new york state eb...questions on hdm chapter 8 should be directed to at brian priestley, r.l.a., of...

New York State

Department of

Transportation

ENGINEERING

BULLETIN

EB

15-003

Expires one year after issue unless replaced sooner

Title: HIGHWAY DESIGN MANUAL REVISION NO. 82 – CHAPTER 5 BASIC DESIGN AND CHAPTER 8 DRAINAGE

Target Audience : Manufacturers (18) Local Govt. (31) Agencies (32)

Surveyors (33) Consultants (34) Contractors (39) ____________( )

Approved:

/s/Richard W. Lee

Richard W. Lee, P.E. Director, Office of Design

1/20/15 Date

ADMINISTRATIVE INFORMATION: Effective Date. HDM Chapter 5 Appendices A, B, C and D; and HDM Chapter 8 Appendix B are

effective upon signature.

Superseded Issuances. None.

PURPOSE: To announce the availability of Revision No. 82 to Highway Design Manual (HDM):

Chapter 5 - Basic Design, Appendices A, B, C and D

Standardized Traffic Impact Studies on the HDM Chapter 5 internet page.

Chapter 8 – Drainage, Appendix B

Standardized Drainage Reports and SWPPPs on the HDM Chapter 8 internet page.

TECHNICAL INFORMATION: HDM users should replace their entire existing Chapter 5 appendices and

Chapter 8 Appendix B with the updated versions dated 01/15/2015. Substantive changes include:

HDM Chapter 5, Appendix A – Policy and Standards for the Design of Entrances to State Highways

Added charts that use impervious area draining to the state highway and culvert/pipe size to determine if a

drainage study is needed.

Added reference to HDM Appendix 5D to determine if a Traffic Impact Study is needed

Commercial driveways are now categorized as minor, moderate, and major

Added hyperlinks

Converted to dual units with metric units in parentheses.

Revised Location Standards (Figure 5A-3, previously Figure 5A-1) to include standard spacing for

driveways near intersection and across from 3 legged intersections.

Eliminated Figures 5A-2 through 5A-5, which will be superseded by the 608-03 Standard Sheets. The

608-03 Standard Sheets were revised to include driveway profiles, sidewalks crossing driveways, and

shoulder reconstruction for commercial driveways.

HDM Chapter 5, Appendix B – Vertical Highway Alignment Sight Distance Charts

Added US customary sight distance charts

Included guidance for using the charts on nonfreeway 2R/3R and driveway permits

Eliminated Minimum Length of Sag Vertical Curve Based on Riding Comfort Table and replaced it with

Minimum Sight Distance at Undercrossings Table.

HDM Chapter 5, Appendix C – Intersection Sight Distance Charts

Included guidance for using the charts on nonfreeway 2R/3R and driveway permits with a 20 mph

reduction in design speed according to HDM 7.5.2.1.H and Exhibit 7-7.

Added US customary sight distance charts

https://www.dot.ny.gov/main/business-center/engineering/cadd-info/drawings/standard-sheets-us

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HDM Chapter 5, Appendix D – Level of Service and Capacity Analysis on State Highways

The proposed Traffic Report shell combines the guidance and technical requirements of HDM Chapter 5,

the AASHTO Highway Safety Manual, and the 2010 HCM, with sample text to standardize and streamline

the preparation and review of Traffic Reports.

Level of Service charts were developed for the following common roadway types:

o Free flow segments

o T-Intersections with no traffic control on the major legs (e.g., minor cross streets, driveways)

The level of service charts establish a threshold for a formal analysis – projects with a Level of Service

above the threshold can simply state the analysis is not required per HDM Appendix 5D.

For projects that require a formal capacity analysis, standardized shells for linear transportation projects and

localized improvements/driveways are provided on the HDM Chapter 5 Internet page at:

https://www.dot.ny.gov/divisions/engineering/design/dqab/hdm/chapter-5

HDM Chapter 8, Appendix B – NYSDOT Design Requirements and Guidance for State Pollutant Discharge

Elimination System (SPDES) General Permit for Construction Activity

The appendix was updated to comply with the current General Permit (GP-0-10-001) and NYSDEC

conditions. Major changes include:

o Re-organization of the document to improve ease of use and readability

o Added discussion and guidance for Green Infrastructure and Runoff Reduction Volume (RRv)

Stormwater Pollution Prevention Plan (SWPPP) shells for transportation projects and non-transportation

projects are available on the HDM Chapter 8 Internet page at:


HDM Chapter 8 – Standard Drainage Report shells for transportation projects and non-transportation projects are

available on the HDM Chapter 8 Internet page at:

https://www.dot.ny.gov/divisions/engineering/design/dqab/hdm/chapter-8.

IMPLEMENTATION: Refer to the effective date. The report shells are to be used for all new reports initiated on or after the effective

date.

TRANSMITTED MATERIALS: None.

The revision has been incorporated into the on line version of HDM Chapter 5 at:


The revision has been incorporated into the on line version of HDM Chapter 8 at:


BACKGROUND: This revision was developed to implement revisions to the Minor Commercial Driveway

Highway Work permits resulting from the 2014 NY Lean review. The revisions also streamline the design and

development of minor commercial driveway modifications made to reconnect the driveway to the state highway as

part of a capital project.

This revision includes US customary sight distance charts; standardized traffic impact studies; updated guidance

and requirements to comply with the current SPDES general permits issued by NYSDEC; standardized drainage

reports; guidance eliminating the need for a drainage report for minor impacts to the drainage system, and provides

traffic capacity charts eliminating the need for traffic counts, projections and capacity analysis on highways with a

low volume to capacity ratio.






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The standardized Traffic Impact Study is based on ITE’s Traffic Engineering Handbook. It provides a consistent

list of topics to cover in a traffic study, provides a write-up of the standard methodology, and provides sample text

to guide the user. The standard outline and content help expedite the development and review of the report.

The standardized Drainage Report eliminates duplication of the project information available in the Design

Approval Document and a SWPPP, if prepared. It provides a consistent list of topics that meets the requirements

of HDM Chapter 8, Section 8.9. The shell provides a write-up of the standard methodology and provides sample

text to guide the user. The standard outline and content help expedite the development and review of the report.

The standardized SWPPP was generated to meet the requirements of the current NYSDEC general permit,

provides a consistent list of topics to cover, provides a write-up of the standard methodology, and provides sample

text to guide the user. The standard outline and content help expedite the development and review of the report.

CONTACTS:

Questions on HDM Chapter 5 should be addressed to Rick Wilder, P.E., of the Design Services Bureau at

(518) 457-5922 or via e-mail at [email protected].

Questions on HDM Chapter 8 should be directed to at Brian Priestley, R.L.A., of the Design Services

Bureau, at (518) 457-0783 or via email at [email protected].




mailto:[email protected]

mailto:[email protected]

NEW YORK STATE DEPARTMENT OF TRANSPORTATION

POLICY and STANDARDS for the Design of Entrances to State

Highways

January 15, 2015

DRIVEWAY DESIGN POLICY

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This Page Intentionally Left Blank.


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POLICY AND STANDARDS FOR THE DESIGN OF ENTRANCES TO STATE HIGHWAYS

PREFACE This policy (commonly referred to as the “Driveway Design Policy”) outlines the Department’s technical and procedural requirements involved in the planning, design, construction, and maintenance of entrances to a State highway. While this policy is most commonly used for driveways, it applies to all entrances, including walkways, stairways, city and village streets, town and county highways, private access roads, subdivision roads (defined in Section 5A.10 of this policy), and roads owned by other State agencies and authorities. Property owners seeking to build or improve an entrance to a State highway must, in addition to meeting applicable local requirements and the State Environmental Quality Review Act (SEQRA), obtain and comply with all conditions of a New York State Department of Transportation Highway Work Permit. Issuance of the Highway Work Permit is contingent upon Department review and approval of the planning and design details of the entrance. Property owners, developers, consultants, and local officials play important roles in the process and should be aware of specific portions of this policy.

Sections 5A.2 and 5A.3 outline the responsibilities of the property owner. Since residential driveways have less impact on the highway system than commercial driveways and subdivisions, residential property owner responsibilities are generally limited to Sections 5A.2.1, and 5A.3.1 through 5A.3.6. Design requirements for residential driveways are detailed in Sections 5A.4, 5A.5, and 5A.9.

Sections 5A.4, 5A.6, 5A.7, and 5A.9 contain commercial driveway design requirements, which should be used by consultants hired by the property owner to plan and design minor commercial driveways and may be useful to consultants designing major commercial driveways.

Section 5A.4, 5A.7, 5A.8, and 5A.9 contain subdivision, municipal street and municipal highway design requirements, which may be useful to developers and municipalities planning and designing access to a State highway.

Sections 5A.2 and 5A.4 include procedural requirements and general design guidelines, respectively, which may interest local government planning and review agencies or boards.

This policy is in dual units. Metric units are shown in U.S. customary units with metric units in parentheses. Similarly, the NYSDOT Driveway Standard Sheet references are shown as U.S. customary sheets with metric sheets in parentheses (608-03 (M608-17 through M608-23)). The values are hard converted (not a precise conversion) to better represent the degree of accuracy needed. Highway Work Permit forms are available on the Department’s web site: https://www.dot.ny.gov/permits. For detailed information on the permitting process and its requirements, refer to the www.dot.ny.gov/permits and the Department’s Manual of Administrative Procedure 7.12-2 on Highway Work Permits.

https://www.dot.ny.gov/permits

http://www.dot.ny.gov/permits

http://axim22.nysdot.private:7779/pls/portal/INTRADOT.arms_maps_display.show_doc?p_id=1925

http://axim22.nysdot.private:7779/pls/portal/INTRADOT.arms_maps_display.show_doc?p_id=1925


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CONTACT PERSON Questions concerning this policy should be directed to the appropriate NYSDOT Regional Permit Coordinator. Names and phone numbers for the Permit Coordinators are provided on

the Internet at: www.dot.ny.gov/permits. General information can be obtained from NYSDOT Transportation Maintenance Offices, also known as Maintenance Residencies. Contact information for the local residency can be found on the NYSDOT website, at www.dot.ny.gov/about-nysdot/faq/residencies, or in the Government Listings of your local phone book. Look under “State Offices,” then “Transportation Department of,” and then “Transportation Maintenance.”


http://www.dot.ny.gov/about-nysdot/faq/residencies


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Contents Page 5A.1 INTRODUCTION ............................................................................................................. 1 5A.2 GENERAL POLICY FOR THE DESIGN OF ENTRANCES TO STATE HIGHWAYS ...... 2

5A.2.1 Non-Department Projects / Highway Work Permits ........................................... 2 5A.2.2 Department Projects ......................................................................................... 5

5A.3 CONDITIONS AND LIMITATIONS OF HIGHWAY WORK PERMITS ............................. 6

5A.3.1 Maintenance Responsibility ............................................................................... 6 5A.3.2 Permit Traffic Signals ........................................................................................ 6 5A.3.3 Other Traffic Control Devices ............................................................................ 7

5A.4 GENERAL DESIGN REQUIREMENTS AND GUIDELINES ............................................ 7

5A.4.1 Spacing ............................................................................................................. 7 5A.4.2 Sight Distance ................................................................................................... 8 5A.4.3 Median Openings on State Highways ............................................................... 9 5A.4.4 Driveway Profile ................................................................................................ 9 5A.4.5 Drainage ........................................................................................................... 9 5A.4.6 Sidewalks, Walkways and Stairways ............................................................... 11

5A.5 RESIDENTIAL DRIVEWAYS AND FIELD ENTRANCES ............................................. 12 5A.6 MINOR COMMERCIAL DRIVEWAYS ........................................................................... 12

5A.6.1 Access Control ................................................................................................ 13 5A.6.2 Constrained Areas .......................................................................................... 14 5A.6.3 Drainage Study ............................................................................................... 15 5A.6.4 Traffic Impact Study ........................................................................................ 17

5A.7 MAJOR COMMERCIAL DRIVEWAYS .......................................................................... 17

5A.7.1 Traffic .............................................................................................................. 17 5A.7.2 Layout ............................................................................................................. 18 5A.7.3 Corner Angle ................................................................................................... 18 5A.7.4 Material ........................................................................................................... 19

5A.8 STREETS AND HIGHWAYS OFF THE STATE HIGHWAY SYSTEM ........................... 19 5A.9 DRIVEWAY TABLE ...................................................................................................... 20 5A.10 GLOSSARY OF TERMS ............................................................................................... 23 5A.11 REFERENCES .............................................................................................................. 26


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List of Figures, Forms, and Tables Figure 5A-1, Maximum allowable new impervious area for Minor Commercial Driveways draining to NYS Highway System open drainage ...................................................................... 16 Figure 5A-2, Maximum allowable new impervious area for Minor Commercial Driveways draining to NYS Highway System closed drainage .................................................................... 16 Figure 5A-3, Driveway Location Standards ............................................................................... 27 Figure 5A-4, Residential Driveway - Typical Plan, Profiles and Radius Layout .......................... 28 Figure 5A-5, Residential Driveway - Taper Layout .................................................................... 29 Figure 5A-6, Driveway Table ..................................................................................................... 30

DRIVEWAY DESIGN POLICY 5A-1

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5A.1 INTRODUCTION Section 52 of the New York State Highway Law and Section 1220-a of the New York State Vehicle and Traffic Law prohibit entrance on, and work being performed on, any State highway except pursuant to the authority of a permit and under rules and regulations prescribed by the Commissioner of Transportation. In accordance with the exercise of these duties, the New York State Department of Transportation has standards and procedures governing such work within the highway right of way, including the construction of entrances to State highways so as to regulate traffic entering or leaving abutting properties. These policies, standards, and procedures (available at www.dot.ny.gov/permits) protect the public through orderly control of traffic movements onto and from the highway, preserve the public’s investment in highway infrastructure, and ensure uniform design and construction of entrances and exits statewide. A highway serves two major purposes as a part of a transportation facility. It must facilitate safe and efficient movement of people and goods and provide reasonably convenient access to the abutting property owner. Driveway regulation is intended to balance these two roles without allowing one to become a serious detriment to the other, and is implemented by the Highway Work Permit review process described in this and other related publications. The Department meets with local planning boards and other local officials and works pro-actively to increase public awareness about access control safety and mobility concerns. Through local officials, the Department encourages developers to apply for a Highway Work Permit early in the local process, so local land use and access control concerns can be addressed in a coordinated fashion. The Department, local officials, and developers all benefit from this coordinated approach since it improves safety and mobility and reduces the potential for design changes. A universally recommended approach is to utilize the State Environmental Quality Review Act (SEQR) coordinated review process (See Section 5A.2.1.3 of this policy). Successful application of these efforts will allow for a more orderly and comprehensive consideration of transportation and access needs and may facilitate the accommodation of individual Highway Work Permits. The Department, through the Highway Work Permitting and SEQR processes, identifies impacts on State highways that would occur from proposed developments. As a condition of the Highway Work Permit, the Department requires developers to mitigate significant adverse traffic impacts on State highways caused by the permitted development. The Department recognizes the importance of development to local and regional economies and is committed to assisting developers and local governments in coordinating the Highway Work Permitting process with the SEQR process. The provisions, guidelines, standards, and procedures set forth in this publication are consistent with those for Department work and represent the official policy of the Department of Transportation governing driveway, walkway, and stairway entrances to State highways. They shall become effective May 7, 2015, thereby superseding previous policy and standards adopted for these same purposes.


5A-2 DRIVEWAY DESIGN POLICY

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While this policy is intended to provide statewide uniformity, Department personnel responsible for access control will exercise judgment to provide the most effective and practical degree of access control. The Department of Transportation shall be the sole authoritative interpreter of the content and intent of this publication. 5A.2 GENERAL POLICY FOR THE DESIGN OF ENTRANCES TO STATE HIGHWAYS 5A.2.1 Non-Department Projects / Highway Work Permits This section does not apply to Department projects. Highway work permits for entrances to State Highways are subject to the following conditions and limitations: 5A.2.1.1 Access to a State Highway Any person, institution, or corporation desiring permanent, improved, or temporary access to, or performing work within a State highway right-of -way shall obtain a Highway Work Permit from the Department of Transportation and comply with all conditions of its issuance. The application for a work permit, other documents needed, and the Department contacts are included on the Department’s Internet site at www.dot.ny.gov/permits. The provisions of this policy shall not apply to entrances already in existence on May 7, 2015 or

permits submitted for approval by May 7, 2015. This policy shall apply to any new driveways,

walkways, or stairways within the State right of way, and improvements to any new driveways,

walkways, or stairways within the State right of way, that are submitted for approval after May 7,

2015. Improvement is defined as one or more of the following:

Resurfacing (excludes driveway sealant)

Rehabilitation and reconstruction

Replacement of existing drainage pipe

A change in width, grade, or location

A change in traffic control (excluding the installation of stop signs) 5A.2.1.2 Mitigation

A. New Driveways

Developers of commercial property and large subdivisions may, as a condition of the permit or SEQR, be required to mitigate the impacts of their development to maintain the same level of service, safety, operation, and/or other measure of traffic conditions as the affected highway(s) would experience without the development. Such mitigation may include, but is not limited to: acceleration, deceleration, through or turning lanes, traffic signals on the State highway, extended throat lengths, provision of service or access roads, and appropriate internal circulation off the highway. The impacts and required mitigation will be determined, subject to Department approval, by a Traffic Impact Study (TIS) conducted by the permittee based on full build-out of the development in the



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estimated year of completion. The TIS should be completed in accordance with Department requirements and is subject to approval by the Department under the Highway Work Permitting process and the SEQR lead agency as a component of the SEQR Environmental Review Process. A template for a TIS can be found on the NYSDOT Highway Design Manual Chapter 5 web page. Mitigation of full build-out traffic impacts should be completed to the satisfaction of the Regional Traffic Engineer before opening of the development, unless phasing of work is allowed by the Department with adequate controls to assure the performance of future work. B. Existing Driveways

Whenever a change or expansion of a business or other land use is expected to increase traffic flow on the State highway system through an existing driveway, it may be necessary for the owner to mitigate the impact of the increased traffic by improving the driveway and/or highway. Highway and driveway improvements may include, but are not limited to, driveway relocation or closure, signal installation or modification, and/or widening needed for the safe and efficient flow of traffic. The Regional Traffic Engineer may, in the interest of public safety, authorize restrictions on movements into and/or out of the driveway if the necessary improvements are not completed.

5A.2.1.3 SEQR Coordination The Department will not issue a Highway Work Permit until all the SEQR requirements are met. The coordination of the two processes (Highway Work Permit and SEQR) is critical; however, the timing can lead to problems. The SEQR process is usually completed (sometimes months) before a permittee’s application for a Highway Work Permit is submitted to the Department. If there has been no coordination between the local government and the Department during the SEQR process, delays can arise during the Highway Work Permitting process. To avoid unnecessary delays and problems, the following suggestions are offered:

Local governments should notify the Department as early as possible when considering access to a State highway.

SEQR lead agencies should invite and encourage early Department involvement to identify impacts. A coordinated review should be pursued. A coordinated review is defined by the NYS Department of Environmental Conservation’s SEQR Handbook as, “The process by which all involved agencies cooperate in one integrated environmental review.”

Lead agencies should consider the merits of the Scoping Phase of the SEQR process particularly when dealing with complex developments involving several agencies and impacts. It is during the scoping phase that involved agencies have an opportunity to identify their data and information needs, concerns, and expectations. Scoping, if done correctly, can help to avoid misunderstandings or unrealistic expectations.

On projects requiring the issuance of a Highway Work Permit, the Department usually participates in the SEQR process as an involved agency and will:



http://www.dec.ny.gov/permits/6188.html


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Issue a Record of Decision when the lead agency prepares an Environmental Impact Statement and issues a Record of Decision.

Issue a SEQR determination when the Department is the lead agency.

Coordinate with other involved agencies and issue a SEQR positive declaration if the lead agency has conducted an uncoordinated review processes and must prepare an Environmental Impact Statement.

Not issue a SEQR determination on other projects. 5A.2.1.4 Arterial/Access Management Initiative The Arterial/Access Management Initiative is a State and local collaborative process combining transportation planning and local land-use planning tools to protect the functional integrity of the highway network and provide safe and efficient access and mobility. The major elements of Arterial/Access Management include a combination of:

Access management.

Land use planning and controls.

Corridor preservation.

Transportation improvements.

Finance techniques. Access points are a major source of accidents and congestion on highways with abutting commercial strip development. In these areas, driveway spacing directly affects the highway's safety and functionality. Optimal driveway spacing cannot be precisely determined, but there is a consensus that driveway spacing on the order of 300 ft to 500 ft (90 m to 150 m), depending on the operating speed on the highway and the traffic generation of the development, is desirable to reduce accidents and maintain the flow of traffic. Achieving desirable spacing is particularly important on congested highways with existing or emerging commercial and retail development. It may be impractical to achieve desired spacing due to limited lot frontages, existing driveways and site constraints; nonetheless, efforts should be made to improve driveway spacing even if the desired values cannot be attained. Driveway spacing can sometimes be improved by consolidating the access to multiple sites. These and other access management techniques are typically implemented over time, in cooperation with local government, as a part of local access management plans. They can also be included as elements of Department capital projects. To be effective, access management plans require a high level of coordination with local government, both in the development and implementation of the plans. For additional information, refer to:

NCHRP Report 659: Guide for the Geometric Design of Driveways, 2010, Transportation Research Board of the National Academies, Washington, D.C.

NYSDOT’s Internet web site at www.dot.ny.gov

http://www.trb.org/Main/Blurbs/163868.aspx


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5A.2.2 Department Projects 5A.2.2.1 Project Types On Department Reconstruction or Resurfacing, Restoration and Rehabilitation (2R/3R) contracts, the Department will alter, at its own expense, existing entrances to State highways to comply with the spirit and intent of the policy and standards herein. On simple resurfacing projects (e.g., 1R) and other preventive and corrective maintenance projects, existing entrances are only altered if they contribute to safety or operational problems. If problems are identified, the driveway should be modified by the Department to comply with the spirit and intent of the policy and standards herein.

5A.2.2.2 Driveway Work Release If the limit of work is extended beyond the existing highway right of way to obtain adequate driveway geometrics, the Department should attempt to obtain driveway work releases (Release to Perform Contract Work on Private Land, included in EI 11-010). If the property owner refuses to sign the driveway work release, he/she should be advised that the Department will proceed with the project without reestablishing the driveway. Any future work to reestablish the driveway will be the property owner’s responsibility and will require a Highway Work Permit (application available on the Department’s Internet site at www.dot.ny.gov/permits.) 5A.2.2.3 Walkways and Stairways If the limit of work is extended beyond the existing highway right of way to obtain walkway or stairway designs that meet the applicable requirements, the Department should attempt to obtain work releases (Release to Perform Contract Work on Private Land, included in EI 11-010). If the property owner refuses to sign the walkway or stairway work release, he/she should be advised that the Department will proceed with the project without reestablishing the walkway or stairway. Any future work to reestablish the walkway or stairway will be the property owner’s responsibility and will require a Highway Work Permit (application available on the Department’s web site at www.dot.ny.gov/permits.) 5A.2.2.4 Exceptions In cases where strict compliance with the provisions of this publication may cause severe hardship to the property owner, the Department may consider exceptions to permit existing driveway entrances to remain unaltered where this is not likely to interfere with efficient and safe flow of traffic on the highway. Driveway locations should not be altered in the field without consultation with the project designer.




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5A.3 CONDITIONS AND LIMITATIONS OF HIGHWAY WORK PERMITS This section does not apply to Department projects. Highway Work Permits for entrances to State Highways are subject to the following conditions and limitations: 5A.3.1 Maintenance Responsibility Property owners having access to a State highway shall be fully responsible for maintenance of their driveway and channelization. including the portion from the highway right of way line to the outside edge of the highway shoulder or curb. This maintenance responsibility includes removal of snow and ice and keeping the portion within the highway right of way in a safe condition for the general public. Where the owner of a commercial property is required to construct acceleration, deceleration, or turning lanes on the State highway, the Department may, in the interest of public convenience, provide routine maintenance and remove snow and ice on the portions of these lanes constituting an integral part of the State highway. This in no way absolves the property owner of the overall maintenance responsibility for the reconstruction and major repair of these lanes, if necessary. The property owner shall be responsible for the maintenance of ditches, pipes, catch basins, grates, detention ponds, and other drainage structures constructed in connection with providing access to his property, unless other legally binding arrangements, acceptable to the Department, are made. All traffic control devices, such as traffic signals, stop and yield signs, one-way or other regulatory signs, pavement markings, delineators, etc., installed by the property owner in the highway right of way with the permission of the Department, shall conform to the National MUTCD, NYS Supplement. (Available on the NYSDOT web site at https://www.dot.ny.gov/divisions/operating/oom/transportation-systems/traffic-operations-

section/mutcd.) Traffic control devices shall, with the exception of traffic signals, be maintained,

energized, and replaced by the property owner. Traffic signals installed by the permittee are maintained by the Department for an annual maintenance fee. The Department may, in the interest of public safety or convenience, maintain pavement marking installed by the permittee on the highway. The property owner shall also trim brush and maintain his/her property in such a manner as to maintain optimal sight distance. A maintenance agreement requiring the owner and his/her successors to maintain the above features specified should be filed with the deed in the County Clerk’s office. 5A.3.2 Permit Traffic Signals To provide safe and expedient movement of traffic to and from a commercial driveway, it may be necessary to install or modify a traffic signal on the State highway. If such traffic signal is at a private road or driveway, it shall be installed, and the energy costs to operate it shall be paid, by the property owner under the terms of a Permit to Install and Operate a Traffic Control Signal on State-Owned Property, issued by the Regional Traffic Engineer. The Department will operate and maintain the signal for an annual fee, to be charged to the permittee as specified in the permit. Operation and maintenance of signals erected prior to April 1, 1986, may, at the Department’s discretion, be done by the permittee under the terms of the existing maintenance

https://www.dot.ny.gov/divisions/operating/oom/transportation-systems/traffic-operations-section/mutcd



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agreement or by the Department for an annual fee. If a traffic signal is to be modified, it may be necessary to obtain a Highway Work Permit as well as a permit for the signal modification. 5A.3.3 Other Traffic Control Devices If deemed necessary by the Department, other traffic control devices, such as flashing signals, regulatory and warning signs, delineators, pavement markings, etc., shall be installed by the permittee on commercial driveways in accordance with the National MUTCD and NYS Supplement. Both documents are available on the NYSDOT web site at https://www.dot.ny.gov/divisions/operating/oom/transportation-systems/traffic-operations-section/mutcd. Questions on the interpretation of these documents should be referred to the Resident Engineer or the Regional Traffic Engineer. 5A.4 GENERAL DESIGN REQUIREMENTS AND GUIDELINES

The following general design requirements apply to all types of entrances. The design requirements set forth in this section are intended to maintain traffic service and safety on the roadway and convenience for the traveling public and the permittee and are based on the premise that the rights of highway users and abutting property owners can be mutually satisfied. The Department reserves the right to impose any additional requirements it deems necessary for public safety. A driveway or a driveway system shall be so located as to provide:

The most favorable vision (sight distance), and horizontal and vertical alignment conditions for users of the proposed driveway and the highway.

