER HOSE

REMOVE 13 BURLAPFROM TOP OF BALL

3" MULCH

3 CEDAR STAKES120° FROM ONE ANOTHER

DOUBLE STRANDS #12GAUGE WIRE TWISTED

SUBGRADE

APPROVED SOIL MIX

EVERGREEN SHRUB DETAIL(NOT TO SCALE)

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GENERAL NOTES:

1. CONTRACTOR TO CONFIRM ALL DIMENSIONS FOR LIGHTPOLE AND FIXTURES PRIOR TO CONSTRUCTION.

2. PROPOSED POLE IN COMBINATION WITH CONCRETEPEDESTAL TO EQUAL MOUNTING HEIGHT (SEE LIGHTINGPLAN)

3. SOILS SHALL BE COMPACTED TO 95% OPTIMUM DRYPROCTOR DENSITY AROUND MIN. BEARING CAPACITY O2000 PS TO BE FIELD VERIFIED (TYP.)

LIGHT POLE DETAILN.T.S.

SINGLE OR DOUBLE LIGHTFIXTURE (SEE LIGHTING PLAN)

LIGHT POLE

2-1/2" X 5" HANDHOLE W/ COVER

12" CONDUIT

GROUT

2'-0" HIGH COLUMN TO BEINSTALLED IN PARKING LOTAREAS (SEE SITE PLAN)

HORIZONTAL AND VERTICALREINFORCEMENT TIES

LIGHT POLE FOUNDATION (TYP.)

CONCRETE CURB

GALV. ANCHOR BOLTS (ASRECOMMENDED BY LIGHTMANUFACTURER)

FLUSH MOUNT FOR LIGHTPOLE LOCATIONS OUTSIDE OFPARKING AREAS OR BEHINDCURBS (SEE SITE PLAN)

2'-6" MIN.

12"

MOUN

TING

HEI

GHT

(VAR

IES)

DEPT

H

BASE PLATES ANDANCHOR BOLTS ASPER MANUFACTURER

WIDTH

GRADEPAVEMENT

LIGHT POLE FOUNDATION SCHEDULE

MOUNTING HEIGHT 20'

POLE DIAMETER 6" SQUARE

# OF FIXTURES SINGLE

FOUNDATION DIAMETER 18" ROUNDFOUNDATION DEPTH 7'REINFORCING TIES #4 @ 12" O.C.

VERTICALREINFORCEMENT

(6) #6 BARSEQUALLYSPACED

SOIL NOTES

1. SOILS SHALL BE COMPACTED TO 95% OPTIMUM DRYPROCTOR DENSITY AROUND MIN. BEARING CAPACITY O2000 PS TO BE FIELD VERIFIED (TYP.)

2. FOOTING DESIGN BASED ON ASSUMED MAX ALLOWABLESOILS BEARING CAPACITY OF 2,000 SF PSF. THECONTRACTOR IS RESPONSIBLE TO VERIFY ASSUMEDBEARING CAPACITY PRIOR TO CONSTRUCTION.ENGINEER TO BE NOTIFIED IF DISCREPANCIES EXIST.

3. SUBGRADE TO BE FREE OF ANY ORGANICS AND CONSISTOF SUITABLE, COMPACTED MATERIAL.

CONCRETE NOTES

1. CONCRETE SHALL HAVE A MIN. COMPRESSIVE STRENGTHOF 4,000 PSI @ 28 DAYS WITH A MIN. CEMENT CONTENT OF600 POUNDS PER CUBIC YARD FOR ALL FOOTINGS.

2. ALL CONCRETE SHALL HAVE A SLUMP OF NO GREATER THAN4" WITHIN ±1".

3. ALL EXPOSED CONCRETE SHALL BE AIR-ENTRAINED WITH A1% TOLERANCE CONFORMING TO ASTM C260.

4. REINFORCING FRAMEWORK AND PLACEMENT OF CONCRETESHALL FOLLOW GOOD CONSTRUCTION PRACTICES AND BEIN ACCORDANCE WITH ALL LOCAL GOVERNING CODES ANDREGULATIONS AS WELL AS THE ACI AND UNIFORM BUILDINGCODE.

Proposed Site Improvement - Sparta Township

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