No undue interference with nearby driveways, intersections, interchanges, and turning or acceleration and deceleration lanes.

Maximum safety and convenience for vehicles, cyclists, pedestrians, and other users of highway right of way.

Consistency with driveway spacing standards presented in this section.

Consistency with any local adopted driveway spacing standards or arterial corridor management plan.

In the interest of public safety and traffic flow and convenience, the Department may restrict the placement of a driveway to a particular location along the owner's frontage, restrict the type of access, or require shifting of an existing driveway. When a property fronting on a State highway also fronts on and has access to any other public street, road, or highway that intersects the State highway, the Department may restrict access to the State highway if it determines that such access would be detrimental to the safety and/or operation of the State highway. 5A.4.1 Spacing The following instructions are provided to help locate new or reconstructed driveways for a particular site. See Figure 5A-3 – Driveway Location Standards (in the back of this policy) for more detailed requirements and guidance. The Department may modify distances if an engineering determination indicates another dimension is more suitable for a particular site.




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The Department may restrict or prohibit specific movements if it determines that such movement(s) will interfere with safe and efficient traffic flow within or near an intersection. Refer to Section 5A.2.1.4 of this policy for information on access management for land use planning, and the development of multiple sites along a highway. 5A.4.1.1 Spacing from Ramps, Auxiliary Lanes, and Transitions The Department prohibits construction of a driveway along acceleration or deceleration lanes, lane tapers and near expressway or other limited access highway ramps. To enforce this policy, the Department may purchase the owner's right of access to a public highway. Refer to Chapter 6 of the NYSDOT Highway Design Manual (HDM) for specific access control limits at interchanges. 5A.4.1.2 Location within Frontage A driveway should be located entirely within the property owner’s frontage, with spacing to intersections and driveways serving adjacent properties as per Figure 5A-3. If the driveway extends onto adjoining property or is to be shared with other property owners, the permit applicant may be required to provide written agreement with the adjoining property owner(s). 5A.4.1.3 Number of Driveways Normally only one driveway shall be permitted for each residential property, minor commercial property, and subdivision. An additional driveway may be permitted by the Department if both sufficient frontage exists, and extenuating circumstances justify a second driveway. 5A.4.2 Sight Distance Inadequate sight distance or other safety or operational deficiencies may require that one-way or turn restrictions (e.g., no left turns) be imposed at the driveway. 5A.4.2.1 Intersection Sight Distance Intersection sight distances should meet or exceed the values in HDM Chapter 7 and HDM Chapter 5, Appendix C. Intersection sight distance at a driveway allows the drivers of approaching vehicles a sufficient view of the highway to decide when to enter the intersection to avoid collisions. Use of signals, turn restrictions, and/or acceleration lanes can mitigate nonconforming intersection sight distance(s.) Lower sight distance values may be used if the Regional Traffic Engineer determines that they will not significantly degrade traffic safety and operations, and there is no reasonable alternative.


https://www.dot.ny.gov/portal/page/portal/divisions/engineering/design/dqab/hdm





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5A.4.2.2 Stopping Sight Distance Driveways should be located where the stopping sight distance meets or exceeds the values in HDM Chapter 7 and HDM Chapter 5, Appendix B. Where the stopping sight distance is nonstandard, consider turn restrictions and/or speed change lanes (i.e., acceleration and deceleration lanes) as mitigation, and, if practical, locate the driveway for optimal sight distance. 5A.4.3 Median Openings on State Highways Avoid median openings on divided highways for left turns to and from residential or commercial driveways. Existing median openings may be closed by the Department if it best serves the safety and operation of the State highway. The Department may, at its discretion, permit median openings to serve major commercial driveways if justified by a traffic engineering study. New median openings must be designed to mitigate operational and safety impacts. Refer to NYSDOT HDM Chapter 3 (Sections 3.2.8.2 and 3.2.8.3) and HDM Chapter 5 (Sections 5.7.9 and 5.9.10) for guidance on median treatments. 5A.4.4 Driveway Profile 5A.4.4.1 Profile Within Highway Edge of Pavement All driveways shall be constructed to slope away from the edge of the travel lane at the same slope as the highway shoulder which normally varies in down-slope from 2% to 6% (0.25 in/ft to 0.75 in/ft). 5A.4.4.2 Profile Beyond Highway Edge of Pavement The profile beyond the highway edge of pavement is controlled by the:

Drainage needs, discussed in Section 5A.4.5

Maximum grades provided on NYSDOT Residential and Minor Commercial

Driveways Standard Sheets 608-03 (M608-17 through 23). Where special

circumstances require steeper driveway grades, contact the NYSDOT Traffic Engineer for assistance in establishing a safe profile design

Minimum vertical curve to accommodate the design vehicle. Whenever the driveway grade changes, the profile should be rounded by connecting the two different grades with a smooth vertical curve. Abrupt changes in driveway grade near the highway may cause operational and safety problems. Driveway profiles should prevent vehicle undercarriage damage and facilitate entering and exiting maneuvers. Refer to the driveway profiles found in the Residential and Minor Commercial Driveways

Standard Sheets 608-03 (M608-17 through 23). Sidewalk requirements, if applicable. Refer to the Residential and Minor

Commercial Driveways Standard Sheets 608-03 (M608-17 through 23).





https://www.dot.ny.gov/main/business-center/engineering/cadd-info/drawings/standard-sheets-us/608


https://www.dot.ny.gov/main/business-center/engineering/cadd-info/drawings/standard-sheets/608-sidewalks-driveways-etc








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5A.4.5 Drainage A driveway shall not adversely affect the highway drainage or drainage of adjacent properties. Drainage and the stability of the highway subgrade shall not be impaired by driveway construction or roadside development. The drainage design of a construction project shall not be compromised by field adjustments to compensate for altered driveway location. In no case shall the construction of a driveway cause water to flow across the highway pavement, pond on the shoulders, or pond in the ditch. 5A.4.5.1 Highway Drainage Ditches and Driveway Culverts Where construction of a driveway necessitates crossing a highway ditch, a culvert pipe of adequate capacity shall be installed in the ditch. The low point of the driveway profile shall be at or close to the centerline of the pipe to direct runoff (flowing from the highway and adjacent property) into the ditch. Driveway side slopes within the highway clear zone defined by the Department should be as flat as practical. Side slopes within the highway clear zone shall be:

No steeper than 1 vertical on 6 horizontal for driveways on highways with operating speeds or design speeds of 50 mph (80 km/h) or greater.

No steeper than 1 vertical on 3 horizontal for driveways on highways with operating speeds or design speeds of less than 50 mph (80 km/h).

Where there is a drainage ditch along the frontage, delineation (e.g., pavement markings, delineators, signs, curbing) should be provided to guide motorists to the driveway and away from the ditch. Culvert pipe shall:

Be adequate to carry the anticipated flow in the ditch per NYSDOT Highway Design Manual Chapter 8.

Not be smaller than 15” (375 mm) inside diameter, except in extreme conditions where the Department may approve a pipe with a 12” (300 mm) inside diameter.

Have structural material and gauge adequate to withstand the load from anticipated vehicular traffic across the driveway.

Have tapered or flared pipe end sections, instead of head walls, within the highway clear zone defined by the Department. Pipe end sections shall meet current Department design policy in NYSDOT Engineering Instructions, Engineering Bulletins, and Highway Design Manual Chapter 10.

Have a length determined as the sum of the width of the driveway and any driveway median measured along the ditch centerline and the length needed to accommodate the side slope from the driveway surface to the top of the pipe.

Have 12” (300 mm) minimum cover over the top of the pipe






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5A.4.5.2 Curbing Existing curbing may be saw-cut to provide a driveway opening conforming to NYSDOT

Residential and Minor Commercial Driveways Standard Sheets 608-03 (M608-17 through 23). Where drainage is carried along the curb, the driveway profile should be constructed with a short upgrade beyond the highway edge of pavement to prevent highway runoff from spilling onto private property. Where a short upgrade is not practical for residential and minor commercial driveways, a dropped curb, as shown on Residential and Minor Commercial

Driveways Standard Sheets 608-03 (M608-17 through 23), should be considered to divert a

portion of the runoff being carried along the curb. Grate inlets and slotted inlets (pipe interceptor drains) to a stormwater system may also be considered. Where an existing curb opening is no longer needed for access, new curbing, matching the adjacent curbing, should be installed. 5A.4.5.3 Drainage for Driveways with Nonconforming Profiles Driveways with a continuous down grade from the highway may channel stormwater runoff from the highway onto private lands. Where profile adjustments are not practical, consideration should be given to providing gutter sections with grate inlets or slotted inlets (pipe interceptor drains) to a stormwater system. Driveways with a continuous down grade to the highway may channel stormwater runoff from the private lands onto the highway. Where profile adjustments are not practical, consideration should be given to grate inlets or slotted inlets (pipe interceptor drains) to a stormwater system. A pipe with a top opening is impractical in dirt or gravel driveways or where debris may clog the opening or the pipe. 5A.4.6 Sidewalks, Walkways and Stairways Existing sidewalks shall meet the requirements in HDM Chapter 7, Section 7.3.2.1. All new sidewalks, walkways, and stairways shall be constructed consistent with HDM Chapter 18. Whenever a sidewalk or other pedestrian facility intended to be used by the public is constructed, altered, added to, or restored, access for persons with disabilities shall be provided in accordance with the Proposed Guidelines for Pedestrian Facilities in the Public Right-of-Way. http://www.access-board.gov/guidelines-and-standards/streets-sidewalks/public-rights-of-way/proposed-rights-of-way-guidelines

Sidewalk Requirements:

Sidewalk cross slope shall not exceed 2%.

Sidewalk grade shall not exceed the grade of the adjacent parallel highway.

Ramped sidewalk sections across the driveway opening shall not be steeper than 8.3%, unless it is technically infeasible due to terrain or other site constraints.

Where sidewalks are provided to serve the public, curb ramps with detectable warnings shall be provided where pedestrian access routes cross curbs. Refer to the NYSDOT 608 (M608) Standard Sheets for sidewalk curb ramp and detectable warning details.








http://www.access-board.gov/guidelines-and-standards/streets-sidewalks/public-rights-of-way/proposed-rights-of-way-guidelines

http://www.access-board.gov/guidelines-and-standards/streets-sidewalks/public-rights-of-way/proposed-rights-of-way-guidelines



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Sidewalk Guidelines:

Where a sidewalk is located close to the curb line and the driveway opening is a taper-type (see Residential and Minor Commercial Driveways Standard Sheets 608-03

(M608-17 through 23)) or the curb drops at the sidewalk, the sidewalk should be

warped to conform to the driveway profile provided the sidewalk will meet the above requirements. This may depress one or both edges of the sidewalk across the driveway.

5A.5 RESIDENTIAL DRIVEWAYS AND FIELD ENTRANCES Residential driveways and field entrances are defined in Section 5A.10 of this policy. They should be designed to permit access without unduly affecting traffic on the highway. Home business driveways and small subdivision driveways can, at the discretion of the Department and based on site specific conditions, be designed as either residential or minor commercial driveways, but should be wide enough to permit two-way traffic. Larger subdivision driveways may require a design typical of a major commercial driveway or an intersection. For Department projects, refer to Section 5A.9 of this policy for instructions on the preparation of the Driveway Table and its use with Residential and Minor Commercial Driveways Standard

Sheets 608-03 (M608-17 through 23). For highway work permits, complete the PERM 33 and any additional documentation, as indicated on the Department’s internet site at www.dot.ny.gov/permits. 5A.6 MINOR COMMERCIAL DRIVEWAYS Minor commercial driveways are defined in Section 5A.10 of this policy. They should be designed to permit access without unduly affecting traffic on the highway. Refer to Section 5A.9 of this policy for instructions on preparing the Driveway Table and its use with Residential and

Minor Commercial Driveways Standard Sheets 608-03 (M608-17 through 23). For commercial

highway work permits, complete the PERM 33-COM, Commercial Access Highway Work Permit Application and Checklist (found on the department’s website at www.dot.ny.gov/permits), and any additional documentation, as indicated in the application and website. Minor commercial driveways that will routinely need to accommodate vehicles larger than AASHTO’s Single Unit (SU) design vehicle are to be designed as major commercial driveways in accordance with Section 5A.7 of this policy. Examples include marinas, recreational areas, mobile home sales, modular home sales, and truck stops that do not meet the traffic volume of a major commercial driveway. In these cases, the Department may waive portions of the Traffic Impact Study requirements in Section 5A.6.4. Where the oversized vehicle enters only occasionally, the driveway may be considered a minor commercial driveway provided the area that will need to accommodate the larger vehicle is either:












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Stabilized using gravel, stone, or other suitable material for uncurbed driveways or,

A 4 in. (100 mm) mountable or traversable curb is used and backed with asphalt concrete for curbed driveways.

5A.6.1 Access Control

Frontage of all commercial properties shall be controlled by positive means, such as curbing or ditches, which limit access to designated driveways. The purpose of the access control is to direct entering and exiting vehicles into a well-defined flow pattern and separate traffic movements on the private property from the highway traffic. This will provide maximum safety for motorists and minimize interference between traffic on the highway and on the property. Refer to Residential and Minor Commercial Driveways Standard Sheets 608-03 (M608-17 through 23) for specific requirements and guidance.

5A.6.1.1 Driveway Configuration The selected driveway configuration should minimize impact to the State highway. Intersection channelization islands may be used to separate entering from exiting traffic or to separate turning movements at driveway exits. Channelization islands are a portion of the intersection area (delineated using pavement markings, curbing, turf, or plantings) to physically delineate traffic movements. They shall be designed in accordance with NYSDOT Highway Design Manual Chapter 5, Section 5.9.4. Minor commercial driveways may also use:

Two-way drives

Two-way drives separated by a driveway island

One-way drives separated by a driveway island

One-way drives separated by a driveway median Driveway islands and medians are the areas between separated driveways to the same property.

A driveway island is a raised area, which separates multiple entrances, or places entering and exiting traffic at separate locations. Driveway islands also separate highway traffic from activity on private property. Driveway islands have a minimum width (measured along the edge of highway) of 30 ft. (9 m). They allow the separated entrances and/or exits to be treated as separate intersections with respect to traffic control.

A driveway median is a narrow raised or physically separated area between the driveway entrance and exit to separate entering and exiting vehicles. Driveway medians are 4 ft. (1.2 m) to 16 ft. (4.9 m) wide. Driveway median widths between 16 ft. (4.9 m) and 30 ft. (9 m) should be avoided as they can confuse motorists when traffic control devices are used. The raised or physically separated areas normally extend the length of the driveway throat (defined below), minus any distance needed for the turning path of the design vehicle.







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For one-way roadways and highways with a raised or depressed median, mid-block driveways should be designed to accommodate right turns in and right turns out only. A raised channelization island or driveway median may be preferred in a two-way driveway opening to discourage wrong-way movements. For highways without a raised median, a single two-way drive is preferred in most cases since one-way drives may be driven the wrong way and driveway medians may be hit by errant vehicles. If two commercial driveways or driveway halves to the same property are constructed with less than 75 ft. (23 m) between adjacent driveway openings, the entire shoulder area between the driveways shall be replaced with adequate traffic bearing material and, if operating speeds or the design speed on the highway is below 50 mph (80 km/h), the entire area between driveways shall be curbed (with drainage openings as necessary). 5A.6.1.2 Driveway Throat The driveway throat is an access controlled portion of the driveway entrance that helps delineate the driveway and provides space to store entering and exiting vehicles. The access control between the parking areas and the edge of the driveway throat should be achieved using curbing, wide turfed areas, shrubs, median barrier, or other physical means (i.e., pavement markings and signs are not enough.) The length selected for a particular driveway (measured along the driveway centerline) should be based on the operational, safety, and construction costs. The entrance should allow all entering traffic to pull off the highway before stopping. The exit throat length should prevent exiting vehicles from obstructing entering traffic, which could cause entering traffic to queue back onto the highway. The driveway throat should extend beyond the highway right of way line, if necessary. 5A.6.1.3 Clearances and Use of State Property In rural and suburban areas, a minimum of 15 ft. (4.6 m) should be provided between the right of way line and the near edge of a building, structure, or appurtenance serving vehicular traffic, exclusive of overhead appurtenances such as luminaires or canopies over gas pumps. This offset shall be sufficient to preclude the servicing and parking of vehicles on State property. For sites where the property owner has been using State owned right of way for parking or other purposes, imposing standard driveway controls may create an economic hardship. In such cases, the property owner may be required to obtain a Permit for Use of State Owned Property from the Regional Real Estate Officer. 5A.6.2 Constrained Areas The radius and taper-type minor commercial driveway designs in NYSDOT Residential and

Minor Commercial Driveways Standard Sheets 608-03 (M608-17 through 23) were determined





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using auto-turn software. The software modeled the sharpest possible turning path of a Single Unit Truck turning to and from the minor commercial driveway. On Department projects, when the driveway opening cannot be reasonably modified to meet the requirements in the NYSDOT Residential and Minor Commercial Driveway Standard Sheets, the driveway shall be individually designed. The proposed design shall be checked using the turning path of the design vehicle. If the design vehicle cannot be accommodated without encroachment, the driveway should be documented as a nonconforming feature with an explanation in the project files. In urban areas, a minimum offset of 4 ft. (1.2 m) shall be provided from the shoulder or sidewalk to parking areas to prevent parked cars from overhanging into the shoulder or sidewalk. The Department may allow a single line of curb or barrier to be used only in constrained locations where a 4 ft. (1.2 m) or more width cannot be installed, and where it will not be a roadside hazard. 5A.6.3 Drainage Study This section does not apply to Department projects. Highway Work Permits for entrances to State Highways are subject to the following conditions and limitations. Projects that propose 2,000 ft2 (70 m2) or less impervious pavement draining to a New York State highway open drainage system, and meet the requirements of Figure 5A-1, do not require a drainage study. Projects that propose 2,000 ft2 (70 m2) or less impervious pavement draining to a New York State highway closed drainage system, and meet the requirements of Figure 5A-2 do not require a drainage study. Projects that exceed the impervious area thresholds defined in Figures 5A-1 and 5A-2 will require a drainage study. This study must be signed by a New York State Licensed Professional Engineer and contain justification for the drainage system proposed and pipe sizes used. Drainage study requirements are discussed in NYSDOT’s Highway Design Manual Chapter 8, Section 8.9. A standardized report shell is available on the Department’s web page for HDM Chapter 8.





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Figure 5A-1

*Where there are multiple culverts in succession, the smallest diameter culvert shall dictate allowable new impervious area.

Figure 5A-2

*Where there are multiple structures in succession, the smallest diameter pipe shall dictate allowable new impervious area.


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5A.6.4 Traffic Impact Study Refer to HDM Chapter 5, Appendix D to determine if a full Traffic Impact Study (TIS) is required. . A standardized report shell for a TIS is available on the Department’s web page for HDM Chapter 5. The Regional Traffic Group may require the crash analysis portion of the TIS if the site has a Highway Accident Location (HAL) within 0.1 miles (0.16 km).

5A.7 MAJOR COMMERCIAL DRIVEWAYS Major commercial driveways are defined in Section 5A.10 of this policy. Major commercial driveways and highway improvements should be designed to accommodate expected directional traffic volumes and the type of vehicles expected to use them. The resulting design could range from one typical of a minor commercial driveway to one based on high type intersection design principles. The Department may allow major commercial driveways to use the radii Type 1 or Type 2 minor commercial driveway details shown in Residential and Minor Commercial Driveways Standard

Sheets 608-03 (M608-17 through 23). Taper-type driveways are not to be used. Entering

speed, volume, pavement thickness, and design vehicle must be considered since the minor commercial driveway designs are intended for moderate volumes and AASHTO Single-Unit (SU) design vehicles. Major commercial drives that will use the Type 1 or Type 2 driveway details are to be tabulated in the Driveway Table in accordance with Section 5A.9 of this policy and may employ minor commercial driveway design details shown in Residential and Minor

Commercial Driveways Standard Sheets 608-03 (M608-17 through 23). Other major commercial drives are to be tabulated separately, and detailed individually in the plans similar to a highway intersection with a cross street. The following sections are to be followed in addition to, or as an exception to, the requirements in Sections 5A.4 and 5A.6 of this policy and Residential and Minor Commercial Driveways Standard Sheets 608-03 (M608-17 through 23). 5A.7.1 Traffic The driveway and any other required highway improvements shall be designed in accordance with the intersection design guidance in NYSDOT Highway Design Manual Chapter 5 and AASHTO’s latest A Policy on Geometric Design of Highways and Streets. 5A.7.1.1 Design Vehicle The design vehicle shall be selected in accordance with NYSDOT Highway Design Manual Chapter 5 and AASHTO’s A Policy on Geometric Design of Highways and Streets. The design vehicle should represent the largest type of vehicle expected to routinely use the driveway and is subject to Department approval. Industrial and commercial driveways used by large trucks should have adequate width, radii, and pavement thickness to accommodate the appropriate design vehicle. The Department may require driveways on designated qualifying or access
















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highways or within 1 mile (1.6 km) of a qualifying highway to be designed to accommodate the AASHTO WB-67 (WB-20 Metric) design vehicle, if such vehicles are expected to use the driveway. The Department may require reconstruction of affected highways, interchanges, and/or intersections, if the development will generate larger vehicles than the affected highway system is designed for.

5A.7.1.2 Level of Service

Major commercial driveway widths shall provide adequate capacity and design vehicle-turning paths that do not interfere with other traffic movements for the Estimated Time of Completion (ETC) of the driveway and full development of the facility. Multiple lane exits and entrances may be required to maintain an acceptable highway level of service. The level of service should be determined in accordance with NYSDOT’s Highway Design Manual Chapter 5, Section 5.2. 5A.7.2 Layout The driveway design should prevent the need for undue deceleration in a travel lane and preclude turning vehicle encroachment on adjacent highway and driveway travel lanes by the largest vehicle expected to routinely use the driveway. The minor commercial driveway layouts

in Residential and Minor Commercial Driveways Standard Sheets 608-03 (M608-17 through 23) were developed to accommodate an AASHTO Single-Unit Truck and should not be used for

larger design vehicles. Large vehicles and/or high speeds should not be accommodated by using driveway widths in excess of those permitted by Table 1 on Standard Sheet 608-03 (M608-18). The three-centered curves in AASHTO’s latest A Policy on Geometric Design of Highways and Streets can accommodate large vehicle turning paths while minimizing driveway openings. An exception to the widths in Table 1 on Standard Sheet 608-03 (M608-18) may be granted by the Department for special cases (e.g., when a wider drive is required for a fire department entrance or for oversized vehicles). 5A.7.3 Corner Angle The corner angle between the driveway centerline and the edge of the highway travel lane is determined by terrain, safety, and operational requirements. The corner angle shall be between

60 and 120.

A corner angle of 90 should be used for two-way drives. Acute angle turns require significant reductions in travel speed and pose difficulties for trucks. Since flatter angles tend to encourage higher operating speeds, consider perpendicular driveways where pedestrian traffic is a concern.

A corner angle between 60 and 120 is permissible for one-way drives. Angled or one-way driveways may be considered where access is limited to right turns in and out. Consider angles

flatter than 90 to facilitate the entrance of substantial truck traffic into through traffic on the highway.










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5A.7.4 Material All major commercial driveways shall have a paved surface extending from the edge of the travel lane to the highway right of way line or for 30 ft. (9 m), whichever is greater. The material and thickness of commercial driveways within the highway right of way shall be designed to provide adequate support for the volume and character of traffic using the driveway. The existing highway shoulder material shall be removed, if required by the Department, and the shoulder area paved with adequate driveway material, if determined necessary by the Department. In the non-traffic bearing areas of commercial entrances, use of loose stone such as pea gravel as a mulch or for decorative effect shall not be allowed without a suitable binder. The material information shall be shown on the plans or drawing accompanying the permit application and shall be subject to review and approval by the Department. Under no circumstances may the material thickness be less than that provided for a similar minor commercial driveway using Table 3 on Standard Sheet 608-03 (M608-18). 5A.8 STREETS AND HIGHWAYS OFF THE STATE HIGHWAY SYSTEM Streets and highways off the State highway system include:

City and village streets

Town and county highways

Private access roads

Subdivision roads (defined in Section 5A.10 of this policy)

Roads owned by other State agencies and authorities Entrances to State highways classified by the Department as non-freeways from streets and highways off the State highway system, shall:

Be designed in accordance with the intersection design guidance in NYSDOT’s Highway Design Manual Chapter 5 and AASHTO’s latest A Policy on Geometric Design of Highways and Streets.

Otherwise be considered as major commercial driveways per this policy, unless otherwise directed by the Department.

All entrances to State highways classified by the Department as freeways shall:

Be designed in accordance with the intersection design guidance in NYSDOT’s Highway Design Manual Chapter 6 and AASHTO’s latest A Policy on Geometric Design of Highways and Streets.

Follow the procedures and requirements in NYSDOT’s Project Development Manual. Appendix 7, Interstate and Other Freeway Access Control & Modifications

Otherwise be considered as major commercial driveways per this policy, unless otherwise directed by the Department.







https://www.dot.ny.gov/divisions/engineering/design/dqab/pdm


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5A.9 DRIVEWAY TABLE Several variables for each drive must be defined in order for the contractor to construct driveways in accordance with the Standard Sheets 608-03 (M608-6 through 9 and M608-17 through 19). These include:

1. Location – Mainline station of driveway centerline. For projects or permits without mainline stationing, include a reference (e.g., a number) to the driveway, which shall be located to the nearest 1 ft. (0.3 m) on a separate plan sheet.

2. Side – “Left” or “Right” along the stationing. Use north, south, east or west as

appropriate for non-stationed projects. 3. Existing Material (Asphalt Concrete, Portland Cement Concrete, Crushed Stone,

Gravel, Dirt, or Grass) – The existing material is used by Standard Sheet 608-03 (M608-18) Table 3 - Driveway Materials & Thickness, to define the materials and thickness to be used within the Pavement length (PL) and any transition length (TL), as required. Standard thicknesses are listed for both asphalt concrete and Portland cement concrete drives. If a commercial driveway requires a different thickness, the driveway should be designed as a Special Type SX as defined in item 9 of this section. The asphalt concrete layer composition is determined by the contractor in accordance with Table 608-1 of the NYSDOT Standard Specifications for Construction and Materials.

Note: The NYSDOT Driveway Standard Sheets assume the apron (area between the

sidewalk and curb on Type 3 and 4 driveways) will be paved with the same material type as the driveway. In certain situations, the designer may prefer to pave all aprons with the same material regardless of the driveway material. For example, a village or city may request all aprons be concrete for aesthetic purposes. In these situations, an appropriate note should be added to the Driveway Table.

4. Class (Residential (R) or Minor Commercial (MC)) – Refer to definition in Section

5A.10, of this policy. 5. Width (W) – The width (W) is defined as the proposed driveway width beyond the taper

or radius entrance. This will usually be the existing width or a revised width if the existing drive does not conform to the widths in Standard Sheet 608-03 (M608-18), Table 1, and an exception is appropriate (e.g., when a wider drive is required for a fire department entrance).

6. Corner Angle (θIN) – The corner angle is the angle between the roadway and driveway

as if turning from the roadway onto the driveway. Ninety degree entrances are desirable for two-way drives. Corner angles of 60° to 120° may be desirable for one-way commercial drives to reduce the driveway opening width. Refer to acceptable corner angles in Residential and Minor Commercial Driveways

Standard Sheets 608-03 (M608-17 through 23).

Taper-type driveways should not be used for minor commercial driveways skewed more than 10° (θIN less than 80° or more than 100°) since the taper-type driveways require











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more pavement than radii type driveways and the additional pavement increases with the skew and width of the driveway opening. The corner angle can be used to determine the “YIN” dimension and the “YOUT” dimension of the driveway to determine the overall curb opening limits using Standard Sheet 608-03 (M608-23).

7. Pavement Length (PL)—Refer to the definition on Standard Sheet 608-03 (M608-17).

Any appropriate paving limit, meeting the minimum pavement length (MPL) requirements on Residential and Minor Commercial Driveways Standard Sheets 608-03

(M608-17 through 23). can be specified in the driveway table. The material and

thickness are included on Standard Sheet 608-03 (M608-18) Table 3 - Driveway Materials & Thickness.

8. Transition Length (TL)—Refer to the definition on Standard Sheet 608-03 (M608-17).

The material and thickness are included on Standard Sheet 608-03 (M608-18) Table 3 - Driveway Materials & Thickness. If no transition is anticipated, the pavement length (PL) is assumed to be at a point where the existing driveway width and elevation can be matched and the TL in the driveway table should be left blank. If a transition length is anticipated, but exact limits cannot be determined in the design stage (i.e., limited survey data available), fill in the table with A.D.B.E (As Determined by Engineer). (Note: It is preferable to define the TL in the plans; use of A.D.B.E. should be avoided if possible).

9. Entrance Type—Standard Sheet 608-03 (M608-19) provides details for four of the most

common entrance types. If only a minor modification of the standard type is required, a note similar to one of the following should be provided on the Driveway Table.

"The drive at Sta. 3+231 Lt. shall be constructed in accordance with a Type 1 drive of

the NYSDOT “Policy and Standards for Design of Entrances to State Highways,” except the driveway thickness shall be 200 mm (8”) of asphalt concrete."

"The drive at Sta. 3+231 Lt. shall be constructed in accordance with a Type 1 drive as

shown on NYSDOT Standard Sheet 608-03 (M608-7R2) or the latest revision, except the driveway thickness shall be 200 mm (8”) of asphalt concrete."

Minor modifications are changes that can be conveyed by notes but do not require a special detail in the plans. Major commercial and other driveways for which the NYSDOT Driveway Standard Sheets will not be used shall be detailed in the plans and labeled as a special drive, Type SX, where X is the detail number (i.e., S1, S2, etc.). The special type driveway details should either be site-specific with all required dimensions, or use similar dimension labels as Residential and Minor Commercial Driveways Standard Sheets

608-03 (M608-17 through 23) and the Driveway Table.

10. Comments—Include additional design information, such as: curb reveal, one-way

entrance, and multilane entrance.




















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11. Pay Items—The Driveway Table also includes a table indicating all separate pay items called out in the Residential and Minor Commercial Driveways Standard Sheets 608-03

(M608-17 through 23). The designer must fill in the project-specific Item numbers.

Space has been left to add additional project specific driveway items as necessary.




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5A.10 GLOSSARY OF TERMS AASHTO – American Association of State Highway and Transportation Officials Capacity – The maximum hourly rate at which persons or vehicles can reasonably be expected to traverse a point or uniform section of a lane or roadway during a given time period under prevailing roadway, traffic, and control conditions. Refer to the most recent Highway Capacity Manual for more information. Channelization – An at-grade separation or regulation of conflicting traffic movements into defined travel paths by pavement marking, raised islands, or other suitable means to facilitate the safe and orderly movement of vehicles and pedestrians. Channelization Island – A portion of the intersection area (delineated using pavement markings, curbing, turf, or plantings) to physically delineate traffic movements. Commercial Driveway – A driveway serving a commercial establishment, industry, governmental or educational institution, private utility, hospital, church, apartment building, or other comparable traffic generator. Types of commercial driveway designs include:

1. Divided Commercial Driveway – A driveway incorporating a raised median or other physical barrier to separate entering traffic from exiting traffic.

2. Undivided Commercial Driveway – A driveway with no physical barrier to

separate entering traffic from exiting traffic. Department – The New York State Department of Transportation. Driveway – Every entrance or exit used by vehicular traffic to and from lands or buildings abutting a State highway. Driveway Island – A raised area for separating multiple entrances or to place entering and exiting traffic at separate locations. Driveway islands also separate highway traffic from the activity on private property. Driveway islands have a minimum width (measured along the edge of highway) of 9 m (30 ft). They allow the separated entrances and/or exits to be treated as separate intersections with respect to traffic control. Driveway Median – A narrow raised or physically separated area between the driveway entrance and exit to separate entering and exiting vehicles. Driveway medians are 1.2 m (4 ft) to 4.9 m (16 ft) wide. The raised or physically separated areas normally extend the length of the driveway throat (defined below), minus any distance needed for the turning path of the design vehicle. Refer to channelization islands for raised areas within the driveway intersection area to physically delineate traffic movements. Driveway Throat – An access controlled portion of the driveway entrance that helps delineate the driveway and provides space to store entering and exiting vehicles.


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Driveway Work Release – A document (attached form HC 199) signed by the owner permitting the State to enter and alter a driveway to accommodate changes of the highway alignment, grade, or cross-section in accordance with Section 54-A, of the Highway Law. Field Entrance – A driveway serving a farmyard, cultivated or uncultivated field, timberland, or undeveloped land not used for industrial, commercial, or residential purposes. Frontage – The distance along the highway edge of pavement in front of the owner's property, measured between lines perpendicular to the centerline of the roadway from each property corner. Highway Work Permit – A document specifying the authority and conditions under which an individual or organization may perform work within or adjacent to the State highway right of way. Home Business Driveway – A driveway serving any business which is part of a private residence which produces actual or anticipated traffic volumes on a typical day of 20 or fewer vehicles during the hour of highest driveway activity. Level of Service – A qualitative measure of operational characteristics within a traffic stream. Levels range from “A,” representing the best operating conditions, to “F” representing traffic breakdown. Refer to the most recent Highway Capacity Manual for more information. Major Commercial Driveway – Any commercial driveway where the action:

1. Requires a substantial change to the State Highway infrastructure for the safe and efficient flow of traffic;

2. Is a Type I action under SEQRA in 6 NYCRR Part 617; or 3. Restricts planned improvements on the State Highway to address safety or capacity

needs. Substantial changes to the State Highway are:

Changes in a State Highway alignment or pavement section (e.g., roundabout, additional thru or turn lanes) other than shoulder pavement thickness

Control of access modification

Installation of or a traffic signal

New or replacement of a State Highway bridge or Large Culvert (>5’ opening width) May – A permissive condition. No requirement for design or application is intended. Minor Commercial Driveway – Any commercial driveway that is not a “major commercial driveway.” Municipal Streets and Highways – Streets and highways owned by a village, city, town, or county. National MUTCD – National Manual of Uniform Traffic Control. It’s the National guide to all aspects of traffic control, and is used in conjunction with the NYS Supplement. NYS Supplement – New York State Supplement. As the name implies, this is a supplement to the National MUTCD. It’s usually the first place to look for information as only supplemented information will be found here.


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Permanent Easement – A permanent possession, by other than the landowner, of specified ownership rights to a parcel of land, usually to accommodate features that are supplementary to the highway such as drainage or slope grading. The State may acquire easements through the exercise of eminent domain. Permittee – A municipality, public utility company, public benefit corporation (such as Water Authority), private corporation, partnership, association, or individual in whose name the permit has been issued. Residential Driveway – A driveway serving four or fewer private homes or an apartment building for four or fewer family units. Right of Way Line – The boundary between private property and State highway lands. SEQRA (or SEQR) – The State Environmental Quality Review Act: Law and associated regulations governing environmental impact review of proposed actions as detailed in 6 NYCRR Part 617 of the New York Compilation of Codes, Rules and Regulations (NYCRR) and for Department actions, in 17 NYCRR Part 15. Shall – A mandatory stipulation based on statutory or regulatory requirements. Should – A recommended, but not mandatory condition. Sidewalk / Walkway – An exterior pathway with a prepared surface intended for pedestrian use. Sidewalks generally parallel a roadway and are usually intended for public use. Other walkways described in this policy are general approaches to adjoining properties and may be intended for public or private use. Stairway – One or more flights of steps, including landings, that form a portion of a pedestrian walkway approaching lands or buildings abutting a State highway. Subdivision Road – A road, drive, or street laid out in a developed residential area by a contractor, builder, or company responsible for developing the area. This includes a new driveway serving more than four private homes or a multiple-unit dwelling containing more than four family units. Temporary Driveway – A driveway which provides interim access to a property until either closed or reconstructed by authority of the Department as a condition of further development of either the property or the corridor. Temporary Easement – A temporary possession, by other than the landowner, of specified ownership rights to a parcel of land, usually to accommodate the construction, but not maintenance or operation, of the facility. Traffic Impact Study – A study of existing traffic conditions, anticipated traffic conditions with and without the development and the traffic impacts of the development. The study should include proposed mitigation of impacts and resulting traffic conditions.


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5A.11 REFERENCES 1. A Policy on Geometric Design of Highways and Streets, 2011: American Association of

State Highway and Transportation Officials (AASHTO), 444 North Capital Street, N.W., Suite 249, Washington, D.C. 20001

2. Americans with Disabilities Act Accessibility Guidelines for Buildings and Facilities,

December 1993: Landscape Architecture Bureau, Design Division, New York State Department of Transportation, 50 Wolf Road, Albany, NY 12232

3. Best Practices in Arterial Management, November 1996: Mobility Management Bureau,

New York State Department of Transportation, 50 Wolf Road, Albany, NY 12232 4. CADD Standards and Procedure Manual: Design Division, New York State Department of

Transportation, 50 Wolf Road, Albany, NY 122325. Guidelines for Driveway Location & Design, 1987: Institute of Transportation Engineers (ITE), 525 School Street, S.W., Suite 410, Washington, DC 20024-2729.

6. Highway Capacity Manual, 2010: Transportation Research Board, National Research

Council, 2101 Constitution Ave., N.W., Washington, DC 20418 7. Highway Design Manual: Design Division, New York State Department of Transportation,

50 Wolf Road, Albany, NY 12232. 8. Manual of Administrative Procedures: New York State Department of Transportation, 50

Wolf Road, Albany NY 12232. 9. Title 17, Volume B of the Compilation of Codes, Rules and Regulations of the State of

New York (NYCRR), a.k.a. New York State Manual of Uniform Traffic Control Devices, West Group, 620 Opperman Drive, PO Box 64833, St. Paul, MN 55164-9752.

10. Public-Private Financing of Roadway Improvements Handbook: Planning & Strategy

Group, New York State Department of Transportation, 50 Wolf Road, Albany, NY 12232. 11. Standard Specifications for Construction and Materials: Design Division, New York State

Department of Transportation, 50 Wolf Road, Albany, NY 12232.

12. NCHRP Report 659: Guide for the Geometric Design of Driveways, 2010, Transportation Research Board of the National Academies, Washington, D.C.


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Highway Design Manual Appendix 5B

Vertical Highway Alignment Sight

Distance Charts

January 15

th, 2015

APPENDIX 5B VERTICAL HIGHWAY ALIGNMENT SIGHT DISTANCE CHARTS

Contents Page INTRODUCTION 5B-1 SECTION I LENGTH OF CREST VERTICAL CURVES BASED ON MINIMUM 1 STOPPING SIGHT DISTANCE SECTION II STOPPING SIGHT DISTANCE FOR CREST VERTICAL CURVES 6 SECTION III LENGTH OF SAG VERTICAL CURVES BASED ON MINIMUM 15 HEADLIGHTSIGHT DISTANCE SECTION IV HEADLIGHT SIGHT DISTANCE FOR SAG VERTICAL CURVES 20 SECTION V MINIMUM SIGHT DISTANCE AT UNDERCROSSINGS 27 SECTION VI PASSING SIGHT DISTANCE FOR CREST VERTICAL CURVES 31 SECTION VII DESIGN VALUES FOR DECISION SIGHT DISTANCE 40

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APPENDIX 5B VERTICAL HIGHWAY ALIGNMENT SIGHT DISTANCE CHARTS

INTRODUCTION The following charts are to be used as a guide in the design of vertical highway alignments for new construction, reconstruction, Freeway 2R, and Freeway 3R projects. For all Non-Freeway 2R, Non-Freeway 3R, and for minor commercial and residential driveways, the various sections refer the designer to HDM Chapter 7 for guidance. Minimum values of curve lengths are calculated. Longer curves may be used where feasible and appropriate. The equations and tables are based on the AASHTO’s “A Policy on Geometric Design of Highways and Streets,” 2011.

5B-1 1/15/15

Computations are based on the following formulae:

S.S.D. < L.V.C.

S.S.D. > L.V.C.

Based on height of eye = 3.5 ft and height of object = 2.0 ft

L = Length of Vertical Curve (L.V.C.), ft

S = Stopping Sight Distance (S.S.D.), ft

A = Algebraic Difference in Grade, %

SECTION ILENGTH OF CREST VERTICAL CURVES

BASED ON MINIMUM STOPPING SIGHT DISTANCE

2158ASL

2=

A2158S2L −=

Note: 1. The minimum length of crest vertical curves should be the greater of:a. 3 times the design speed.b. The length needed to provide minimum stopping sight distance.

Example: Difference in Grade = 5%, Actual Design Speed 60 mph1. Subtract 20 mph from Actual Design speed. The recommended design speed equals 40 mph.2. Use the following table to determine the crest vertical curve length. 3. The length of the crest vertical curve equals 179 ft.

2. For all Non-Freeway 2R, Non-Freeway 3R, and minor commercial and residential driveways, refer to HDM Chapter 7, Exhibit 7-7 Minimum Stopping Sight Distance (SSD) for the minimum vertical stopping sight distance. The recommended design speed is Actual Design Speed minus 20 mph.

Guidance: A Non-Freeway project with an actual design speed of 60 mph will have a recommended design speed of 40 mph (Subtract 20 mph from actual design speed of 60 mph).

1/15/15 Section I Page 1 of 41

25 mph 30 mph 35 mph 40 mph 45 mph 50 mph 55 mph 60 mph 65 mph 70 mph 75 mph 80 mph155 ft 200 ft 250 ft 305 ft 360 ft 425 ft 495 ft 570 ft 645 ft 730 ft 820 ft 910 ft

1.1 - - - - - - - - - - - - 1.11.2 - - - - - - - - - - - 22 1.21.3 - - - - - - - - - - - 160 1.31.4 - - - - - - - - - - 99 279 1.41.5 - - - - - - - - - 22 202 382 1.51.6 - - - - - - - - - 112 292 472 1.61.7 - - - - - - - - 21 191 371 551 1.71.8 - - - - - - - - 92 262 442 622 1.81.9 - - - - - - - 5 155 325 505 685 1.92.0 - - - - - - - 61 211 381 561 741 2.02.1 - - - - - - - 113 263 433 613 793 2.12.2 - - - - - - 10 160 310 480 660 840 2.22.3 - - - - - - 52 202 352 522 702 882 2.32.4 - - - - - - 91 241 391 561 741 921 2.42.5 - - - - - - 127 277 427 597 777 960 2.5

DESIGN SPEED / MINIMUM STOPPING SIGHT DISTANCEDIFF. IN % OF

GRADE

DIFF. IN % OF

GRADE

LENGTH OF CREST VERTICAL CURVES BASED ON MINIMUM STOPPING SIGHT DISTANCELENGTHS IN FEET

2.6 - - - - - 20 160 310 460 630 810 998 2.62.7 - - - - - 51 191 341 491 661 842 1037 2.72.8 - - - - - 80 220 370 520 690 873 1075 2.82.9 - - - - - 106 246 396 546 716 904 1113 2.93.0 - - - - 1 131 271 421 571 741 935 1152 3.03.1 - - - - 24 154 294 444 594 766 966 1190 3.13.2 - - - - 46 176 316 466 616 791 998 1228 3.23.3 - - - - 67 197 337 487 637 815 1029 1267 3.33.4 - - - - 86 216 356 506 656 840 1060 1305 3.43.5 - - - - 104 234 374 524 675 865 1091 1344 3.53.6 - - - 11 121 251 391 541 695 889 1122 1382 3.63.7 - - - 27 137 267 407 557 714 914 1153 1420 3.73.8 - - - 43 153 283 423 573 733 939 1185 1459 3.83.9 - - - 57 167 297 437 588 752 964 1216 1497 3.94.0 - - - 71 181 311 451 603 772 988 1247 1535 4.04.1 - - - 84 194 324 464 618 791 1013 1278 1574 4.14.2 - - - 97 207 337 477 633 810 1038 1309 1612 4.24.3 - - - 109 219 349 489 648 829 1062 1340 1651 4.3




GRADE

DIFF. IN % OF

GRADE


4.4 - - 10 120 230 360 500 663 849 1087 1371 1689 4.44.5 - - 21 131 241 371 511 678 868 1112 1403 1727 4.54.6 - - 31 141 251 381 523 693 887 1136 1434 1766 4.64.7 - - 41 151 261 391 534 708 907 1161 1465 1804 4.74.8 - - 51 161 271 401 546 723 926 1186 1496 1842 4.84.9 - - 60 170 280 410 557 738 945 1211 1527 1881 4.95.0 - - 69 179 289 419 568 753 964 1235 1558 1919 5.05.1 - - 77 187 297 427 580 768 984 1260 1590 1958 5.15.2 - - 85 195 305 436 591 783 1003 1285 1621 1996 5.25.3 - - 93 203 313 444 602 798 1022 1309 1652 2034 5.35.4 - 1 101 211 321 452 614 814 1042 1334 1683 2073 5.45.5 - 8 108 218 328 461 625 829 1061 1359 1714 2111 5.55.6 - 15 115 225 335 469 636 844 1080 1383 1745 2149 5.65.7 - 22 122 232 342 478 648 859 1099 1408 1777 2188 5.75.8 - 28 128 238 348 486 659 874 1119 1433 1808 2226 5.85.9 - 35 135 245 355 494 670 889 1138 1457 1839 2265 5.96.0 - 41 141 251 361 503 682 904 1157 1482 1870 2303 6.06.1 - 47 147 257 367 511 693 919 1176 1507 1901 2341 6.16.2 - 52 152 262 373 519 704 934 1196 1532 1932 2380 6.26.3 - 58 158 268 379 528 716 949 1215 1556 1963 2418 6.36.4 - 63 163 273 385 536 727 964 1234 1581 1995 2456 6.46.5 - 68 168 278 391 545 739 979 1254 1606 2026 2495 6.56.6 - 74 174 284 397 553 750 994 1273 1630 2057 2533 6.66.7 - 78 178 288 403 561 761 1009 1292 1655 2088 2572 6.76.8 - 83 183 293 409 570 773 1024 1311 1680 2119 2610 6.86.9 - 88 188 298 415 578 784 1039 1331 1704 2150 2648 6.97.0 2 92 192 302 421 586 795 1054 1350 1729 2182 2687 7.07.1 7 97 197 307 427 595 807 1069 1369 1754 2213 2725 7.17.2 11 101 201 311 433 603 818 1085 1389 1778 2244 2763 7.27.3 15 105 205 315 439 612 829 1100 1408 1803 2275 2802 7.37.4 19 109 209 319 445 620 841 1115 1427 1828 2306 2840 7.47.5 23 113 213 324 451 628 852 1130 1446 1853 2337 2879 7.57.6 27 117 217 328 457 637 863 1145 1466 1877 2369 2917 7.67.7 30 120 220 332 463 645 875 1160 1485 1902 2400 2955 7.77.8 34 124 224 337 469 653 886 1175 1504 1927 2431 2994 7.8




GRADE

DIFF. IN % OF

GRADE


7.9 37 127 227 341 475 662 897 1190 1523 1951 2462 3032 7.98.0 41 131 231 345 481 670 909 1205 1543 1976 2493 3070 8.08.1 44 134 234 350 487 678 920 1220 1562 2001 2524 3109 8.18.2 47 137 237 354 493 687 932 1235 1581 2025 2555 3147 8.28.3 50 140 240 358 499 695 943 1250 1601 2050 2587 3185 8.38.4 54 144 244 363 505 704 954 1265 1620 2075 2618 3224 8.48.5 57 147 247 367 511 712 966 1280 1639 2100 2649 3262 8.58.6 60 150 250 371 517 720 977 1295 1658 2124 2680 3301 8.68.7 62 152 252 376 523 729 988 1310 1678 2149 2711 3339 8.78.8 65 155 255 380 529 737 1000 1325 1697 2174 2742 3377 8.88.9 68 158 258 384 535 745 1011 1340 1716 2198 2774 3416 8.99.0 71 161 261 388 541 754 1022 1356 1736 2223 2805 3454 9.09.1 73 163 264 393 547 762 1034 1371 1755 2248 2836 3492 9.19.2 76 166 267 397 553 771 1045 1386 1774 2272 2867 3531 9.29.3 78 168 270 401 559 779 1056 1401 1793 2297 2898 3569 9.39.4 81 171 273 406 565 787 1068 1416 1813 2322 2929 3608 9.49.5 83 173 276 410 571 796 1079 1431 1832 2346 2961 3646 9.59.6 86 176 279 414 577 804 1091 1446 1851 2371 2992 3684 9.69.7 88 178 281 419 583 812 1102 1461 1870 2396 3023 3723 9.79.8 90 180 284 423 589 821 1113 1476 1890 2421 3054 3761 9.89.9 93 183 287 427 595 829 1125 1491 1909 2445 3085 3799 9.910.0 95 185 290 432 601 838 1136 1506 1928 2470 3116 3838 10.010.1 97 187 293 436 607 846 1147 1521 1948 2495 3148 3876 10.110.2 99 189 296 440 613 854 1159 1536 1967 2519 3179 3915 10.210.3 101 191 299 445 619 863 1170 1551 1986 2544 3210 3953 10.310.4 103 193 302 449 625 871 1181 1566 2005 2569 3241 3991 10.410.5 105 195 305 453 631 879 1193 1581 2025 2593 3272 4030 10.510.6 107 197 307 457 637 888 1204 1596 2044 2618 3303 4068 10.610.7 109 199 310 462 643 896 1215 1611 2063 2643 3334 4106 10.710.8 111 201 313 466 649 904 1227 1627 2083 2667 3366 4145 10.810.9 113 203 316 470 655 913 1238 1642 2102 2692 3397 4183 10.911.0 114 204 319 475 661 921 1249 1657 2121 2717 3428 4222 11.011.1 116 206 322 479 667 930 1261 1672 2140 2742 3459 4260 11.111.2 118 208 325 483 673 938 1272 1687 2160 2766 3490 4298 11.211.3 120 210 328 488 679 946 1284 1702 2179 2791 3521 4337 11.3




GRADE

DIFF. IN % OF

GRADE


11.4 121 212 331 492 685 955 1295 1717 2198 2816 3553 4375 11.411.5 123 214 334 496 691 963 1306 1732 2218 2840 3584 4413 11.511.6 124 216 336 501 697 971 1318 1747 2237 2865 3615 4452 11.611.7 126 217 339 505 703 980 1329 1762 2256 2890 3646 4490 11.711.8 128 219 342 509 709 988 1340 1777 2275 2914 3677 4529 11.811.9 129 221 345 513 715 997 1352 1792 2295 2939 3708 4567 11.912.0 131 223 348 518 721 1005 1363 1807 2314 2964 3740 4605 12.013.0 144 241 377 561 781 1089 1477 1958 2507 3211 4051 4989 13.014.0 156 260 406 604 841 1172 1590 2108 2699 3458 4363 5373 14.015.0 167 279 435 647 901 1256 1704 2259 2892 3705 4674 5757 15.016.0 179 297 464 690 961 1340 1817 2409 3085 3952 4986 6140 16.017.0 190 316 493 733 1021 1423 1931 2560 3278 4199 5297 6524 17.018.0 201 334 522 776 1082 1507 2044 2711 3471 4445 5609 6908 18.019.0 212 353 551 820 1142 1591 2158 2861 3663 4692 5921 7291 19.020.0 223 371 580 863 1202 1675 2271 3012 3856 4939 6232 7675 20.0



S.S.D. < L.V.C.

S.S.D. > L.V.C.


L = Length of Vertical Curve(L.V.C.), ft

S = Stopping Sight Distance (S.S.D.), ft


SECTION IISTOPPING SIGHT DISTANCE FOR

CREST VERTICAL CURVES

AL2158S =

2L

A1079S +=

Note: For all Non-Freeway 2R, Non-Freeway 3R, and minor commercial and residential driveways, refer to HDM Chapter 7, Exhibit 7-7 Minimum Stopping Sight Distance (SSD) for the minimum vertical stopping sight distance. The recommended design speed is Actual Design Speed minus 20 mph.

1/15/15 Section II Page 6 of 41

0.2 5420 5445 5470 5495 5545 5595 5645 5695 5745 5795 5845 5895 5945 0.20.3 3622 3647 3672 3697 3747 3797 3847 3897 3947 3997 4047 4097 4147 0.30.4 2723 2748 2773 2798 2848 2898 2948 2998 3048 3098 3148 3198 3248 0.40.5 2183 2208 2233 2258 2308 2358 2408 2458 2508 2558 2608 2658 2708 0.50.6 1824 1849 1874 1899 1949 1999 2049 2099 2149 2199 2249 2299 2349 0.60.7 1567 1592 1617 1642 1692 1742 1792 1842 1892 1942 1992 2042 2092 0.70.8 1374 1399 1424 1449 1499 1549 1599 1649 1699 1749 1799 1849 1899 0.80.9 1224 1249 1274 1299 1349 1399 1449 1499 1549 1599 1649 1699 1749 0.91.0 1104 1129 1154 1179 1229 1279 1329 1379 1429 1479 1529 1579 1629 1.01.1 1006 1031 1056 1081 1131 1181 1231 1281 1331 1381 1431 1481 1531 1.11.2 925 950 975 1000 1050 1100 1150 1200 1250 1300 1350 1400 1450 1.21.3 855 880 905 930 980 1030 1080 1130 1180 1230 1280 1330 1380 1.31.4 796 821 846 871 921 971 1021 1071 1121 1171 1221 1271 1321 1.41.5 745 770 795 820 870 920 970 1020 1070 1120 1170 1220 1270 1.51.6 700 725 750 775 825 875 925 975 1025 1075 1125 1175 1225 1.61.7 660 685 710 735 785 835 885 935 985 1035 1085 1135 1185 1.7

300 ft50 ft 700 ft 800 ft

DIFF. IN % OF

GRADE500 ft100 ft 150 ft 200 ft

DIFF. IN % OF

GRADE1000 ft

STOPPING SIGHT DISTANCE FOR CREST VERTICAL CURVES

1100 ft600 ft400 ft 900 ft

LENGTHS IN FEET

LENGTH OF CURVE

1.8 625 650 675 700 750 800 850 900 950 1000 1050 1100 1150 1.81.9 593 618 643 668 718 768 818 868 918 968 1018 1068 1118 1.92.0 565 590 615 640 690 740 790 840 890 940 990 1040 1090 2.02.1 539 564 589 614 664 714 764 814 864 914 964 1014 1064 2.12.2 516 541 566 591 641 691 741 791 841 891 941 991 1039 2.22.3 495 520 545 570 620 670 720 770 820 870 920 969 1016 2.32.4 475 500 525 550 600 650 700 750 800 850 900 949 995 2.42.5 457 482 507 532 582 632 682 732 782 832 882 930 975 2.52.6 440 465 490 515 565 615 665 715 765 815 865 912 956 2.62.7 425 450 475 500 550 600 650 700 750 800 849 895 938 2.72.8 411 436 461 486 536 586 636 686 736 786 833 878 921 2.82.9 398 423 448 473 523 573 623 673 723 772 819 863 905 2.93.0 385 410 435 460 510 560 610 660 710 759 805 849 890 3.03.1 374 399 424 449 499 549 599 649 699 747 792 835 876 3.13.2 363 388 413 438 488 538 588 638 688 735 780 822 862 3.23.3 352 377 402 427 477 527 577 627 677 724 768 809 849 3.33.4 343 368 393 418 468 518 568 618 667 713 756 797 836 3.43.5 334 359 384 409 459 509 559 609 657 703 745 786 824 3.53.6 325 350 375 400 450 500 550 600 648 693 735 775 813 3.6


300 ft50 ft 700 ft 800 ft

DIFF. IN % OF


DIFF. IN % OF

GRADE1000 ft


1100 ft600 ft400 ft 900 ft

LENGTHS IN FEET

LENGTH OF CURVE

3.7 317 342 367 392 442 492 542 592 639 684 725 764 801 3.73.8 309 334 359 384 434 484 534 584 631 675 715 754 791 3.83.9 302 327 352 377 427 477 527 577 623 666 706 744 781 3.94.0 295 320 345 370 420 470 520 569 615 657 697 735 771 4.04.1 289 314 339 364 414 464 514 562 607 649 689 726 761 4.14.2 282 307 332 357 407 457 507 556 600 642 681 717 752 4.24.3 276 301 326 351 401 451 501 549 593 634 673 709 743 4.34.4 271 296 321 346 396 446 496 543 586 627 665 701 735 4.44.5 265 290 315 340 390 440 490 537 580 620 657 693 727 4.54.6 260 285 310 335 385 435 485 531 574 613 650 685 719 4.64.7 255 280 305 330 380 430 480 525 567 607 643 678 711 4.74.8 250 275 300 325 375 425 475 520 561 600 637 671 704 4.84.9 246 271 296 321 371 421 470 515 556 594 630 664 697 4.95.0 241 266 291 316 366 416 465 509 550 588 624 657 690 5.05.1 237 262 287 312 362 412 460 504 545 582 618 651 683 5.15.2 233 258 283 308 358 408 456 499 539 577 612 645 676 5.25.3 229 254 279 304 354 404 452 495 534 571 606 639 670 5.35.4 225 250 275 300 350 400 448 490 529 566 600 633 664 5.45.5 222 247 272 297 347 397 443 486 525 561 595 627 657 5.55.6 218 243 268 293 343 393 439 481 520 556 589 621 652 5.65.7 215 240 265 290 340 390 436 477 515 551 584 616 646 5.75.8 212 237 262 287 337 386 432 473 511 546 579 610 640 5.85.9 208 233 258 283 333 383 428 469 506 541 574 605 635 5.96.0 205 230 255 280 330 380 425 465 502 537 569 600 629 6.06.1 202 227 252 277 327 377 421 461 498 532 565 595 624 6.16.2 200 225 250 275 325 374 418 457 494 528 560 590 619 6.26.3 197 222 247 272 322 371 414 454 490 524 556 586 614 6.36.4 194 219 244 269 319 368 411 450 486 520 551 581 610 6.46.5 191 216 241 266 316 365 408 447 483 516 547 577 605 6.56.6 189 214 239 264 314 362 405 443 479 512 543 572 600 6.66.7 187 212 237 262 312 359 402 440 475 508 539 568 596 6.76.8 184 209 234 259 309 357 399 437 472 504 535 564 591 6.86.9 182 207 232 257 307 354 396 434 468 501 531 560 587 6.97.0 180 205 230 255 305 352 393 431 465 497 527 556 583 7.07.1 177 202 227 252 302 349 390 428 462 494 524 552 579 7.1


300 ft50 ft 700 ft 800 ft

DIFF. IN % OF


DIFF. IN % OF

GRADE1000 ft


1100 ft600 ft400 ft 900 ft

LENGTHS IN FEET

LENGTH OF CURVE

7.2 175 200 225 250 300 347 388 425 459 490 520 548 575 7.27.3 173 198 223 248 298 344 385 422 455 487 516 544 571 7.37.4 171 196 221 246 296 342 382 419 452 484 513 541 567 7.47.5 169 194 219 244 294 340 380 416 449 480 509 537 563 7.57.6 167 192 217 242 292 338 377 413 446 477 506 533 559 7.67.7 166 191 216 241 290 335 375 411 443 474 503 530 556 7.77.8 164 189 214 239 289 333 372 408 441 471 499 526 552 7.87.9 162 187 212 237 287 331 370 405 438 468 496 523 549 7.98.0 160 185 210 235 285 329 368 403 435 465 493 520 545 8.08.1 159 184 209 234 283 327 365 400 432 462 490 517 542 8.18.2 157 182 207 232 281 325 363 398 430 459 487 514 539 8.28.3 155 180 205 230 280 323 361 395 427 457 484 510 535 8.38.4 154 179 204 229 278 321 359 393 425 454 481 507 532 8.48.5 152 177 202 227 276 319 357 391 422 451 479 504 529 8.58.6 151 176 201 226 275 317 355 389 420 449 476 501 526 8.68.7 150 175 200 225 273 315 353 386 417 446 473 499 523 8.78.8 148 173 198 223 272 314 351 384 415 443 470 496 520 8.88.9 147 172 197 222 270 312 349 382 412 441 468 493 517 8.99.0 145 170 195 220 269 310 347 380 410 438 465 490 514 9.09.1 144 169 194 219 267 308 345 378 408 436 462 487 511 9.19.2 143 168 193 218 266 307 343 376 406 434 460 485 508 9.29.3 142 167 192 217 264 305 341 374 404 431 457 482 506 9.39.4 140 165 190 215 263 304 339 372 401 429 455 480 503 9.49.5 139 164 189 214 262 302 338 370 399 427 453 477 500 9.59.6 138 163 188 213 260 300 336 368 397 425 450 475 498 9.69.7 137 162 187 212 259 299 334 366 395 422 448 472 495 9.79.8 136 161 186 211 258 297 332 364 393 420 446 470 493 9.89.9 134 159 184 209 256 296 331 362 391 418 443 467 490 9.910.0 133 158 183 208 255 294 329 360 389 416 441 465 488 10.010.1 132 157 182 207 254 293 327 359 387 414 439 463 485 10.110.2 131 156 181 206 252 291 326 357 385 412 437 460 483 10.210.3 130 155 180 205 251 290 324 355 383 410 435 458 481 10.310.4 129 154 179 204 250 289 323 353 382 408 433 456 478 10.410.5 128 153 178 203 249 287 321 352 380 406 431 454 476 10.510.6 127 152 177 202 248 286 320 350 378 404 429 452 474 10.6


300 ft50 ft 700 ft 800 ft

DIFF. IN % OF


DIFF. IN % OF

GRADE1000 ft


1100 ft600 ft400 ft 900 ft

LENGTHS IN FEET

LENGTH OF CURVE

10.7 126 151 176 201 246 285 318 348 376 402 427 450 472 10.710.8 125 150 175 200 245 283 317 347 374 400 425 448 469 10.810.9 124 149 174 199 244 282 315 345 373 398 423 445 467 10.911.0 124 149 174 199 243 281 314 344 371 397 421 443 465 11.011.1 123 148 173 198 242 279 312 342 369 395 419 441 463 11.111.2 122 147 172 197 241 278 311 341 368 393 417 439 461 11.211.3 121 146 171 196 240 277 310 339 366 391 415 438 459 11.311.4 120 145 170 195 239 276 308 338 365 390 413 436 457 11.411.5 119 144 169 194 238 274 307 336 363 388 411 434 455 11.511.6 119 144 169 193 237 273 305 335 361 386 410 432 453 11.611.7 118 143 168 193 236 272 304 333 360 385 408 430 451 11.711.8 117 142 167 192 235 271 303 332 358 383 406 428 449 11.811.9 116 141 166 191 234 270 302 330 357 381 404 426 447 11.912.0 115 140 165 190 233 269 300 329 355 380 403 425 445 12.013.0 108 133 158 183 224 258 289 316 341 365 387 408 428 13.014.0 103 128 153 176 216 249 278 305 329 352 373 393 412 14.015.0 97 122 147 170 208 240 269 294 318 340 360 380 398 15.016.0 93 118 143 165 202 233 260 285 308 329 349 368 386 16.017.0 89 114 138 160 196 226 252 276 299 319 339 357 374 17.018.0 85 110 135 155 190 219 245 269 290 310 329 347 364 18.019.0 82 107 131 151 185 214 239 262 282 302 320 338 354 19.020.0 79 104 128 147 180 208 233 255 275 294 312 329 345 20.0


0.2 5995 6045 6095 6145 6195 6245 6295 6345 6395 6445 6495 6545 6595 0.20.3 4197 4247 4297 4347 4397 4447 4497 4547 4597 4647 4697 4747 4797 0.30.4 3298 3348 3398 3448 3498 3548 3598 3648 3698 3748 3798 3848 3898 0.40.5 2758 2808 2858 2908 2958 3008 3058 3108 3158 3208 3258 3308 3358 0.50.6 2399 2449 2499 2549 2599 2649 2699 2749 2799 2849 2899 2949 2999 0.60.7 2142 2192 2242 2292 2342 2392 2442 2492 2542 2592 2642 2692 2742 0.70.8 1949 1999 2049 2099 2149 2199 2249 2299 2349 2399 2449 2499 2549 0.80.9 1799 1849 1899 1949 1999 2049 2099 2149 2199 2249 2299 2349 2399 0.91.0 1679 1729 1779 1829 1879 1929 1979 2029 2079 2129 2179 2228 2276 1.01.1 1581 1631 1681 1731 1781 1831 1881 1931 1981 2030 2078 2125 2170 1.11.2 1500 1550 1600 1650 1700 1750 1800 1849 1897 1944 1990 2034 2078 1.21.3 1430 1480 1530 1580 1630 1680 1729 1776 1823 1868 1912 1954 1996 1.31.4 1371 1421 1471 1521 1571 1619 1666 1712 1756 1800 1842 1883 1924 1.41.5 1320 1370 1420 1470 1518 1564 1610 1654 1697 1739 1780 1820 1859 1.51.6 1275 1325 1375 1423 1470 1515 1559 1601 1643 1683 1723 1762 1800 1.61.7 1235 1285 1334 1380 1426 1470 1512 1554 1594 1633 1672 1709 1746 1.7

1900 ft

DIFF. IN % OF

GRADE2400 ft1800 ft

STOPPING SIGHT DISTANCE FOR CREST VERTICAL CURVESLENGTHS IN FEET

2000 ft1300 ft 1400 ft 1500 ft 1600 ft 1700 ft

DIFF. IN % OF

GRADE1200 ft

LENGTH OF CURVE

2100 ft 2200 ft 2300 ft

1.8 1200 1249 1296 1342 1385 1428 1470 1510 1549 1587 1625 1661 1697 1.81.9 1168 1216 1261 1306 1349 1390 1430 1470 1508 1545 1581 1617 1652 1.92.0 1138 1185 1230 1273 1314 1355 1394 1432 1470 1506 1541 1576 1610 2.02.1 1111 1156 1200 1242 1283 1322 1361 1398 1434 1470 1504 1538 1571 2.12.2 1085 1130 1172 1213 1253 1292 1329 1366 1401 1436 1470 1503 1535 2.22.3 1062 1105 1147 1187 1226 1263 1300 1336 1370 1404 1437 1470 1501 2.32.4 1039 1082 1122 1162 1200 1237 1273 1308 1342 1375 1407 1439 1470 2.42.5 1018 1060 1100 1138 1176 1212 1247 1281 1314 1347 1379 1410 1440 2.52.6 998 1039 1078 1116 1153 1188 1223 1256 1289 1321 1352 1382 1412 2.62.7 980 1020 1058 1095 1131 1166 1200 1233 1265 1296 1327 1356 1385 2.72.8 962 1001 1039 1076 1111 1145 1178 1211 1242 1273 1303 1332 1361 2.82.9 945 984 1021 1057 1092 1125 1158 1190 1220 1251 1280 1309 1337 2.93.0 930 968 1004 1039 1073 1106 1138 1170 1200 1230 1258 1287 1314 3.03.1 914 952 988 1022 1056 1088 1120 1151 1180 1210 1238 1266 1293 3.13.2 900 937 972 1006 1039 1071 1102 1132 1162 1191 1219 1246 1273 3.23.3 886 923 957 991 1023 1055 1085 1115 1144 1172 1200 1227 1253 3.33.4 873 909 943 976 1008 1039 1069 1099 1127 1155 1182 1209 1235 3.43.5 861 896 930 962 994 1024 1054 1083 1111 1138 1165 1191 1217 3.53.6 849 883 917 949 980 1010 1039 1068 1095 1122 1149 1175 1200 3.6


1900 ft

DIFF. IN % OF

GRADE2400 ft1800 ft


2000 ft1300 ft 1400 ft 1500 ft 1600 ft 1700 ft

DIFF. IN % OF

GRADE1200 ft

LENGTH OF CURVE

2100 ft 2200 ft 2300 ft

3.7 837 871 904 936 967 996 1025 1053 1081 1107 1133 1159 1184 3.73.8 826 860 892 923 954 983 1012 1039 1066 1093 1118 1143 1168 3.83.9 815 849 881 912 941 970 998 1026 1052 1078 1104 1129 1153 3.94.0 805 838 870 900 930 958 986 1013 1039 1065 1090 1114 1138 4.04.1 795 828 859 889 918 946 974 1001 1027 1052 1077 1101 1124 4.14.2 786 818 849 878 907 935 962 989 1014 1039 1064 1088 1111 4.24.3 777 808 839 868 897 924 951 977 1002 1027 1051 1075 1098 4.34.4 768 799 829 858 886 914 940 966 991 1015 1039 1063 1085 4.44.5 759 790 820 849 876 903 930 955 980 1004 1028 1051 1073 4.54.6 751 781 811 839 867 894 919 945 969 993 1016 1039 1062 4.64.7 743 773 802 830 858 884 910 935 959 982 1006 1028 1050 4.74.8 735 765 794 822 849 875 900 925 949 972 995 1017 1039 4.84.9 727 757 786 813 840 866 891 915 939 962 985 1007 1029 4.95.0 720 750 778 805 831 857 882 906 930 953 975 997 1018 5.05.1 713 742 770 797 823 849 873 897 920 943 965 987 1008 5.15.2 706 735 763 789 815 840 865 888 912 934 956 977 998 5.25.3 700 728 756 782 808 832 857 880 903 925 947 968 989 5.35.4 693 721 748 775 800 825 849 872 895 917 938 959 980 5.45.5 687 715 742 768 793 817 841 864 886 908 930 950 971 5.55.6 681 708 735 761 786 810 833 856 878 900 921 942 962 5.65.7 675 702 729 754 779 803 826 849 871 892 913 934 954 5.75.8 669 696 722 748 772 796 819 841 863 884 905 926 945 5.85.9 663 690 716 741 765 789 812 834 856 877 898 918 937 5.96.0 657 684 710 735 759 782 805 827 849 870 890 910 930 6.06.1 652 679 704 729 753 776 798 820 842 862 883 903 922 6.16.2 647 673 699 723 747 770 792 814 835 855 876 895 914 6.26.3 642 668 693 717 741 764 786 807 828 849 869 888 907 6.36.4 637 663 688 712 735 758 780 801 822 842 862 881 900 6.46.5 632 657 682 706 729 752 774 795 815 835 855 874 893 6.56.6 627 652 677 701 724 746 768 789 809 829 849 868 886 6.66.7 622 648 672 696 718 740 762 783 803 823 842 861 880 6.76.8 618 643 667 690 713 735 756 777 797 817 836 855 873 6.86.9 613 638 662 685 708 730 751 771 791 811 830 849 867 6.97.0 609 634 657 681 703 724 745 766 786 805 824 843 861 7.07.1 604 629 653 676 698 719 740 760 780 799 818 837 855 7.1


1900 ft

DIFF. IN % OF

GRADE2400 ft1800 ft


2000 ft1300 ft 1400 ft 1500 ft 1600 ft 1700 ft

DIFF. IN % OF

GRADE1200 ft

LENGTH OF CURVE

2100 ft 2200 ft 2300 ft

7.2 600 625 648 671 693 714 735 755 775 794 813 831 849 7.27.3 596 620 644 666 688 709 730 750 769 788 807 825 843 7.37.4 592 616 639 662 684 705 725 745 764 783 801 819 837 7.47.5 588 612 635 657 679 700 720 740 759 778 796 814 831 7.57.6 584 608 631 653 675 695 715 735 754 773 791 809 826 7.67.7 580 604 627 649 670 691 711 730 749 768 786 803 821 7.77.8 577 600 623 645 666 686 706 726 744 763 781 798 815 7.87.9 573 596 619 641 662 682 702 721 740 758 776 793 810 7.98.0 569 593 615 637 657 678 697 716 735 753 771 788 805 8.08.1 566 589 611 633 653 673 693 712 730 748 766 783 800 8.18.2 562 585 607 629 649 669 689 708 726 744 761 779 795 8.28.3 559 582 604 625 645 665 685 703 722 739 757 774 790 8.38.4 556 578 600 621 642 661 681 699 717 735 752 769 786 8.48.5 552 575 597 618 638 657 677 695 713 731 748 765 781 8.58.6 549 572 593 614 634 654 673 691 709 726 743 760 777 8.68.7 546 568 590 610 630 650 669 687 705 722 739 756 772 8.78.8 543 565 586 607 627 646 665 683 701 718 735 752 768 8.88.9 540 562 583 604 623 643 661 679 697 714 731 747 763 8.99.0 537 559 580 600 620 639 657 675 693 710 727 743 759 9.09.1 534 556 577 597 616 635 654 672 689 706 723 739 755 9.19.2 531 553 574 594 613 632 650 668 685 702 719 735 751 9.29.3 528 550 570 590 610 629 647 664 682 699 715 731 747 9.39.4 525 547 567 587 607 625 643 661 678 695 711 727 743 9.49.5 523 544 564 584 603 622 640 657 675 691 707 723 739 9.59.6 520 541 561 581 600 619 637 654 671 688 704 720 735 9.69.7 517 538 559 578 597 615 633 651 668 684 700 716 731 9.79.8 515 536 556 575 594 612 630 647 664 681 697 712 727 9.89.9 512 533 553 572 591 609 627 644 661 677 693 709 724 9.910.0 509 530 550 569 588 606 624 641 657 674 690 705 720 10.010.1 507 528 547 567 585 603 621 638 654 670 686 702 717 10.110.2 504 525 545 564 582 600 618 635 651 667 683 698 713 10.210.3 502 522 542 561 579 597 615 631 648 664 679 695 710 10.310.4 499 520 539 558 577 594 612 628 645 661 676 691 706 10.410.5 497 517 537 556 574 592 609 625 642 657 673 688 703 10.510.6 495 515 534 553 571 589 606 622 639 654 670 685 700 10.6


1900 ft

DIFF. IN % OF

GRADE2400 ft1800 ft


2000 ft1300 ft 1400 ft 1500 ft 1600 ft 1700 ft

DIFF. IN % OF

GRADE1200 ft

LENGTH OF CURVE

2100 ft 2200 ft 2300 ft

10.7 492 513 532 551 569 586 603 620 636 651 667 682 696 10.710.8 490 510 529 548 566 583 600 617 633 648 664 678 693 10.810.9 488 508 527 545 563 581 597 614 630 645 660 675 690 10.911.0 486 506 525 543 561 578 595 611 627 642 657 672 687 11.011.1 484 503 522 541 558 575 592 608 624 639 654 669 684 11.111.2 481 501 520 538 556 573 589 606 621 637 652 666 681 11.211.3 479 499 518 536 553 570 587 603 619 634 649 663 678 11.311.4 477 497 515 533 551 568 584 600 616 631 646 660 675 11.411.5 475 494 513 531 548 565 582 598 613 628 643 657 672 11.511.6 473 492 511 529 546 563 579 595 610 626 640 655 669 11.611.7 471 490 509 526 544 560 577 592 608 623 638 652 666 11.711.8 469 488 506 524 541 558 574 590 605 620 635 649 663 11.811.9 467 486 504 522 539 556 572 587 603 618 632 646 660 11.912.0 465 484 502 520 537 553 569 585 600 615 629 644 657 12.013.0 447 465 483 499 516 532 547 562 577 591 605 618 632 13.014.0 431 448 465 481 497 512 527 542 556 569 583 596 609 14.015.0 416 433 449 465 480 495 509 523 537 550 563 576 588 15.016.0 403 419 435 450 465 479 493 507 520 533 545 557 569 16.017.0 391 407 422 437 451 465 479 492 504 517 529 541 552 17.018.0 380 395 410 425 438 452 465 478 490 502 514 526 537 18.019.0 370 385 399 413 427 440 453 465 477 489 500 512 523 19.020.0 360 375 389 403 416 429 441 453 465 477 488 499 509 20.0



H.S.D. < L.V.C.

H.S.D. > L.V.C.

Based on headlight height of 2 ft and a 1° upward divergence of the light beamfrom the longitudinal axis of the vehicle


S = Headlight Sight Distance (H.S.D.), ft


SECTION IIILENGTH OF SAG VERTICAL CURVES

BASED ON MINIMUM HEADLIGHT SIGHT DISTANCE

S5.3400ASL

2

+=

AS5.3400S2L +

−=

Note: 1. The minimum length of sag vertical curves should be the greater of:a. The length needed to provide the headlight sight distance.b. The length needed to provide adequate riding comfort.c. The length needed to provide adequate drainage.d. 3 times the design speed.

1/15/15 Section III Page 15 of 41


2.0 - - - - - - - - - - 5 28 2.02.1 - - - - - - - - 25 53 83 113 2.12.2 - - - - - - 21 52 83 117 154 191 2.22.3 - - - - - 30 63 99 135 176 219 262 2.32.4 - - - - 29 64 102 143 183 229 278 327 2.42.5 - - - 23 56 95 137 182 227 278 332 386 2.52.6 - - 10 46 82 125 170 219 268 324 383 442 2.62.7 - - 28 67 106 151 201 253 306 366 429 493 2.72.8 - 8 45 86 128 176 229 285 341 405 473 540 2.82.9 - 21 61 104 148 200 255 315 374 442 513 584 2.93.0 - 34 75 121 167 221 280 342 405 475 550 625 3.03.1 6 46 89 137 185 242 303 368 433 507 586 664 3.13.2 16 57 102 152 202 261 324 392 460 537 619 700 3.23.3 25 67 114 166 217 279 344 415 485 565 650 734 3.33.4 33 77 125 179 232 295 363 436 509 591 679 766 3.43.5 41 86 136 191 246 311 381 456 531 616 706 796 3.5

DIFF. IN % OF

GRADE

DESIGN SPEED / MINIMUM HEADLIGHT SIGHT DISTANCE DIFF. IN % OF

GRADE

LENGTH OF SAG VERTICAL CURVES BASED ON MINIMUM HEADLIGHT SIGHT DISTANCELENGTHS IN FEET

3.6 49 95 146 203 259 326 398 475 552 640 732 825 3.63.7 56 103 156 214 272 340 414 493 572 662 757 852 3.73.8 62 111 165 224 284 354 429 510 591 683 780 877 3.83.9 69 118 174 234 295 367 444 526 609 703 802 901 3.94.0 75 125 182 244 305 379 457 542 626 722 823 924 4.04.1 81 132 190 253 316 390 470 556 642 740 844 948 4.14.2 86 139 197 261 325 401 483 570 658 758 864 971 4.24.3 91 145 204 269 334 412 495 584 674 776 885 994 4.34.4 96 150 211 277 343 422 506 597 689 794 905 1017 4.44.5 101 156 217 284 352 431 518 611 705 812 926 1040 4.54.6 106 161 223 291 360 441 529 625 721 830 946 1063 4.64.7 110 166 229 298 367 450 541 638 736 848 967 1086 4.74.8 114 171 235 305 375 460 552 652 752 866 988 1109 4.84.9 118 176 240 311 383 469 564 665 768 884 1008 1132 4.95.0 122 180 245 317 391 479 575 679 783 902 1029 1155 5.05.1 126 185 250 324 399 489 586 692 799 920 1049 1179 5.15.2 129 189 255 330 406 498 598 706 815 938 1070 1202 5.25.3 133 193 260 336 414 508 609 719 830 956 1090 1225 5.35.4 136 197 265 343 422 517 621 733 846 974 1111 1248 5.4



DIFF. IN % OF

GRADE


GRADE


5.5 139 200 270 349 430 527 632 747 862 992 1131 1271 5.55.6 142 204 275 355 438 536 644 760 877 1010 1152 1294 5.65.7 145 208 280 362 446 546 655 774 893 1028 1173 1317 5.75.8 148 211 285 368 453 556 667 787 908 1046 1193 1340 5.85.9 151 215 290 375 461 565 678 801 924 1064 1214 1363 5.96.0 153 219 295 381 469 575 690 814 940 1083 1234 1386 6.06.1 156 222 300 387 477 584 701 828 955 1101 1255 1410 6.16.2 159 226 304 394 485 594 713 842 971 1119 1275 1433 6.26.3 161 230 309 400 492 603 724 855 987 1137 1296 1456 6.36.4 164 233 314 406 500 613 736 869 1002 1155 1317 1479 6.46.5 166 237 319 413 508 623 747 882 1018 1173 1337 1502 6.56.6 169 240 324 419 516 632 759 896 1034 1191 1358 1525 6.66.7 171 244 329 425 524 642 770 909 1049 1209 1378 1548 6.76.8 174 248 334 432 531 651 782 923 1065 1227 1399 1571 6.86.9 176 251 339 438 539 661 793 937 1081 1245 1419 1594 6.97.0 179 255 344 444 547 670 805 950 1096 1263 1440 1617 7.07.1 181 259 349 451 555 680 816 964 1112 1281 1460 1641 7.17.2 184 262 353 457 563 690 828 977 1128 1299 1481 1664 7.27.3 187 266 358 463 570 699 839 991 1143 1317 1502 1687 7.37.4 189 270 363 470 578 709 851 1004 1159 1335 1522 1710 7.47.5 192 273 368 476 586 718 862 1018 1175 1353 1543 1733 7.57.6 194 277 373 482 594 728 874 1031 1190 1371 1563 1756 7.67.7 197 280 378 489 602 737 885 1045 1206 1389 1584 1779 7.77.8 199 284 383 495 609 747 897 1059 1222 1407 1604 1802 7.87.9 202 288 388 501 617 756 908 1072 1237 1425 1625 1825 7.98.0 204 291 393 508 625 766 920 1086 1253 1443 1646 1848 8.08.1 207 295 398 514 633 776 931 1099 1269 1461 1666 1872 8.18.2 210 299 402 520 641 785 943 1113 1284 1479 1687 1895 8.28.3 212 302 407 527 648 795 954 1126 1300 1497 1707 1918 8.38.4 215 306 412 533 656 804 966 1140 1315 1515 1728 1941 8.48.5 217 310 417 539 664 814 977 1154 1331 1533 1748 1964 8.58.6 220 313 422 546 672 823 989 1167 1347 1551 1769 1987 8.68.7 222 317 427 552 680 833 1000 1181 1362 1569 1789 2010 8.78.8 225 320 432 558 688 843 1012 1194 1378 1587 1810 2033 8.88.9 227 324 437 565 695 852 1023 1208 1394 1606 1831 2056 8.9



DIFF. IN % OF

GRADE


GRADE


9.0 230 328 442 571 703 862 1035 1221 1409 1624 1851 2079 9.09.1 232 331 447 577 711 871 1046 1235 1425 1642 1872 2103 9.19.2 235 335 451 584 719 881 1058 1249 1441 1660 1892 2126 9.29.3 238 339 456 590 727 890 1069 1262 1456 1678 1913 2149 9.39.4 240 342 461 596 734 900 1081 1276 1472 1696 1933 2172 9.49.5 243 346 466 603 742 910 1092 1289 1488 1714 1954 2195 9.59.6 245 350 471 609 750 919 1104 1303 1503 1732 1975 2218 9.69.7 248 353 476 615 758 929 1115 1316 1519 1750 1995 2241 9.79.8 250 357 481 622 766 938 1127 1330 1535 1768 2016 2264 9.89.9 253 360 486 628 773 948 1138 1344 1550 1786 2036 2287 9.910.0 255 364 491 634 781 957 1150 1357 1566 1804 2057 2310 10.010.1 258 368 496 641 789 967 1161 1371 1582 1822 2077 2334 10.110.2 261 371 500 647 797 977 1172 1384 1597 1840 2098 2357 10.210.3 263 375 505 653 805 986 1184 1398 1613 1858 2118 2380 10.310.4 266 379 510 660 812 996 1195 1411 1629 1876 2139 2403 10.410.5 268 382 515 666 820 1005 1207 1425 1644 1894 2160 2426 10.510.6 271 386 520 672 828 1015 1218 1438 1660 1912 2180 2449 10.610.7 273 390 525 679 836 1024 1230 1452 1676 1930 2201 2472 10.710.8 276 393 530 685 844 1034 1241 1466 1691 1948 2221 2495 10.810.9 278 397 535 691 851 1044 1253 1479 1707 1966 2242 2518 10.911.0 281 400 540 698 859 1053 1264 1493 1723 1984 2262 2541 11.011.1 283 404 545 704 867 1063 1276 1506 1738 2002 2283 2564 11.111.2 286 408 550 710 875 1072 1287 1520 1754 2020 2304 2588 11.211.3 289 411 554 717 883 1082 1299 1533 1769 2038 2324 2611 11.311.4 291 415 559 723 891 1091 1310 1547 1785 2056 2345 2634 11.411.5 294 419 564 729 898 1101 1322 1561 1801 2074 2365 2657 11.511.6 296 422 569 736 906 1111 1333 1574 1816 2092 2386 2680 11.611.7 299 426 574 742 914 1120 1345 1588 1832 2110 2406 2703 11.711.8 301 430 579 749 922 1130 1356 1601 1848 2128 2427 2726 11.811.9 304 433 584 755 930 1139 1368 1615 1863 2147 2447 2749 11.912.0 306 437 589 761 937 1149 1379 1628 1879 2165 2468 2772 12.013.0 332 473 638 825 1015 1245 1494 1764 2036 2345 2674 3003 13.014.0 357 510 687 888 1094 1340 1609 1900 2192 2525 2879 3234 14.015.0 383 546 736 951 1172 1436 1724 2035 2349 2706 3085 3465 15.016.0 408 582 785 1015 1250 1532 1839 2171 2505 2886 3291 3696 16.0



DIFF. IN % OF

GRADE


GRADE


17.0 434 619 834 1078 1328 1627 1954 2307 2662 3066 3496 3927 17.018.0 459 655 883 1142 1406 1723 2069 2442 2818 3247 3702 4158 18.019.0 485 691 932 1205 1484 1819 2184 2578 2975 3427 3907 4389 19.020.0 510 728 981 1268 1562 1914 2299 2714 3131 3607 4113 4620 20.0



H.S.D. < L.V.C.

H.S.D. > L.V.C.

Based on headlight height of 2 ft and a 1° upward divergence of the light beamfrom the longitudinal axis of the vehicle


S = Headlight Sight Distance (H.S.D.), ft


SECTION IVHEADLIGHT SIGHT DISTANCE FOR

SAG VERTICAL CURVES

5.3A2400ALS

−+

=

A2AL1600L25.12L5.3S

2 ++=

g

1/15/15 Section IV Page 20 of 41

1.9 1650 1967 2284 2600 3234 3867 4500 5134 5767 6400 7034 7667 8301 1.92.0 1000 1200 1400 1600 2000 2400 2800 3200 3600 4000 4400 4800 5200 2.02.1 722 872 1022 1172 1472 1772 2072 2372 2672 2972 3272 3572 3872 2.12.2 567 689 812 934 1178 1423 1667 1912 2156 2400 2645 2889 3134 2.22.3 469 573 678 782 991 1200 1410 1619 1828 2037 2246 2455 2664 2.32.4 400 493 585 677 862 1047 1231 1416 1600 1785 1970 2154 2339 2.42.5 350 434 517 600 767 934 1100 1267 1434 1600 1767 1934 2100 2.52.6 312 389 465 542 695 848 1000 1153 1306 1459 1612 1765 1918 2.62.7 282 353 424 495 637 779 922 1064 1206 1348 1490 1632 1774 2.72.8 258 324 391 458 591 724 858 991 1124 1258 1391 1524 1658 2.82.9 237 300 364 427 553 679 805 931 1057 1183 1309 1435 1561 2.93.0 220 280 340 400 520 640 760 880 1000 1120 1240 1360 1480 3.03.1 206 263 321 378 493 608 723 838 952 1067 1182 1297 1412 3.13.2 194 249 304 359 469 580 690 800 911 1021 1132 1242 1352 3.23.3 183 236 289 342 449 555 662 768 875 981 1088 1194 1300 3.33.4 173 225 276 328 431 534 637 740 843 946 1049 1152 1255 3.4

DIFF. IN % OF

GRADE50 ft 100 ft 150 ft

DIFF. IN % OF

GRADE

LENGTHS IN FEET

LENGTH OF CURVE

800 ft 900 ft 1000 ft 1100 ft200 ft 300 ft 400 ft

HEADLIGHT SIGHT DISTANCE FOR SAG VERTICAL CURVES

500 ft 600 ft 700 ft

3.5 165 215 265 315 415 515 615 715 815 915 1015 1115 1215 3.53.6 157 206 255 303 400 498 595 692 790 887 984 1082 1179 3.63.7 150 198 245 293 388 483 577 672 767 862 957 1052 1147 3.73.8 144 191 237 283 376 469 561 654 747 840 932 1025 1118 3.83.9 139 184 230 275 366 456 547 638 728 819 910 1000 1091 3.94.0 134 178 223 267 356 445 534 623 712 800 889 978 1067 4.04.1 129 173 216 260 347 435 522 609 696 783 871 958 1045 4.14.2 125 168 211 254 339 425 511 596 682 768 854 939 1025 4.24.3 121 163 205 248 332 416 500 585 669 753 838 922 1006 4.34.4 117 159 200 242 325 408 491 574 657 740 823 906 989 4.44.5 114 155 196 237 319 400 482 564 646 728 810 891 973 4.54.6 111 151 192 232 313 393 474 555 636 716 797 878 958 4.64.7 108 148 188 228 307 387 467 546 626 706 785 865 945 4.74.8 105 145 184 223 302 381 460 538 617 696 774 853 932 4.84.9 103 142 181 220 297 375 453 531 608 686 764 842 920 4.95.0 100 139 177 216 293 370 447 524 600 677 754 831 908 5.05.1 98 136 174 212 289 365 441 517 593 669 745 821 898 5.15.2 96 134 172 209 285 360 435 511 586 661 737 812 887 5.25.3 94 131 169 206 281 355 430 505 579 654 729 803 878 5.3


DIFF. IN % OF


DIFF. IN % OF

GRADE

LENGTHS IN FEET

LENGTH OF CURVE

800 ft 900 ft 1000 ft 1100 ft200 ft 300 ft 400 ft


500 ft 600 ft 700 ft

5.4 92 129 166 203 277 351 425 499 573 647 721 795 869 5.45.5 90 127 164 200 274 347 420 494 567 640 714 787 860 5.55.6 89 125 162 198 271 343 416 489 562 634 707 780 852 5.65.7 87 123 159 195 268 340 412 484 556 628 700 773 845 5.75.8 86 121 157 193 265 336 408 480 551 623 694 766 838 5.85.9 84 120 155 191 262 333 404 475 546 617 688 760 831 5.96.0 83 118 153 189 259 330 400 471 542 612 683 753 824 6.06.1 82 117 152 187 257 327 397 467 537 607 678 748 818 6.16.2 80 115 150 185 254 324 394 463 533 603 672 742 812 6.26.3 79 114 148 183 252 321 391 460 529 598 668 737 806 6.36.4 78 112 147 181 250 319 388 456 525 594 663 732 800 6.46.5 77 111 145 179 248 316 385 453 522 590 658 727 795 6.56.6 76 110 144 178 246 314 382 450 518 586 654 722 790 6.66.7 75 109 142 176 244 312 379 447 515 582 650 718 785 6.76.8 74 107 141 175 242 309 377 444 511 579 646 713 781 6.86.9 73 106 140 173 240 307 374 441 508 575 642 709 776 6.97.0 72 105 139 172 239 305 372 439 505 572 639 705 772 7.07.1 71 104 137 171 237 303 370 436 502 569 635 701 768 7.17.2 70 103 136 169 235 301 367 434 500 566 632 698 764 7.27.3 69 102 135 168 234 300 365 431 497 563 628 694 760 7.37.4 69 101 134 167 232 298 363 429 494 560 625 691 756 7.47.5 68 100 133 166 231 296 361 427 492 557 622 687 753 7.57.6 67 100 132 165 230 295 359 424 489 554 619 684 749 7.67.7 66 99 131 164 228 293 358 422 487 552 616 681 746 7.77.8 66 98 130 162 227 291 356 420 485 549 614 678 743 7.87.9 65 97 129 161 226 290 354 418 483 547 611 675 740 7.98.0 64 96 128 160 224 288 352 416 480 544 608 672 736 8.08.1 64 96 128 160 223 287 351 415 478 542 606 670 734 8.18.2 63 95 127 159 222 286 349 413 476 540 604 667 731 8.28.3 63 94 126 158 221 284 348 411 475 538 601 665 728 8.38.4 62 94 125 157 220 283 346 410 473 536 599 662 725 8.48.5 62 93 125 156 219 282 345 408 471 534 597 660 723 8.58.6 61 92 124 155 218 281 344 406 469 532 595 657 720 8.68.7 61 92 123 154 217 280 342 405 467 530 593 655 718 8.78.8 60 91 122 154 216 279 341 403 466 528 591 653 715 8.8


DIFF. IN % OF


DIFF. IN % OF

GRADE

LENGTHS IN FEET

LENGTH OF CURVE

800 ft 900 ft 1000 ft 1100 ft200 ft 300 ft 400 ft


500 ft 600 ft 700 ft

8.9 60 91 122 153 215 277 340 402 464 526 589 651 713 8.99.0 59 90 121 152 214 276 338 400 463 525 587 649 711 9.09.1 59 90 121 152 213 275 337 399 461 523 585 647 709 9.19.2 58 89 120 151 213 274 336 398 460 521 583 645 707 9.29.3 58 89 119 150 212 273 335 397 458 520 581 643 704 9.39.4 57 88 119 150 211 272 334 395 457 518 580 641 702 9.49.5 57 88 118 149 210 271 333 394 455 517 578 639 700 9.59.6 57 87 118 148 209 271 332 393 454 515 576 637 699 9.69.7 56 87 117 148 209 270 331 392 453 514 575 636 697 9.79.8 56 86 117 147 208 269 330 391 451 512 573 634 695 9.89.9 55 86 116 147 207 268 329 389 450 511 572 632 693 9.910.0 55 85 116 146 207 267 328 388 449 510 570 631 691 10.010.1 55 85 115 145 206 266 327 387 448 508 569 629 690 10.110.2 54 85 115 145 205 266 326 386 447 507 567 628 688 10.210.3 54 84 114 144 205 265 325 385 446 506 566 626 686 10.310.4 54 84 114 144 204 264 324 384 444 505 565 625 685 10.410.5 53 83 113 143 203 263 323 383 443 503 563 623 683 10.510.6 53 83 113 143 203 263 323 382 442 502 562 622 682 10.610.7 53 83 113 142 202 262 322 382 441 501 561 621 680 10.710.8 52 82 112 142 202 261 321 381 440 500 560 619 679 10.810.9 52 82 112 141 201 261 320 380 439 499 558 618 678 10.911.0 52 82 111 141 200 260 319 379 438 498 557 617 676 11.012.0 49 79 108 137 196 254 313 371 430 488 547 605 664 12.013.0 47 76 105 134 192 249 307 365 423 480 538 596 654 13.014.0 45 74 103 131 188 245 303 360 417 474 531 588 645 14.015.0 44 72 100 129 185 242 299 355 412 468 525 582 638 15.016.0 43 71 99 127 183 239 295 351 408 464 520 576 632 16.017.0 41 69 97 125 181 237 292 348 404 460 515 571 627 17.018.0 40 68 96 124 179 234 290 345 400 456 511 567 622 18.019.0 40 67 95 122 177 232 287 343 398 453 508 563 618 19.020.0 39 66 94 121 176 231 285 340 395 450 505 559 614 20.0


1.9 8934 9567 10200 10834 11467 12100 12734 13367 14000 14634 15267 15900 16534 1.92.0 5600 6000 6400 6800 7200 7600 8000 8400 8800 9200 9600 10000 10400 2.02.1 4172 4472 4772 5072 5372 5672 5972 6272 6572 6872 7172 7472 7772 2.12.2 3378 3623 3867 4112 4356 4600 4845 5089 5334 5578 5823 6067 6312 2.22.3 2873 3082 3291 3500 3710 3919 4128 4337 4546 4755 4964 5173 5382 2.32.4 2524 2708 2893 3077 3262 3447 3631 3816 4000 4185 4370 4554 4739 2.42.5 2267 2434 2600 2767 2934 3100 3267 3434 3600 3767 3934 4100 4267 2.52.6 2071 2224 2377 2530 2683 2836 2989 3142 3295 3448 3600 3753 3906 2.62.7 1916 2058 2200 2343 2485 2627 2769 2911 3053 3195 3337 3479 3622 2.72.8 1791 1924 2058 2191 2324 2458 2591 2724 2858 2991 3124 3258 3391 2.82.9 1687 1814 1940 2066 2192 2318 2444 2570 2696 2822 2948 3074 3200 2.93.0 1600 1720 1840 1960 2080 2200 2320 2440 2560 2680 2800 2920 3040 3.03.1 1526 1641 1756 1871 1986 2100 2215 2330 2445 2560 2675 2789 2904 3.13.2 1463 1573 1683 1794 1904 2014 2125 2235 2345 2456 2566 2676 2787 3.23.3 1407 1513 1620 1726 1833 1939 2046 2152 2259 2365 2471 2578 2684 3.33.4 1358 1461 1564 1667 1770 1873 1976 2079 2182 2285 2388 2491 2594 3.4

HEADLIGHT SIGHT DISTANCE FOR SAG VERTICAL CURVESLENGTHS IN FEET

DIFF. IN % OF

GRADE

LENGTH OF CURVE

2100 ft 2200 ft 2300 ft 2400 ft1700 ft 1800 ft 1900 ft 2000 ft1400 ft 1500 ft 1600 ft1300 ft1200 ft

DIFF. IN % OF

GRADE

3.5 1315 1415 1515 1615 1715 1815 1915 2015 2115 2215 2315 2415 2515 3.53.6 1276 1373 1471 1568 1665 1763 1860 1957 2055 2152 2249 2346 2444 3.63.7 1242 1336 1431 1526 1621 1716 1811 1906 2000 2095 2190 2285 2380 3.73.8 1210 1303 1396 1488 1581 1674 1766 1859 1952 2044 2137 2230 2322 3.83.9 1182 1273 1363 1454 1545 1635 1726 1817 1907 1998 2089 2180 2270 3.94.0 1156 1245 1334 1423 1512 1600 1689 1778 1867 1956 2045 2134 2223 4.04.1 1132 1220 1307 1394 1481 1569 1656 1743 1830 1918 2005 2092 2179 4.14.2 1111 1196 1282 1368 1454 1539 1625 1711 1796 1882 1968 2054 2139 4.24.3 1091 1175 1259 1344 1428 1512 1597 1681 1765 1850 1934 2018 2102 4.34.4 1072 1155 1238 1321 1404 1487 1570 1653 1736 1819 1902 1985 2068 4.44.5 1055 1137 1219 1300 1382 1464 1546 1628 1710 1791 1873 1955 2037 4.54.6 1039 1120 1200 1281 1362 1443 1523 1604 1685 1765 1846 1927 2008 4.64.7 1024 1104 1184 1263 1343 1423 1502 1582 1662 1741 1821 1900 1980 4.74.8 1010 1089 1168 1246 1325 1404 1482 1561 1640 1719 1797 1876 1955 4.84.9 997 1075 1153 1231 1308 1386 1464 1542 1620 1697 1775 1853 1931 4.95.0 985 1062 1139 1216 1293 1370 1447 1524 1600 1677 1754 1831 1908 5.05.1 974 1050 1126 1202 1278 1354 1430 1506 1583 1659 1735 1811 1887 5.15.2 963 1038 1114 1189 1264 1340 1415 1490 1566 1641 1716 1792 1867 5.25.3 953 1027 1102 1177 1251 1326 1400 1475 1550 1624 1699 1774 1848 5.3



DIFF. IN % OF

GRADE

LENGTH OF CURVE


DIFF. IN % OF

GRADE5.4 943 1017 1091 1165 1239 1313 1387 1461 1535 1609 1683 1757 1831 5.45.5 934 1007 1080 1154 1227 1300 1374 1447 1520 1594 1667 1740 1814 5.55.6 925 998 1071 1143 1216 1289 1362 1434 1507 1580 1652 1725 1798 5.65.7 917 989 1061 1133 1206 1278 1350 1422 1494 1566 1638 1711 1783 5.75.8 909 981 1052 1124 1196 1267 1339 1410 1482 1554 1625 1697 1768 5.85.9 902 973 1044 1115 1186 1257 1328 1399 1470 1541 1613 1684 1755 5.96.0 895 965 1036 1106 1177 1248 1318 1389 1459 1530 1600 1671 1742 6.06.1 888 958 1028 1098 1168 1238 1309 1379 1449 1519 1589 1659 1729 6.16.2 881 951 1021 1090 1160 1230 1299 1369 1439 1508 1578 1648 1717 6.26.3 875 944 1014 1083 1152 1221 1291 1360 1429 1498 1568 1637 1706 6.36.4 869 938 1007 1076 1145 1213 1282 1351 1420 1489 1557 1626 1695 6.46.5 864 932 1000 1069 1137 1206 1274 1343 1411 1479 1548 1616 1685 6.56.6 858 926 994 1062 1130 1198 1266 1335 1403 1471 1539 1607 1675 6.66.7 853 921 988 1056 1124 1191 1259 1327 1394 1462 1530 1597 1665 6.76.8 848 915 983 1050 1117 1185 1252 1319 1387 1454 1521 1589 1656 6.86.9 843 910 977 1044 1111 1178 1245 1312 1379 1446 1513 1580 1647 6.97.0 839 905 972 1039 1105 1172 1239 1305 1372 1439 1505 1572 1639 7.07.1 834 900 967 1033 1100 1166 1232 1299 1365 1431 1498 1564 1630 7.17.2 830 896 962 1028 1094 1160 1226 1292 1358 1424 1490 1556 1623 7.27.3 826 891 957 1023 1089 1155 1220 1286 1352 1418 1483 1549 1615 7.37.4 822 887 953 1018 1084 1149 1215 1280 1346 1411 1477 1542 1608 7.47.5 818 883 948 1014 1079 1144 1209 1274 1340 1405 1470 1535 1600 7.57.6 814 879 944 1009 1074 1139 1204 1269 1334 1399 1464 1529 1594 7.67.7 811 875 940 1005 1069 1134 1199 1264 1328 1393 1458 1522 1587 7.77.8 807 872 936 1000 1065 1129 1194 1258 1323 1387 1452 1516 1581 7.87.9 804 868 932 996 1061 1125 1189 1253 1318 1382 1446 1510 1574 7.98.0 800 864 928 992 1056 1120 1184 1248 1312 1376 1440 1504 1568 8.08.1 797 861 925 989 1052 1116 1180 1244 1308 1371 1435 1499 1563 8.18.2 794 858 921 985 1049 1112 1176 1239 1303 1366 1430 1494 1557 8.28.3 791 855 918 981 1045 1108 1171 1235 1298 1362 1425 1488 1552 8.38.4 788 852 915 978 1041 1104 1167 1231 1294 1357 1420 1483 1546 8.48.5 786 849 912 975 1038 1100 1163 1226 1289 1352 1415 1478 1541 8.58.6 783 846 909 971 1034 1097 1160 1222 1285 1348 1411 1473 1536 8.68.7 780 843 906 968 1031 1093 1156 1218 1281 1344 1406 1469 1531 8.78.8 778 840 903 965 1027 1090 1152 1215 1277 1340 1402 1464 1527 8.8



DIFF. IN % OF

GRADE

LENGTH OF CURVE


DIFF. IN % OF

GRADE8.9 775 838 900 962 1024 1087 1149 1211 1273 1335 1398 1460 1522 8.99.0 773 835 897 959 1021 1083 1145 1207 1269 1332 1394 1456 1518 9.09.1 771 832 894 956 1018 1080 1142 1204 1266 1328 1390 1452 1513 9.19.2 768 830 892 954 1015 1077 1139 1200 1262 1324 1386 1447 1509 9.29.3 766 828 889 951 1012 1074 1136 1197 1259 1320 1382 1444 1505 9.39.4 764 825 887 948 1010 1071 1133 1194 1255 1317 1378 1440 1501 9.49.5 762 823 884 946 1007 1068 1130 1191 1252 1313 1375 1436 1497 9.59.6 760 821 882 943 1004 1065 1127 1188 1249 1310 1371 1432 1493 9.69.7 758 819 880 941 1002 1063 1124 1185 1246 1307 1368 1429 1490 9.79.8 756 817 878 938 999 1060 1121 1182 1243 1304 1364 1425 1486 9.89.9 754 815 875 936 997 1058 1118 1179 1240 1300 1361 1422 1483 9.910.0 752 813 873 934 994 1055 1116 1176 1237 1297 1358 1419 1479 10.010.1 750 811 871 932 992 1053 1113 1174 1234 1295 1355 1415 1476 10.110.2 748 809 869 929 990 1050 1111 1171 1231 1292 1352 1412 1473 10.210.3 747 807 867 927 988 1048 1108 1168 1229 1289 1349 1409 1470 10.310.4 745 805 865 925 985 1046 1106 1166 1226 1286 1346 1406 1466 10.410.5 743 803 863 923 983 1043 1103 1163 1223 1283 1343 1403 1463 10.510.6 742 802 862 921 981 1041 1101 1161 1221 1281 1341 1400 1460 10.610.7 740 800 860 919 979 1039 1099 1159 1218 1278 1338 1398 1457 10.710.8 739 798 858 918 977 1037 1097 1156 1216 1276 1335 1395 1455 10.810.9 737 797 856 916 975 1035 1094 1154 1214 1273 1333 1392 1452 10.911.0 736 795 855 914 973 1033 1092 1152 1211 1271 1330 1390 1449 11.012.0 722 781 840 898 957 1015 1074 1132 1191 1249 1308 1366 1425 12.013.0 712 769 827 885 943 1000 1058 1116 1174 1232 1289 1347 1405 13.014.0 703 760 817 874 931 988 1045 1103 1160 1217 1274 1331 1388 14.015.0 695 751 808 865 921 978 1034 1091 1148 1204 1261 1317 1374 15.016.0 688 744 800 857 913 969 1025 1081 1137 1193 1250 1306 1362 16.017.0 682 738 794 850 905 961 1017 1073 1128 1184 1240 1296 1351 17.018.0 677 733 788 844 899 954 1010 1065 1120 1176 1231 1287 1342 18.019.0 673 728 783 838 893 948 1003 1058 1114 1169 1224 1279 1334 19.020.0 669 724 779 833 888 943 998 1053 1107 1162 1217 1272 1327 20.0


Computations are based on the following formula:

S.S.D. > L.V.C.

S.S.D. < L.V.C.

L = Length of Vertical Curve, ft C = Vertical Clearance = 14 ft

S = Sight Distance, ft h1 = Height of Eye = 3.5 ft

A = Algebraic Difference in Grade, % h2 = Height of Object = 2.0 ft

Note:

SECTION VMINIMUM SIGHT DISTANCE AT UNDERCROSSINGS

For all Non-Freeway 2R, Non-Freeway 3R, and minor commercial and residential driveways, refer to HDM Chapter 7, Exhibit 7-7 Minimum Stopping Sight Distance (SSD) for the minimum vertical stopping sight distance The recommended design

A

hhCSL

))2

((8002

21 +−−=

))2

((800 21

2

hhC

ASL+

−=

(SSD) for the minimum vertical stopping sight distance. The recommended design speed is Actual Design Speed minus 20 mph.

1/15/15 Section V Page 27 of 41

30 mph 35 mph 40 mph 45 mph 50 mph 55 mph 60 mph 65 mph 70 mph 75 mph 80 mph200 ft 250 ft 305 ft 360 ft 425 ft 495 ft 570 ft 645 ft 730 ft 820 ft 910 ft

4.0 - - - - - - - - - - - 4.04.1 - - - - - - - - - - - 4.14.2 - - - - - - - - - - - 4.24.3 - - - - - - - - - - - 4.34.4 - - - - - - - - - - - 4.44.5 - - - - - - - - - - - 4.54.6 - - - - - - - - - - - 4.64.7 - - - - - - - - - - - 4.74.8 - - - - - - - - - - - 4.84.9 - - - - - - - - - - - 4.95.0 - - - - - - - - - - 20 5.05.1 - - - - - - - - - - 56 5.15.2 - - - - - - - - - - 90 5.25.3 - - - - - - - - - - 122 5.35.4 - - - - - - - - - - 154 5.45.5 - - - - - - - - - 4 184 5.5

DIFF. IN % OF

GRADE

MINIMUM SAG VERTICAL CURVE LENGTH AT UNDERCROSSINGSLENGTHS IN FEET

DIFF. IN % OF

GRADE

DESIGN SPEED / MINIMUM STOPPING SIGHT DISTANCE

5.6 - - - - - - - - - 33 213 5.65.7 - - - - - - - - - 62 242 5.75.8 - - - - - - - - - 89 269 5.85.9 - - - - - - - - - 115 295 5.96.0 - - - - - - - - - 140 320 6.06.1 - - - - - - - - - 165 345 6.16.2 - - - - - - - - 9 189 369 6.26.3 - - - - - - - - 32 212 392 6.36.4 - - - - - - - - 54 234 414 6.46.5 - - - - - - - - 76 256 436 6.56.6 - - - - - - - - 97 277 457 6.66.7 - - - - - - - - 117 297 477 6.76.8 - - - - - - - - 137 317 497 6.86.9 - - - - - - - - 156 336 516 6.97.0 - - - - - - - 5 175 355 535 7.07.1 - - - - - - - 23 193 373 553 7.17.2 - - - - - - - 40 210 390 570 7.27.3 - - - - - - - 58 228 408 588 7.37.4 - - - - - - - 74 244 424 604 7.4



DIFF. IN % OF

GRADE


DIFF. IN % OF

GRADE


7.5 - - - - - - - 90 260 440 620 7.57.6 - - - - - - - 106 276 456 636 7.67.7 - - - - - - - 122 292 472 652 7.77.8 - - - - - - - 137 307 487 667 7.87.9 - - - - - - 1 151 321 501 681 7.98.0 - - - - - - 15 165 335 515 695 8.08.1 - - - - - - 29 179 349 529 709 8.18.2 - - - - - - 43 193 363 543 723 8.28.3 - - - - - - 56 206 376 556 736 8.38.4 - - - - - - 69 219 389 569 749 8.48.5 - - - - - - 82 232 402 582 762 8.58.6 - - - - - - 94 244 414 594 774 8.68.7 - - - - - - 106 256 426 606 786 8.78.8 - - - - - - 118 268 438 618 798 8.88.9 - - - - - - 129 279 449 629 809 8.99.0 - - - - - - 140 290 460 640 820 9.09.1 - - - - - 1 151 301 471 651 831 9.19.2 - - - - - 12 162 312 482 662 842 9.29.3 - - - - - 23 173 323 493 673 853 9.39.4 - - - - - 33 183 333 503 683 863 9.49.5 - - - - - 43 193 343 513 693 873 9.59.6 - - - - - 53 203 353 523 703 883 9.69.7 - - - - - 63 213 363 533 713 893 9.79.8 - - - - - 72 222 372 542 722 902 9.89.9 - - - - - 81 231 381 551 731 911 9.910.0 - - - - - 90 240 390 560 740 921 10.010.1 - - - - - 99 249 399 569 749 930 10.110.2 - - - - - 108 258 408 578 758 939 10.210.3 - - - - - 117 267 417 587 767 948 10.310.4 - - - - - 125 275 425 595 775 957 10.410.5 - - - - - 133 283 433 603 783 967 10.510.6 - - - - 1 141 291 441 611 791 976 10.610.7 - - - - 9 149 299 449 619 799 985 10.710.8 - - - - 17 157 307 457 627 807 994 10.810.9 - - - - 25 165 315 465 635 815 1003 10.9



DIFF. IN % OF

GRADE


DIFF. IN % OF

GRADE


11.0 - - - - 32 172 322 472 642 822 1013 11.011.1 - - - - 40 180 330 480 650 830 1022 11.111.2 - - - - 47 187 337 487 657 837 1031 11.211.3 - - - - 54 194 344 494 664 845 1040 11.311.4 - - - - 61 201 351 501 671 852 1049 11.411.5 - - - - 68 208 358 508 678 860 1059 11.511.6 - - - - 75 215 365 515 685 867 1068 11.611.7 - - - - 81 221 371 521 691 875 1077 11.711.8 - - - - 88 228 378 528 698 882 1086 11.811.9 - - - - 94 234 384 534 704 890 1095 11.912.0 - - - - 100 240 390 540 710 897 1105 12.013.0 - - - 28 158 298 448 598 770 972 1197 13.014.0 - - - 78 208 348 498 648 829 1046 1289 14.015.0 - - 10 120 250 390 540 694 889 1121 1381 15.016.0 - - 48 158 288 428 578 740 948 1196 1473 16.017.0 - - 81 191 321 461 614 786 1007 1271 1565 17.018.0 - 0 110 220 350 490 650 833 1066 1345 1657 18.019.0 - 27 137 247 377 518 686 879 1126 1420 1749 19.020.0 - 50 160 270 400 545 722 925 1185 1495 1841 20.0



P.S.D. < L.V.C.

P.S.D. > L.V.C.



S = Passing Sight Distance (P.S.D.), ft


SECTION VIPASSING SIGHT DISTANCE

FOR CREST VERTICAL CURVES

AL2800S =

2L

A1400S +=

1/15/15 Section VI Page 31 of 41

0.3 4692 4717 4742 4767 4817 4867 4917 4967 5017 5067 5117 5167 5217 0.30.4 3525 3550 3575 3600 3650 3700 3750 3800 3850 3900 3950 4000 4050 0.40.5 2825 2850 2875 2900 2950 3000 3050 3100 3150 3200 3250 3300 3350 0.50.6 2359 2384 2409 2434 2484 2534 2584 2634 2684 2734 2784 2834 2884 0.60.7 2025 2050 2075 2100 2150 2200 2250 2300 2350 2400 2450 2500 2550 0.70.8 1775 1800 1825 1850 1900 1950 2000 2050 2100 2150 2200 2250 2300 0.80.9 1581 1606 1631 1656 1706 1756 1806 1856 1906 1956 2006 2056 2106 0.91.0 1425 1450 1475 1500 1550 1600 1650 1700 1750 1800 1850 1900 1950 1.01.1 1298 1323 1348 1373 1423 1473 1523 1573 1623 1673 1723 1773 1823 1.11.2 1192 1217 1242 1267 1317 1367 1417 1467 1517 1567 1617 1667 1717 1.21.3 1102 1127 1152 1177 1227 1277 1327 1377 1427 1477 1527 1577 1627 1.31.4 1025 1050 1075 1100 1150 1200 1250 1300 1350 1400 1450 1500 1550 1.41.5 959 984 1009 1034 1084 1134 1184 1234 1284 1334 1384 1434 1484 1.51.6 900 925 950 975 1025 1075 1125 1175 1225 1275 1325 1375 1425 1.61.7 849 874 899 924 974 1024 1074 1124 1174 1224 1274 1324 1374 1.71.8 803 828 853 878 928 978 1028 1078 1128 1178 1228 1278 1328 1.8

900 ft 1000 ft 1100 ft300 ft 400 ft

DIFF. IN % OF


LENGTH OF CURVE

500 ft 600 ft 700 ft 800 ft200 ft

PASSING SIGHT DISTANCE FOR CREST VERTICAL CURVESLENGTHS IN FEET

DIFF. IN % OF

GRADE

1.9 762 787 812 837 887 937 987 1037 1087 1137 1187 1237 1287 1.92.0 725 750 775 800 850 900 950 1000 1050 1100 1150 1200 1250 2.02.1 692 717 742 767 817 867 917 967 1017 1067 1117 1167 1217 2.12.2 662 687 712 737 787 837 887 937 987 1037 1087 1137 1187 2.22.3 634 659 684 709 759 809 859 909 959 1009 1059 1109 1159 2.32.4 609 634 659 684 734 784 834 884 934 984 1034 1084 1134 2.42.5 585 610 635 660 710 760 810 860 910 960 1010 1060 1110 2.52.6 564 589 614 639 689 739 789 839 889 939 989 1039 1089 2.62.7 544 569 594 619 669 719 769 819 869 919 969 1019 1069 2.72.8 525 550 575 600 650 700 750 800 850 900 950 1000 1049 2.82.9 508 533 558 583 633 683 733 783 833 883 933 983 1031 2.93.0 492 517 542 567 617 667 717 767 817 867 917 967 1014 3.03.1 477 502 527 552 602 652 702 752 802 852 902 951 997 3.13.2 463 488 513 538 588 638 688 738 788 838 888 936 982 3.23.3 450 475 500 525 575 625 675 725 775 825 874 922 967 3.33.4 437 462 487 512 562 612 662 712 762 812 861 908 952 3.43.5 425 450 475 500 550 600 650 700 750 800 849 895 939 3.53.6 414 439 464 489 539 589 639 689 739 789 837 882 925 3.63.7 404 429 454 479 529 579 629 679 729 779 826 870 913 3.7


900 ft 1000 ft 1100 ft300 ft 400 ft

DIFF. IN % OF


LENGTH OF CURVE

500 ft 600 ft 700 ft 800 ft200 ft


DIFF. IN % OF

GRADE3.8 394 419 444 469 519 569 619 669 719 768 815 859 901 3.83.9 384 409 434 459 509 559 609 659 709 758 804 848 889 3.94.0 375 400 425 450 500 550 600 650 700 749 794 837 878 4.04.1 367 392 417 442 492 542 592 642 692 740 784 827 867 4.14.2 359 384 409 434 484 534 584 634 684 731 775 817 857 4.24.3 351 376 401 426 476 526 576 626 676 722 766 807 847 4.34.4 344 369 394 419 469 519 569 619 668 714 757 798 837 4.44.5 337 362 387 412 462 512 562 612 660 706 749 789 828 4.54.6 330 355 380 405 455 505 555 605 653 698 741 781 819 4.64.7 323 348 373 398 448 498 548 598 646 691 733 772 810 4.74.8 317 342 367 392 442 492 542 592 640 684 725 764 802 4.84.9 311 336 361 386 436 486 536 586 633 677 718 756 793 4.95.0 305 330 355 380 430 480 530 580 627 670 710 749 785 5.05.1 300 325 350 375 425 475 525 574 620 663 703 741 778 5.15.2 295 320 345 370 420 470 520 569 614 657 697 734 770 5.25.3 290 315 340 365 415 465 515 564 609 651 690 727 763 5.35.4 285 310 335 360 410 460 510 558 603 645 684 721 756 5.45.5 280 305 330 355 405 455 505 553 597 639 677 714 749 5.55.6 275 300 325 350 400 450 500 548 592 633 671 708 742 5.65.7 271 296 321 346 396 446 496 543 587 627 665 701 736 5.75.8 267 292 317 342 392 442 492 539 582 622 660 695 729 5.85.9 263 288 313 338 388 438 488 534 577 617 654 689 723 5.96.0 259 284 309 334 384 434 484 530 572 612 649 684 717 6.06.1 255 280 305 330 380 430 480 525 567 606 643 678 711 6.16.2 251 276 301 326 376 426 476 521 563 602 638 673 705 6.26.3 248 273 298 323 373 423 472 517 558 597 633 667 700 6.36.4 244 269 294 319 369 419 468 513 554 592 628 662 694 6.46.5 241 266 291 316 366 416 465 509 550 588 623 657 689 6.56.6 238 263 288 313 363 413 461 505 545 583 618 652 684 6.66.7 234 259 284 309 359 409 458 501 541 579 614 647 679 6.76.8 231 256 281 306 356 406 454 498 537 574 609 642 674 6.86.9 228 253 278 303 353 403 451 494 533 570 605 638 669 6.97.0 225 250 275 300 350 400 448 490 530 566 600 633 664 7.07.1 223 248 273 298 348 398 445 487 526 562 596 628 659 7.17.2 220 245 270 295 345 395 441 484 522 558 592 624 655 7.2


900 ft 1000 ft 1100 ft300 ft 400 ft

DIFF. IN % OF


LENGTH OF CURVE

500 ft 600 ft 700 ft 800 ft200 ft


DIFF. IN % OF

GRADE7.3 217 242 267 292 342 392 438 480 519 554 588 620 650 7.37.4 215 240 265 290 340 390 435 477 515 551 584 616 646 7.47.5 212 237 262 287 337 387 433 474 512 547 580 612 641 7.57.6 210 235 260 285 335 384 430 471 508 543 576 607 637 7.67.7 207 232 257 282 332 382 427 468 505 540 573 604 633 7.77.8 205 230 255 280 330 379 424 465 502 536 569 600 629 7.87.9 203 228 253 278 328 377 421 462 499 533 565 596 625 7.98.0 200 225 250 275 325 375 419 459 495 530 562 592 621 8.08.1 198 223 248 273 323 372 416 456 492 526 558 588 617 8.18.2 196 221 246 271 321 370 414 453 489 523 555 585 613 8.28.3 194 219 244 269 319 368 411 450 486 520 552 581 610 8.38.4 192 217 242 267 317 366 409 448 484 517 548 578 606 8.48.5 190 215 240 265 315 363 406 445 481 514 545 574 602 8.58.6 188 213 238 263 313 361 404 442 478 511 542 571 599 8.68.7 186 211 236 261 311 359 402 440 475 508 539 568 595 8.78.8 185 210 235 260 310 357 399 437 472 505 536 565 592 8.88.9 183 208 233 258 308 355 397 435 470 502 533 561 589 8.99.0 181 206 231 256 306 353 395 433 467 499 530 558 585 9.09.1 179 204 229 254 304 351 393 430 465 497 527 555 582 9.19.2 178 203 228 253 303 349 391 428 462 494 524 552 579 9.29.3 176 201 226 251 301 348 388 426 460 491 521 549 576 9.39.4 174 199 224 249 299 346 386 423 457 489 518 546 573 9.49.5 173 198 223 248 298 344 384 421 455 486 516 543 570 9.59.6 171 196 221 246 296 342 382 419 452 484 513 541 567 9.69.7 170 195 220 245 295 340 380 417 450 481 510 538 564 9.79.8 168 193 218 243 293 339 378 415 448 479 508 535 561 9.89.9 167 192 217 242 292 337 377 412 445 476 505 532 558 9.910.0 165 190 215 240 290 335 375 410 443 474 502 530 555 10.010.1 164 189 214 239 289 334 373 408 441 471 500 527 553 10.110.2 163 188 213 238 287 332 371 406 439 469 498 524 550 10.210.3 161 186 211 236 286 330 369 404 437 467 495 522 547 10.310.4 160 185 210 235 285 329 367 402 435 465 493 519 545 10.410.5 159 184 209 234 283 327 366 400 433 462 490 517 542 10.510.6 158 183 208 233 282 326 364 399 431 460 488 514 540 10.610.7 156 181 206 231 281 324 362 397 428 458 486 512 537 10.7


900 ft 1000 ft 1100 ft300 ft 400 ft

DIFF. IN % OF


LENGTH OF CURVE

500 ft 600 ft 700 ft 800 ft200 ft


DIFF. IN % OF

GRADE10.8 155 180 205 230 279 323 361 395 427 456 484 510 535 10.810.9 154 179 204 229 278 321 359 393 425 454 481 507 532 10.911.0 153 178 203 228 277 320 357 391 423 452 479 505 530 11.011.1 152 177 202 227 276 318 356 390 421 450 477 503 527 11.111.2 150 175 200 225 274 317 354 388 419 448 475 500 525 11.211.3 149 174 199 224 273 315 352 386 417 446 473 498 523 11.311.4 148 173 198 223 272 314 351 384 415 444 471 496 520 11.411.5 147 172 197 222 271 313 349 383 413 442 469 494 518 11.511.6 146 171 196 221 270 311 348 381 412 440 467 492 516 11.611.7 145 170 195 220 268 310 346 379 410 438 465 490 514 11.711.8 144 169 194 219 267 309 345 378 408 436 463 488 511 11.811.9 143 168 193 218 266 307 343 376 406 434 461 486 509 11.912.0 142 167 192 217 265 306 342 375 405 433 459 484 507 12.013.0 133 158 183 208 255 294 329 360 389 416 441 465 487 13.014.0 125 150 175 200 245 283 317 347 375 400 425 448 470 14.015.0 119 144 169 194 237 274 306 335 362 387 410 433 454 15.016.0 113 138 163 188 230 265 296 325 350 375 397 419 439 16.017.0 108 133 158 182 223 257 287 315 340 363 386 406 426 17.018.0 103 128 153 177 217 250 279 306 330 353 375 395 414 18.019.0 99 124 149 172 211 243 272 298 322 344 365 384 403 19.020.0 95 120 145 168 205 237 265 290 314 335 355 375 393 20.0


0.3 5267 5317 5367 5417 5467 5517 5567 5617 5667 5717 5767 5817 5867 0.30.4 4100 4150 4200 4250 4300 4350 4400 4450 4500 4550 4600 4650 4700 0.40.5 3400 3450 3500 3550 3600 3650 3700 3750 3800 3850 3900 3950 4000 0.50.6 2934 2984 3034 3084 3134 3184 3234 3284 3334 3384 3434 3484 3534 0.60.7 2600 2650 2700 2750 2800 2850 2900 2950 3000 3050 3100 3150 3200 0.70.8 2350 2400 2450 2500 2550 2600 2650 2700 2750 2800 2850 2900 2950 0.80.9 2156 2206 2256 2306 2356 2406 2456 2506 2556 2606 2656 2706 2756 0.91.0 2000 2050 2100 2150 2200 2250 2300 2350 2400 2450 2500 2550 2600 1.01.1 1873 1923 1973 2023 2073 2123 2173 2223 2273 2323 2373 2423 2473 1.11.2 1767 1817 1867 1917 1967 2017 2067 2117 2167 2217 2267 2317 2367 1.21.3 1677 1727 1777 1827 1877 1927 1977 2027 2077 2127 2177 2226 2274 1.31.4 1600 1650 1700 1750 1800 1850 1900 1950 2000 2050 2098 2145 2191 1.41.5 1534 1584 1634 1684 1734 1784 1834 1884 1933 1980 2027 2073 2117 1.51.6 1475 1525 1575 1625 1675 1725 1775 1824 1871 1918 1963 2007 2050 1.61.7 1424 1474 1524 1574 1624 1674 1722 1770 1815 1860 1904 1947 1989 1.71.8 1378 1428 1478 1528 1578 1627 1674 1720 1764 1808 1850 1892 1933 1.8

2100 ft1300 ft 1400 ft1200 ft 2200 ft 2300 ft 2400 ft1700 ft 1800 ft 1900 ft 2000 ft


DIFF. IN % OF

GRADE1600 ft1500 ft

DIFF. IN % OF

GRADE

LENGTH OF CURVE

1.9 1337 1387 1437 1487 1536 1583 1629 1674 1717 1760 1801 1842 1881 1.92.0 1300 1350 1400 1450 1497 1543 1588 1631 1674 1715 1755 1795 1834 2.02.1 1267 1317 1367 1415 1461 1506 1550 1592 1633 1674 1713 1752 1789 2.12.2 1237 1287 1335 1382 1428 1471 1514 1556 1596 1635 1674 1711 1748 2.22.3 1209 1259 1306 1352 1396 1439 1481 1521 1561 1599 1637 1674 1710 2.32.4 1184 1232 1279 1323 1367 1409 1450 1489 1528 1566 1603 1639 1674 2.42.5 1160 1207 1253 1297 1339 1380 1420 1459 1497 1534 1570 1605 1640 2.52.6 1137 1184 1228 1271 1313 1354 1393 1431 1468 1504 1540 1574 1608 2.62.7 1116 1162 1205 1248 1289 1328 1367 1404 1441 1476 1511 1545 1578 2.72.8 1096 1141 1184 1225 1265 1304 1342 1379 1415 1450 1484 1517 1550 2.82.9 1077 1121 1163 1204 1243 1282 1319 1355 1390 1424 1458 1491 1523 2.93.0 1059 1102 1144 1184 1223 1260 1297 1332 1367 1400 1433 1466 1497 3.03.1 1042 1084 1125 1164 1203 1240 1276 1311 1345 1378 1410 1442 1473 3.13.2 1025 1067 1107 1146 1184 1220 1255 1290 1323 1356 1388 1419 1450 3.23.3 1010 1051 1090 1129 1166 1202 1236 1270 1303 1335 1367 1397 1428 3.33.4 995 1035 1074 1112 1148 1184 1218 1251 1284 1316 1347 1377 1406 3.43.5 980 1020 1059 1096 1132 1167 1200 1233 1265 1297 1327 1357 1386 3.53.6 967 1006 1044 1081 1116 1150 1184 1216 1248 1279 1309 1338 1367 3.63.7 953 992 1030 1066 1101 1135 1168 1200 1231 1261 1291 1320 1348 3.7




DIFF. IN % OF

GRADE1600 ft1500 ft

DIFF. IN % OF

GRADE

LENGTH OF CURVE

3.8 941 979 1016 1052 1086 1120 1152 1184 1214 1244 1274 1302 1330 3.83.9 929 967 1003 1038 1072 1105 1137 1168 1199 1228 1257 1286 1313 3.94.0 917 954 990 1025 1059 1091 1123 1154 1184 1213 1241 1269 1297 4.04.1 906 943 978 1013 1046 1078 1109 1140 1169 1198 1226 1254 1281 4.14.2 895 931 967 1000 1033 1065 1096 1126 1155 1184 1212 1239 1265 4.24.3 884 921 955 989 1021 1053 1083 1113 1142 1170 1197 1224 1251 4.34.4 874 910 944 978 1010 1041 1071 1100 1129 1157 1184 1210 1236 4.44.5 865 900 934 967 998 1029 1059 1088 1116 1144 1170 1197 1223 4.54.6 855 890 924 956 987 1018 1047 1076 1104 1131 1158 1184 1209 4.64.7 846 881 914 946 977 1007 1036 1064 1092 1119 1145 1171 1196 4.74.8 837 871 904 936 967 996 1025 1053 1081 1107 1133 1159 1184 4.84.9 829 862 895 926 957 986 1015 1042 1070 1096 1122 1147 1172 4.95.0 820 854 886 917 947 976 1004 1032 1059 1085 1110 1135 1160 5.05.1 812 845 877 908 938 967 995 1022 1048 1074 1100 1124 1148 5.15.2 804 837 869 899 929 957 985 1012 1038 1064 1089 1113 1137 5.25.3 797 829 861 891 920 948 976 1002 1028 1054 1079 1103 1127 5.35.4 789 822 853 882 911 939 967 993 1019 1044 1069 1093 1116 5.45.5 782 814 845 874 903 931 958 984 1010 1034 1059 1083 1106 5.55.6 775 807 837 867 895 922 949 975 1000 1025 1049 1073 1096 5.65.7 768 800 830 859 887 914 941 967 992 1016 1040 1063 1086 5.75.8 762 793 823 851 879 906 933 958 983 1007 1031 1054 1077 5.85.9 755 786 816 844 872 899 925 950 975 999 1022 1045 1068 5.96.0 749 779 809 837 865 891 917 942 967 990 1014 1037 1059 6.06.1 743 773 802 830 857 884 909 934 959 982 1005 1028 1050 6.16.2 737 767 796 824 851 877 902 927 951 974 997 1020 1042 6.26.3 731 761 789 817 844 870 895 919 943 967 989 1012 1033 6.36.4 725 755 783 811 837 863 888 912 936 959 982 1004 1025 6.46.5 719 749 777 804 831 856 881 905 929 952 974 996 1017 6.56.6 714 743 771 798 824 850 874 898 922 944 967 988 1010 6.66.7 709 738 765 792 818 843 868 892 915 937 959 981 1002 6.76.8 703 732 760 786 812 837 861 885 908 930 952 974 995 6.86.9 698 727 754 781 806 831 855 879 901 924 945 967 987 6.97.0 693 722 749 775 800 825 849 872 895 917 939 960 980 7.07.1 688 717 744 770 795 819 843 866 889 911 932 953 973 7.17.2 684 712 738 764 789 814 837 860 882 904 925 946 967 7.2




DIFF. IN % OF

GRADE1600 ft1500 ft

DIFF. IN % OF

GRADE

LENGTH OF CURVE

7.3 679 707 733 759 784 808 831 854 876 898 919 940 960 7.37.4 674 702 728 754 779 803 826 848 870 892 913 933 953 7.47.5 670 697 723 749 773 797 820 843 865 886 907 927 947 7.57.6 665 693 719 744 768 792 815 837 859 880 901 921 941 7.67.7 661 688 714 739 763 787 810 832 853 874 895 915 935 7.77.8 657 684 709 734 758 782 804 826 848 869 889 909 929 7.87.9 653 679 705 730 754 777 799 821 842 863 884 903 923 7.98.0 649 675 700 725 749 772 794 816 837 858 878 898 917 8.08.1 645 671 696 721 744 767 789 811 832 853 873 892 911 8.18.2 641 667 692 716 740 762 784 806 827 847 867 887 906 8.28.3 637 663 688 712 735 758 780 801 822 842 862 881 900 8.38.4 633 659 684 708 731 753 775 796 817 837 857 876 895 8.48.5 629 655 680 703 726 749 771 792 812 832 852 871 890 8.58.6 626 651 676 699 722 744 766 787 807 827 847 866 884 8.68.7 622 647 672 695 718 740 762 782 803 823 842 861 879 8.78.8 618 644 668 691 714 736 757 778 798 818 837 856 874 8.88.9 615 640 664 687 710 732 753 774 794 813 832 851 869 8.99.0 612 636 660 684 706 728 749 769 789 809 828 846 865 9.09.1 608 633 657 680 702 724 745 765 785 804 823 842 860 9.19.2 605 630 653 676 698 720 741 761 781 800 819 837 855 9.29.3 602 626 650 673 695 716 737 757 776 796 814 833 851 9.39.4 598 623 646 669 691 712 733 753 772 791 810 828 846 9.49.5 595 619 643 665 687 708 729 749 768 787 806 824 842 9.59.6 592 616 640 662 684 705 725 745 764 783 802 820 837 9.69.7 589 613 636 659 680 701 721 741 760 779 797 815 833 9.79.8 586 610 633 655 677 697 718 737 756 775 793 811 829 9.89.9 583 607 630 652 673 694 714 734 753 771 789 807 824 9.910.0 580 604 627 649 670 690 710 730 749 767 785 803 820 10.010.1 577 601 623 645 667 687 707 726 745 764 781 799 816 10.110.2 574 598 620 642 663 684 703 723 741 760 778 795 812 10.210.3 572 595 617 639 660 680 700 719 738 756 774 791 808 10.310.4 569 592 614 636 657 677 697 716 734 752 770 787 804 10.410.5 566 589 612 633 654 674 693 712 731 749 766 784 800 10.510.6 564 587 609 630 651 671 690 709 727 745 763 780 797 10.610.7 561 584 606 627 648 667 687 706 724 742 759 776 793 10.7




DIFF. IN % OF

GRADE1600 ft1500 ft

DIFF. IN % OF

GRADE

LENGTH OF CURVE

10.8 558 581 603 624 645 664 684 702 721 738 756 773 789 10.810.9 556 578 600 621 642 661 680 699 717 735 752 769 786 10.911.0 553 576 597 618 639 658 677 696 714 732 749 766 782 11.011.1 551 573 595 616 636 655 674 693 711 728 745 762 779 11.111.2 548 571 592 613 633 652 671 690 708 725 742 759 775 11.211.3 546 568 589 610 630 650 668 687 704 722 739 755 772 11.311.4 543 566 587 607 627 647 665 684 701 719 736 752 768 11.411.5 541 563 584 605 625 644 663 681 698 716 732 749 765 11.511.6 539 561 582 602 622 641 660 678 695 712 729 746 762 11.611.7 536 558 579 600 619 638 657 675 692 709 726 742 758 11.711.8 534 556 577 597 617 636 654 672 689 706 723 739 755 11.811.9 532 554 574 595 614 633 651 669 686 703 720 736 752 11.912.0 530 551 572 592 612 630 649 666 684 700 717 733 749 12.013.0 509 530 550 569 588 606 623 640 657 673 689 704 719 13.014.0 490 510 530 548 566 584 600 617 633 649 664 679 693 14.015.0 474 493 512 530 547 564 580 596 612 627 641 656 670 15.016.0 459 477 495 513 530 546 562 577 592 607 621 635 649 16.017.0 445 463 481 498 514 530 545 560 574 589 602 616 629 17.018.0 433 450 467 484 499 515 530 544 558 572 585 599 612 18.019.0 421 438 455 471 486 501 516 530 543 557 570 583 595 19.020.0 410 427 443 459 474 488 502 516 530 543 555 568 580 20.0



For Avoidance Maneuver A and B

For Avoidance Maneuver C, D, and E


D = Decision Sight Distance, ft

V = Design Speed, mph

t = Pre-Maneuver Time, s

a = Driver Deceleration, 11.2 ft/s²

Avoidance Maneuvers:

SECTION VIIDESIGN VALUES FOR DECISION SIGHT DISTANCE

a1.075V1.47VtD

2

+=

VtD 47.1=

A = Stop on rural road, t = 3.0 s B = Stop on urban road, t = 9.1 s C = Speed/path/direction change on rural road, t varies between 10.2 s and 11.2 s D = Speed/path/direction change on suburban road, t varies between 12.1 s and 12.9 s E = Speed/path/direction change on urban road, t varies between 14.0 s and 14.5 s

1/15/15 Section VII Page 40 of 41

Design Speed Design Speed

(mph) A B C D E (mph)

25 175 395 375 445 515 25

30 220 490 450 535 620 30

35 275 590 525 625 720 35

40 330 690 600 715 825 40

45 395 800 675 800 930 45

50 465 910 750 890 1030 50

55 535 1030 865 980 1135 55

60 610 1150 990 1125 1280 60

65 695 1275 1050 1220 1365 65

Avoidance Maneuver*

DECISION SIGHT DISTANCELENGTHS IN FEET

70 780 1410 1105 1275 1445 70

75 875 1545 1180 1365 1545 75

80 970 1685 1260 1455 1650 80

* Avoidance Maneuvers: A = Stop on rural road, t = 3.0 s B = Stop on urban road, t = 9.1 s C = Speed/path/direction change on rural road, t varies between 10.2 s and 11.2 s D = Speed/path/direction change on suburban road, t varies between 12.1 s and 12.9 s E = Speed/path/direction change on urban road, t varies between 14.0 s and 14.5 s

1/15/15 Section VII Page 41 of 41


Highway Design Manual Appendix 5C

Intersection Sight Distance Charts

January 15th

, 2015

1/15/15


APPENDIX 5C INTERSECTION SIGHT DISTANCE CHARTS

1/15/15

Contents Page 5C.1 INTRODUCTION .......................................................................................................... C1 5C.2 DESIGNER INSTRUCTIONS ....................................................................................... C1 5C.3 REFERENCES ............................................................................................................. C1 List of Figures, Forms, and Tables U.S. Customary Figures:

Table 5C-1 Length of Sight Triangle Leg – Case A – No Traffic Control .................. C2 Table 5C-2 Adjustment Factors for Sight Distance Based on Approach Grade ........ C2 Table 5C-3 Design Intersection Sight Distance - Case B1 ....................................... C3 Table 5C-4 Design Intersection Sight Distance - Cases B2 and B3 ......................... C3 Table 5C-5 Length of Sight Triangle Leg along Major Road - Case C1 .................... C4 Table 5C-6 Length of Minor Road Leg - Case C1 .................................................... C5 Table 5C-7 Design Intersection Sight Distance - Case C2 ....................................... C5 Table 5C-8 Design Intersection Sight Distance - Case F ......................................... C5


Page C1 1/15/15

5C.1 INTRODUCTION Intersection sight distance is an important design consideration for new projects as well as rehabilitation of existing facilities. The designer should refer to HDM 5.9.5 for complete background information and designer instructions. This Appendix presents charts that can be used to determine intersection sight distance for most common types of intersections. The data presented in Appendix C was either obtained directly or calculated from formulas in Section 9.5.3 of A Policy on Geometric Design of Highways and Streets, 2011 (AASHTO Green Book). 5C.2 DESIGNER INSTRUCTIONS This appendix covers six types of intersections:

Case A - No traffic control

Case B - Stop control on the minor road

Case C – Yield control on the minor road

Case D – Traffic signal control (no charts provided)

Case E – All way stop control (no charts provided)

Case F – Left turns from the major road The designer should refer to HDM Exhibit 5-27 to determine the appropriate table to use for the type of intersection being analyzed. For Case D (Traffic Signal Control) and Case E (All Way Stop Control) there are generally no approach or departure sight triangles needed. These intersections are usually installed in locations that because of site conditions, lack adequate intersection sight distance. For these two cases, no additional information is provided within Appendix C. For all Non-Freeway 2R and Non-Freeway 3R projects; for minor commercial and residential driveways, refer to HDM Chapter 7, Exhibit 7-7 Minimum Stopping Sight Distance (SSD). The recommended design speed is Actual Design Speed minus 20 mph. Table 5C-2 contains factors to adjust the intersection sight distance based on the approach grade. These factors are only used for Case A - no control or Case C – yield control. 5C.3 REFERENCES 1. A Policy on Geometric Design of Highways and Streets, 2011: American Association of

State Highway and Transportation Officials (AASHTO), 444 North Capital Street, N.W., Suite 249, Washington, D.C. 20001.

2. Highway Design Manual: Design Division, New York State Department of Transportation,

50 Wolf Road, Albany, NY 12232.

1/15/15

.

Table 5C-1 Length of Sight Triangle Leg – Case A – No Traffic Control

Design Speed (mph)

Length of Leg (ft)

15 20 25 30 35 40 45 50 55 60 65 70

70 90 115 140 165 195 220 245 285 325 365 405

Note: For approach grades greater than 3%, multiply the sight distance values in this table by the appropriate adjustment factor in Table 5C-2.

Table 5C-2 Adjustment Factors for Sight Distance Based on Approach Grade

Approach grade (%)

Design Speed (mph)

15 20 25 30 35 40 45 50 55 60 65 70

-6 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 1.2

-5 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2

-4 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1

-3 to +3 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

+4 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

+5 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

+6 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9


Page C3 1/15/15

Table 5C-3 Design Intersection Sight Distance (in feet) - Case B1 - Left Turn From Stop

Design

speed

Passenger Car

Lanes Crossed

Single-Unit Truck

Lanes Crossed Combination Truck

Lanes Crossed

(mph) 1 2 3 1 2 3 1 2 3

15 170 180 190 210 225 245 255 270 285

20 225 240 250 280 300 325 340 360 380

25 280 295 315 350 375 405 425 450 475

30 335 355 375 420 450 485 510 540 570

35 390 415 440 490 525 565 595 630 665

40 445 475 500 560 600 645 680 720 760

45 500 530 565 630 675 725 765 810 855

50 555 590 625 700 750 805 850 900 950

55 610 650 690 770 825 885 930 990 1045

60 665 710 750 840 900 965 1015 1080 1140

65 720 765 815 910 975 1045 1100 1170 1235

70 775 825 875 980 1050 1125 1185 1260 1330

Table 5C-4 Design Intersection Sight Distance (in feet) - Case B2 - Right Turn From Stop and -

Case B3 - Crossing Maneuver

Design Speed

Passenger Car

Case B2-- Lane Entered

Case B3 – Lanes Crossed

Single-Unit Truck



Combination Truck



(mph) 1 2 3 1 2 3 1 2 3

15 145 155 170 190 205 220 235 250 265

20 195 210 225 250 275 295 310 330 350

25 240 260 280 315 340 365 390 415 440

30 290 310 335 375 410 440 465 495 525

35 335 365 390 440 475 510 545 580 615

40 385 415 445 500 545 585 620 660 700

45 430 465 500 565 610 655 695 745 790

50 480 515 555 625 680 730 775 825 875

55 530 570 610 690 745 805 850 910 965

60 575 620 665 750 815 875 930 990 1050

65 625 670 720 815 880 950 1005 1075 1140

70 670 725 775 875 950 1020 1085 1155 1225

1/15/15

Table 5C-5 Length of Sight Triangle Leg (in feet) Along Major Road - Case C1 - Crossing . Maneuver at Yield Controlled Intersections

Major road design speed (mph)

Passenger car

Minor-road design speed (mph)

15 20-50 55 60 65 70

15 150 145 150 155 160 165

20 200 195 200 205 215 220

25 250 240 250 255 265 275

30 300 290 300 305 320 330

35 345 335 345 360 375 385

40 395 385 395 410 425 440

45 445 430 445 460 480 490

50 495 480 495 510 530 545

55 545 530 545 560 585 600

60 595 575 595 610 640 655

65 645 625 645 660 690 710

70 690 670 690 715 745 765


Single unit truck


15 20-50 55 60 65 70

15 170 150 155 160 165 170

20 225 200 205 210 220 225

25 280 250 255 265 275 280

30 335 300 310 315 325 335

35 390 350 360 370 380 395

40 445 400 410 420 435 450

45 500 450 460 475 490 505

50 555 500 510 525 545 560

55 610 550 560 580 595 615

60 665 600 615 630 650 670

65 720 650 665 685 705 725

70 775 700 715 735 760 785


Combination truck


15 20-50 55 60 65 70

15 240 205 175 180 180 185

20 320 275 235 235 240 245

25 400 345 290 295 300 305

30 480 410 350 355 360 370

35 560 480 405 410 420 430

40 640 550 465 470 480 490

45 720 615 520 530 540 550

50 800 685 580 590 600 610

55 880 755 635 645 660 675

60 960 820 695 705 720 735

65 1040 890 750 765 780 795

70 1120 960 810 820 840 855

Note: For minor-road approach grades that exceed 3%, multiply the design value by the appropriate adjustment factor from Table 5C-2.


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Table 5C-6 Length of Minor Road Leg (in feet) - Case C1 - Crossing Maneuvers from Yield Controlled Approaches

Design Speed 15 20 25 30 35 40 45 50 55 60 65 70

(mph)

Length of Leg 75 100 130 160 195 235 275 320 370 420 470 530

(feet)

Notes: Values shown are for a passenger car crossing a two-lane highway with no median and grades 3 percent or less. For minor-road approach grades that exceed 3 percent, multiply the distance by the appropriate adjustment factor from Table 5C-2.

Table 5C-7 Design Intersection Sight Distance (in feet) - Case C2 - Left or Right Turn at Yield

Controlled Intersections

Design speed (mph)

Passenger Car Single-Unit Truck Combination Truck

Left Turn - Lanes Crossed (Right Turn – Enter Lane 1)



1 2 3 1 2 3 1 2 3

15 180 190 200 225 240 255 265 285 300

20 240 250 265 295 315 340 355 375 395

25 295 315 335 370 395 420 445 470 495

30 355 375 400 445 475 505 530 565 595

35 415 440 465 515 555 590 620 655 690

40 475 500 530 590 630 675 710 750 790

45 530 565 600 665 710 755 795 845 890

50 590 625 665 735 790 840 885 935 985

55 650 690 730 810 870 925 975 1030 1085

60 710 750 795 885 945 1010 1060 1125 1185

65 765 815 860 960 1025 1090 1150 1215 1285

70 825 875 930 1030 1105 1175 1235 1310 1380

Table 5C-8 Design Intersection Sight Distance (in feet) - Case F - Left Turns From the Major Road

Design speed (mph)

Passenger Car Single-Unit Truck Combination Truck

Lanes Crossed Lanes Crossed Lanes Crossed

1 2 3 1 2 3 1 2 3

15 125 135 145 145 160 175 170 185 200

20 165 180 195 195 215 235 225 245 265

25 205 225 240 240 265 295 280 305 330

30 245 265 290 290 320 350 335 365 395

35 285 310 335 335 375 410 390 425 460

40 325 355 385 385 425 465 445 485 525

45 365 400 430 430 480 525 500 545 590

50 405 445 480 480 530 585 555 605 655

55 445 490 530 530 585 640 610 665 720

60 490 530 575 575 640 700 665 725 785

65 530 575 625 625 690 755 720 785 855

70 570 620 670 670 745 815 775 845 920


Highway Design Manual Appendix 5D

Level of Service and Capacity Analysis

on State Highways

January 15th, 2015

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APPENDIX 5D CAPACITY ANALYSIS THRESHOLDS

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Contents Page 5D.1 INTRODUCTION ............................................................................................................ D1 5D.2 DESIGNER INSTRUCTIONS ........................................................................................ D1

5D.2A Free Flow Segments ....................................................................................... D1 5D.2B Uncontrolled “T” Intersections ......................................................................... D2 5D.2C Stop Controlled Four Way Intersections .......................................................... D3 5D.2D Signal Controlled Four Way Intersections ....................................................... D3 5D.2E Roundabouts ................................................................................................... D3

5D.3 REFERENCES ............................................................................................................... D3 List of Figures, Forms, and Tables U.S. Customary Figures:

Figure 5D-1 Free Flow Segment Level of Service (Rural 2 & 4 Lane Undivided) ...... D4 Figure 5D-2 Free Flow Segment Level of Service (Urban 2 & 4 Lane Undivided) ..... D5 Figure 5D-3 Free Flow Segment Level of Service (Rural 4 & 6 Lane Divided) .......... D6 Figure 5D-4 Free Flow Segment Level of Service (Urban 4 & 6 Lane Divided) ......... D7 Figure 5D-5 Uncontrolled “T” Intersection Level of Service (2 Lane) ......................... D8 Figure 5D-6 Uncontrolled “T” Intersection Level of Service (3 Lane) ......................... D9 Figure 5D-7 Uncontrolled “T” Intersection Level of Service (4 Lane) ....................... D10


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5D.1 INTRODUCTION Capacity or Level of Service is an important design consideration for new projects as well as rehabilitation of existing facilities. In an effort to streamline the design process, this Appendix presents graphs that can be used to determine Level of Service for many common types of State Highway segments and intersections. Highway Capacity Software was used to perform calculations to develop the information presented in this chapter. Any assumptions made were intended to be conservative. The data shown on the subsequent graphs allows the designer to quickly determine the approximate capacity of the segment or intersection. The designer should compare the results from the graphs to historical/observed site data. If the observed site conditions agree with the results from the graphs, a formal capacity analysis is not necessary. If historical reports or observed site conditions differ from the level of service obtained from the graph, the designer should check the level of service with highway capacity software to obtain a more accurate result. In certain situations the designer will be required to complete a Traffic Impact Study. A template shell with example text is located on the NYSDOT Highway Design Manual Chapter 5 website: https://www.dot.ny.gov/divisions/engineering/design/dqab/hdm/chapter-5 Much of the input data (i.e. 85th percentile speed, Average Annual Daily Traffic (AADT), Design Hour Volume (DHV)) is available online on the NYSDOT Traffic Data Viewer: https://www.dot.ny.gov/divisions/engineering/applications/traffic-data-viewer If data is missing for the desired segment or intersection, it may be obtained from the Regional Traffic Office. 5D.2 DESIGNER INSTRUCTIONS This appendix covers five types of analyses:

• Free flow Segments • Uncontrolled T-Intersections • Stop Controlled 4 Way-Intersections • Signal Controlled 4-Way Intersections • Roundabouts

5D.2A Free Flow Segments Many State Highway segments do not have a high density of intersections, roundabouts, or commercial driveway entrances. These can be treated as free flow segments. Most rural highways outside of villages are free flow segments. Figures are provided for the most common State Highway configurations, including two lane and four lane undivided highways; and four lane and six lane divided highways. Some two and four lane undivided highways will have additional lanes (i.e. hill climbing lane, center turn lane). The presence of additional lanes will increase the level of service. Hence, the figures in this Appendix are conservative for these cases.


Page D2

The designer should refer to Figures 5D-1 through 5D-4 and follow the following steps to determine whether the threshold for capacity analysis is met:

1) Choose the appropriate figure based on the State Highway lane configuration and the rural or urban classification (from Traffic Data Viewer, Functional Class)

2) On the horizontal axis, determine the major leg (State Highway) volume in 1000’s of vehicles per day (from Traffic Data Viewer).

3) On the vertical axis, determine the 85th percentile speed (from Traffic Data Viewer). If this information is not available, use the posted speed limit.

4) Plot the corresponding point on the graph. The location of the point will correspond to the. segment level of service.

If the segment level of service is within the “D” or “E or Worse” zone for rural highways; or the “E or Worse” zone for urban highways, a Capacity Analysis is required. Traffic impacts may adversely affect the operation of the State Highway. This would lead the designer to investigate possible mitigation measures, explained in depth in the Traffic Impact Study. If the level of service is within the “C or Better” zone for rural highways; or the “C or Better” or “D” zone for urban highways, the Capacity Analysis is not required. In these cases, operation of the State Highway functions at or above the desired level. The designer may omit the Capacity Analysis section of the Traffic Impact Study or Design Report, and replace it with a statement that the segment meets or exceeds the Level of Service criteria presented in this HDM Appendix D.

5D.2B Uncontrolled T-Intersections Uncontrolled T type intersections are common along state highways. These intersection types will involve a major leg (the state highway) and a minor leg (any of the following: Commercial driveway, school entrance, park entrance, or other similar development). The intersection capacity of both approaches shall be documented. Both the major and minor approaches need to be considered - as the Level of Service (delay) may either pass or fail on the major, minor, neither or both segments. Figures are provided for the most common State Highway configurations, including two, three, and four lane highways. The designer should refer to Figures 5D-5 through 5D-7 and follow the following steps to determine whether the threshold for capacity analysis is met:

1) Choose the appropriate exhibit based on the State Highway lane configuration. 2) On the horizontal axis, determine the major leg (State Highway) volume in 1000’s of

vehicles per day (from Traffic Data Viewer). 3) On the vertical axis, determine the design hour volume of the minor leg (from Permit

Application). 4) Plot the corresponding point on the graph. The location of the point will correspond to a

minor leg and major leg level of service.

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If the T intersection is a new leg from a proposed development entering the State Highway, a Capacity Analysis within the Traffic Impact Study may be required. If the level of service for the major leg is within the “D” or “E or Worse” zone for rural highways; or the “E or Worse” zone for urban highways, a Capacity Analysis is required. Traffic impacts from the proposed new leg may adversely affect the operation of the State Highway. This would lead the designer to investigate possible mitigation measures, explained in depth in the Traffic Impact Study. If the level of service is within the “C or Better” zone for rural highways; or the “C or Better” or “D” zone for urban highways, the Capacity Analysis is not required. In these cases the traffic impacts from the proposed T intersection are not expected to negatively impact operation of the State Highway. The designer may omit the Capacity Analysis section of the Traffic Impact Study. 5D.2C Stop Controlled Four Way Intersections TO BE DEVELOPED

5D.2D Signal Controlled Four Way Intersections TO BE DEVELOPED

5D.2E Roundabouts For single lane roundabouts with one or more entering legs, if total entering Design Hour Volume (DHV) is ≤ 1200 vehicles, a capacity analysis is not required.

Any single lane roundabout with over 1200 total entering DHV, or any multilane roundabout shall have a capacity analysis performed.

5D.3 REFERENCES 1. A Policy on Geometric Design of Highways and Streets, 2011: American Association of

State Highway and Transportation Officials (AASHTO), 444 North Capital Street, N.W., Suite 249, Washington, D.C. 20001.

2. Highway Capacity Manual, 2010: Transportation Research Board, National Research

Council, 2101 Constitution Ave., N.W., Washington, DC 20418 3. Highway Design Manual: Design Division, New York State Department of Transportation,

50 Wolf Road, Albany, NY 12232.

L.O.S. "C" OR BETTER

L.O.S. "D"

NOTE: HIGHWAYS WITH 85th PERCENTILE SPEEDS THAT FALL ABOVE

OR BELOW THE SPEEDS SHOWN ON THIS GRAPH SHALL BE ANALYZED

INDIVIDUALLY.


L.O.S. "E" OR WORSE L.O.S. "E" OR WORSE

L.O.S. "D"55

60

65

70

75

LE FRE

E FLOW SPE

ED (IN M

.P.H.)

FIGURE 5D‐1FREE FLOW SEGMENT LEVEL OF SERVICE FOR 2 AND 4 LANE RURAL UNDIVIDED HIGHWAY

35

40

45

50

0 5 10 15 20 25 30 35 40 45 50 55 60

85th PER

CENTILE FRE

E

AADT IN 1,000's OF VEHICLES PER DAY2 LANE SEGMENT 4 LANE SEGMENT

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L.O.S. "D"



INDIVIDUALLY.


L.O.S. "E" OR WORSE L.O.S. "E" OR WORSE

L.O.S. "D"55

60

65

70

75

LE FRE

E FLOW SPE

ED (IN M

.P.H.)

FIGURE 5D‐2FREE FLOW SEGMENT LEVEL OF SERVICE FOR 2 AND 4 LANE URBAN UNDIVIDED HIGHWAY

35

40

45

50

0 5 10 15 20 25 30 35 40 45 50 55 60

85th PER

CENTILE FRE

E


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INDIVIDUALLY


L.O.S. "D"


L.O.S. "E" OR WORSE

L.O.S. "E" OR WORSE

L.O.S. "D"

55

60

65

70

75

LE FRE

E FLOW SPE

ED (IN M

.P.H.)

FIGURE 5D‐3FREE FLOW SEGMENT LEVEL OF SERVICE FOR 4 AND 6 LANE RURAL DIVIDED HIGHWAY

THIS GRAPH SHALL BE ANALYZED INDIVIDUALLY

40

45

50

55

0 10 20 30 40 50 60 70 80

85th PER

CENTILE FRE

E


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NOTE: HIGHWAYS WITH 85th

L.O.S. "D"


L.O.S. "E" OR WORSE

L.O.S. "E" OR WORSE

L.O.S. "D"

55

60

65

70

75

LE FRE

E FLOW SPE

ED (IN M

.P.H.)

FIGURE 5D‐4FREE FLOW SEGMENT LEVEL OF SERVICE FOR 4 AND 6 LANE URBAN DIVIDED HIGHWAY



INDIVIDUALLY.

40

45

50

55

0 10 20 30 40 50 60 70 80 90 100

85th PER

CENTILE FRE

E


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400

600

800

1000

1200

MIN

OR

LEG

VO

LUM

E(D

HV

)

FIGURE 5D-5UNCONTROLLED "T" INTERSECTION LEVEL OF SERVICE ON 2 LANE STATE HIGHWAY

0

200

400

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

MIN

OR

LEG

VO

LUM

E(D

HV

)

MAJOR LEG VOLUME (AADT IN 1,000'S OF VEHICLES PER DAY)MINOR LEG MAJOR LEG

L.O.S. "D"

20 -

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cmodafferi

TextBox

If the Design Hour Volume (DHV) of the minor leg is 20 vehicles or less, no further analysis is required.

600

800

1000

1200

1400

1600

MIN

OR

LEG

VO

LUM

E(D

HV

)


0

200

400

600

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

MIN

OR

LEG

VO

LUM

E(D

HV

)


L.O.S. "D"

20 -

L.O.S. "D"

Page D91/15/15

cmodafferi

TextBox


600

800

1000

1200

1400

1600

MIN

OR

LEG

VO

LUM

E(D

HV

)


0

200

400

600

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38

MIN

OR

LEG

VO

LUM

E(D

HV

)


L.O.S. "D"

20 -

L.O.S. "D"

Page D101/15/15

cmodafferi

TextBox


APPENDIX B – HIGHWAY DRAINAGE

Appendix B

NYSDOT DESIGN REQUIREMENTS AND GUIDANCE

FOR

STATE POLLUTANT DISCHARGE ELIMINATION

SYSTEM (SPDES) GENERAL PERMIT FOR CONSTRUCTION

ACTIVITY

January 15, 2015

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This page is intentionally blank.

APPENDIX B - HIGHWAY DRAINAGE TABLE OF CONTENTS

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CHAPTER 1 - BACKGROUND ................................................................................................... 1

1.1 Permit Applicability .............................................................................................................1

CHAPTER 2 - TECHNICAL INFORMATION ................................................................................. 1

2.1 DEFINITIONS .........................................................................................................................1 2.1.1 Disturbance ............................................................................................................................................ 1 2.1.2 Area of Disturbance ............................................................................................................................... 2 2.1.3 Maximum Extent Practicable ................................................................................................................. 2 2.1.4 Routine Maintenance Activities ............................................................................................................. 3 2.1.5 Impervious Areas ................................................................................................................................... 4 2.1.6 New Development ................................................................................................................................. 4 2.1.7 Redevelopment...................................................................................................................................... 5 2.1.8 Redevelopment Projects ........................................................................................................................ 6 2.1.9 Areas Beyond the Right-of-Way Limits .................................................................................................. 7

2.2 EROSION AND SEDIMENT CONTROL ......................................................................................9 2.2.1 Technical Standards ............................................................................................................................... 9 2.2.2 Erosion Hazard ....................................................................................................................................... 9 2.2.3 Design of Temporary Sediment Basins .................................................................................................. 9

2.3 STORMWATER MANAGEMENT .............................................................................................9 2.3.1 Principles of Green Infrastructure ....................................................................................................... 10 2.3.2 Stormwater Management Site Planning and Design Using Green Infrastructure – A 5 Step Process . 11

2.3.2.1 Step 1: Site Planning to Minimize Disturbed Areas and Impervious Areas ..................................... 12 2.3.2.2 Step 2: Calculation of the Water Quality Volume for the Site ........................................................ 13

2.3.2.2.1 Calculation of the Water Quality Volume in Phosphorus Restricted Watersheds .................... 14 2.3.2.3 Step 3: Runoff Reduction by Applying Green Infrastructure Techniques and Standard Stormwater Management Practices with Runoff Reduction (RRv) Capacity ....................................................................... 15 2.3.2.4 Step 4: Apply Standard or Alternative Stormwater Management Practices to Address Remaining Water Quality Volume ..................................................................................................................................... 20

2.3.2.4.1 Apply Standard Stormwater Management Practices to Address Remaining Water Quality Volume ................................................................................................................................................... 20 2.3.2.4.3 Apply a Combination of Standard and Alternative Stormwater Management Practices with Impervious Cover Reduction to Address Remaining Water Quality Volume (from Areas of Redevelopment) .......................................................................................................................................... 21

2.3.2.5 Step 5: Apply Volume and Peak Rate Control Practices.................................................................. 22 2.3.2.5.1 Stream Channel Protection Volume (Cpv) ................................................................................ 22 2.3.2.5.2 Overbank Flood Control (Qp) .................................................................................................... 23 2.3.2.5.3 Extreme Flood Control (Qf) ....................................................................................................... 23 2.3.2.5.4 Downstream Analysis ................................................................................................................ 24

2.3.2.6 Technical Deviations and Stormwater Crediting.............................................................................. 27 2.3.2.7 Projects That Do Not Require Stormwater Management Practices ................................................ 27

2.4 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)...................................................... 28

2.5 NOTICE OF INTENT .............................................................................................................. 32

2.6 NOTICE OF TERMINATION ................................................................................................... 44

2.7 REFERENCES ....................................................................................................................... 46

APPENDIX B - HIGHWAY DRAINAGE TABLE OF CONTENTS

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List of Exhibits Exhibit 1 - Examples of Routine Maintenance Activities (relative to the SPDES General

Permit for Construction Activity) ……………………………………………………... 4 Exhibit 2 - Example Impervious and Disturbed Areas………………………………………….. 8 Exhibit 3 - Percentage of Water Quality Volume Provided by a Standard Stormwater

Management Practice with RRv Capacity ……………………………………….… 18 Exhibit 4 - Downstream Analysis ………………………………………………………………... 26 ATTACHMENT A - NYSDEC STORMWATER MANAGEMENT DESIGN MANUAL CHAPTER 6: DETAIL DESCRIPTORS TRANSLATED INTO NYSDOT ITEMS……………………… A1-19

APPENDIX B - HIGHWAY DRAINAGE

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8B-1

CHAPTER 1 - BACKGROUND Land development projects, including transportation improvement projects, and associated increases in impervious cover can alter the hydrologic response of local watersheds and increase stormwater runoff rates and volumes, contribute to flooding, stream channel erosion, sediment transport, and deposition. This runoff contributes to increased quantities of water-borne pollutants, but can be controlled and minimized through the effective use of best management practices to mitigate the adverse impacts of stormwater runoff. The New York State Department of Environmental Conservation (NYSDEC) issues the State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity, which establishes the criteria by which construction projects are regulated and are allowed to discharge stormwater.

1.1 Permit Applicability

Under the current SPDES General Permit for Construction Activity, the Department is required to obtain coverage under the general permit for any project that exceeds 1 acre of soil disturbance (or 5000 square feet in the New York City East of Hudson (EOH) Watershed). The designer should consult the SPDES General Permit for Construction Activity for a list of activities which are ineligible for permit coverage. Among these activities are the following that may apply to Department projects:

1. Construction activities for public roadway and linear utility projects that disturb 2 acres or more of land with no existing impervious cover and where the Soil Slope Phase is identified as an E or F (i.e., 25% or greater slopes, as identified in the County Soil Survey) within a watershed that is tributary to waters of the state classified as AA or AA-s (i.e., 2 acres of disturbance of steep slopes in AA and AA-s watersheds). Existing roadway embankments (including cut and fill slopes) that were built at a 25% or greater slope do not count as steep slopes in this case.

2. Construction projects for which there is a lack or absence of an adequate assessment of impacts to properties listed or eligible for listing on the State or National Register of Historic Places. This permit ineligibility does not apply to projects for which Adverse Effect determinations have been made and the procedures in the Project Development Manual have been followed.

CHAPTER 2 - TECHNICAL INFORMATION

2.1 DEFINITIONS

2.1.1 Disturbance

Under the SPDES General Permit for Construction Activity, the Department is required to assess the requirements for stormwater management practices (SMPs) for any project that exceeds 1 acre of soil disturbance (or 5000 square feet in the New York City East of Hudson (EOH) Watershed). Soil disturbance is defined as “any activity that results in the disruption or exposure of soil”. This soil disturbance definition also includes placing fill and


1/15/15

8B-2

the removal of existing paved areas (such as travel lanes, shoulders, driveways, or parking areas) that exposes soil or disturbs the bottom 6” of subbase material, unless the work in these areas is considered a routine maintenance activity. The 6” threshold applies in areas where the subbase meets the material requirements of Section 304 of the Standard Specifications. If the existing subbase material does not meet this requirement, the area should be considered disturbed area. Temporary disturbances (i.e., disturbances where the ground surface is returned to the pre-existing condition, including vegetation type, soil infiltration capacity, grade and elevation) should also be included in the disturbance calculation. Routine maintenance activities, such as pavement milling and filling, placing shoulder backup material, and ditch cleaning, are not included in the disturbance calculations (see Section 2.1.4. When determining if the project requires coverage under the SPDES General Permit for Construction Activity, the designer should consider potential design changes during final design and construction such as flattened slopes and contractors operations. It may be beneficial to obtain general permit coverage if the project exceeds 0.9 acre of disturbance during final design. In the event that soil disturbance exceeds one acre after the designer or contractor revises the Stormwater Pollution Prevention Plan (SWPPP), the General Permit coverage must be extended to include the additional acreage.

2.1.2 Area of Disturbance

When calculating the area of disturbance, worksites may be considered non-contiguous if they have logical termini, independent utility, and do not restrict consideration of future transportation projects. For most projects, this results in a separation of approximately 0.25 miles. Projects such as bridge painting, landscaping, sign and light foundation construction, and sign replacement, are typically exempt from SPDES stormwater permit requirements due to the limited soil disturbances and the non-contiguous nature of these projects (see Section 2.3.2.7 for additional discussion of exempt projects). Each worksite is considered independent and separate when calculating the soil disturbance. For example:

If no sites are over the 1 acre (or 5000 square feet in the New York City East of Hudson (EOH) Watershed) threshold and the sites are more than 0.25 miles apart, then coverage under the SPDES General Permit for Construction Activity is not required (temporary and permanent erosion and sediment control is still required).

If only one site is over the 1 acre (or 5000 square feet in the New York City East of Hudson (EOH) Watershed) threshold and the sites are more than 0.25 miles apart and it does not qualify as a maintenance activity (See Section 2.1.4, only that site would require compliance with the permit (all other sites would not qualify for permit coverage).

Note that disturbed areas used for contractor operations, including storage or staging areas within the Right-of-Way (ROW) limits must be included in the Department’s coverage under the SPDES General Permit for Construction Activity and the SWPPP must be revised to include these areas.

2.1.3 Maximum Extent Practicable

The Department's policy is to comply with the requirements of the SPDES General Permit for


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8B-3

Construction Activity. The linear nature of highway projects, limited available ROW widths, constraints in urban areas, and the significant number and size of watersheds that may be involved, will provide challenges to meeting the permit requirements. During the preliminary design stage, designers should review the project for possible locations for construction of stormwater management practices to the maximum extent practicable. The following items may be considered impractical due to their extraordinary costs, maintenance difficulty, or substantial social, economic or environmental consequences.

Pumping stormwater to permanent stormwater management practices.

Acquisition of sensitive ROW areas including but not limited to taking of residences, relocating businesses, placing stormwater management practices in residential backyards, adverse effects to historic properties, etc.

Large vault structures for stormwater detention (not including Stormwater Treatment Systems).

ROW takings initiated solely for stormwater management practices, which would change the scope of the project, and subsequently affect the environmental determination and design schedule.

Stormwater management practices that exceed 5% of the total project cost for ROW and construction. This limit would not apply in TMDL watersheds, to projects with direct discharges to 303(d) list waterbodies, or projects where post construction practices to address water quantity requirements are required.

Stormwater management practices that create significant social, economic, or environmental impacts.

Locations of stormwater management practices that require lane closures of adjacent traffic on high volume (AADT >30,000, high speed (>50mph) highways for routine maintenance of the practice.

Stormwater management practices that require use of Jurisdictional Wetlands.

Create a significant encroachment in flood plains or otherwise violate 23CFR 650 or 6NYCRR 502, Floodplain Management. Designers are encouraged to consult with their Regional Hydraulic Engineer and/or MO Hydraulic Engineering Unit for questions about floodplain impacts.

In the event that designers can not meet the requirements of the permit, a meeting should be arranged with the regional DEC office to coordinate acceptable deviations to the technical standards. Any deviations to the technical standards are to be documented in the SWPPP and will require a 60 business day review period for the Notice of Intent (NOI).

2.1.4 Routine Maintenance Activities

In the SPDES General Permit for Construction Activity, “Routine Maintenance Activity” is defined as "activities that maintain the original line and grade, hydraulic capacity, or original purpose of a facility." This includes traditional maintenance activities, such as ditch cleaning and shoulder reshaping, but also activities that meet the definition of routine maintenance that may be part of a larger construction project. Refer to Exhibit 1 for a list of routine maintenance activities. There is no limit on the amount of disturbed area for maintenance activities (i.e., maintenance activities are not included in the disturbance calculations for a project, regardless of the amount of soil disturbance associated with those activities).


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8B-4

In addition, designers should be aware that activities done by maintenance contracts can not categorically be considered "Routine Maintenance Activities". Projects should be reviewed for SPDES stormwater permit requirements independent of NYSDOT project type classification. Exhibit 1 Examples of Routine Maintenance Activities (relative to the SPDES General Permit for Construction Activity)

1 Cleaning and shaping of existing ditches and culverts that maintain the approximate original line and grade, and hydraulic capacity of the ditch.

2 Streambank restoration projects that do not include the placement of spoil material.

3 Cleaning and shaping of existing ditches that does not maintain the approximate original line and grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g., installing grass lined ditch).

4 Placing of aggregate shoulder backing that makes the transition between the shoulder and the ditch or embankment.

5 Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom 6” of subbase material.

6 Long-term use of equipment storage areas at or near NYSDOT maintenance facilities.

7 Removal of sediment at the edge of the highway to restore a previously existing sheet-flow drainage connection from the highway surface to the highway ditch or embankment.

8 Existing use of Canal Corp owned upland disposal sites for the canal.

9 Replacement of curbs, gutters, sidewalks, and guiderail posts.

2.1.5 Impervious Areas

Impervious areas should include concrete or asphalt pavement surfaces, compacted gravel surfaces that are more than 6” in depth, stone filling and rooftops. Soils that are in Hydrologic Soil group D that are compacted as a result of construction activities that have not been restored using Soil Restoration techniques in the New York State Stormwater Management Design Manual, (hence referred to as the Stormwater Management Design Manual) should also be considered impervious.

2.1.6 New Development

The term “New Development” as it relates to the SPDES General Permit for Construction Activity refers to impervious surfaces constructed within the disturbed area, such as widened shoulders, travel lanes or sidewalks that did not exist prior to the pre-construction condition. Temporary pavement placed for maintenance of traffic or pedestrian use, which is to be removed at completion of the contract, is not to be included in the new impervious area. Areas of new development may also be referred to as “New Construction” in the Notice of Intent.


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2.1.7 Redevelopment

Redevelopment is reconstruction of any existing impervious surfaces that involves disturbance of the bottom 6” layer of subbase material. These areas include impervious surfaces that are relocated or realigned in close proximity to the existing impervious surface, or replaced in the existing location. Redevelopment is distinguished from new development in that new development refers to construction on land where there had not been previous construction. For areas undergoing redevelopment, pre-development means the condition just prior to construction. This is based on the assumption that the impervious surfaces have existed for a long period of time. Although redevelopment activities are generally expected to comply with technical standards contained in the Stormwater Management Design Manual, the project’s SWPPP will be considered to be in conformance with the technical standards if the redevelopment application criteria are met and the design utilizes alternative sizing and selection of stormwater management practices described herein. The required redevelopment application criteria are: (1) An existing impervious area is disturbed and then reconstructed as either a pervious or impervious surface, and (2) There is inadequate space for controlling stormwater runoff from the reconstructed area, or (3) The physical constraints (e.g., soils, water table, and hydraulic head) of the site do not allow meeting the required elements of the green infrastructure or standard stormwater management practices. Note that criterion #1 and either #2 or #3 must be met. The SWPPP for a project that includes redevelopment, with or without increased impervious area, must clearly identify and document the design difficulties and must clearly state that the redevelopment conditions meet the redevelopment application criteria in order to utilize the following alternative sizing and selection of stormwater management practices: The alternative sizing and selection of stormwater management practices criteria are: 1) For Water Quantity, the following options must be employed:

a) If redevelopment results in no increase in impervious area or changes to hydrology that increases the discharge rate from the site, the ten-year and hundred-year criteria do not apply. This is true because the calculated discharge of pre-development versus post-development flows results in zero net increase. This consideration does not mean that existing quantity controls may be neglected in planned designs. Existing quantity controls must be maintained for post-development flow discharge control.

b) Channel protection for a redevelopment project is not required if there is no increase in impervious area or changes to hydrology that increase the discharge rate. This criterion is not based on a pre- versus post-development comparison. However, for a redevelopment project this requirement is relaxed. If the hydrology and hydraulic study shows that the post-construction 1-year 24-hour discharge rate and velocity are less than or equal to the pre-construction discharge rate, providing 24-hour detention of the 1-year storm to meet the channel protection criteria is not required.

c) If the redevelopment results in an increase in the total impervious area and subsequently increased discharge rate, apply quantity controls for the increased discharge. If the


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redevelopment results in modified hydrology or flow due to discharge to other sub-watersheds, slope change, direct channelization, curb-line modification, etc., apply quantity controls for the increased discharge.

2) For Water Quality, the following options must be employed:

a) The plan proposes a reduction of existing impervious cover by a minimum of 25% of the total disturbed, impervious area. A reduction in site imperviousness will reduce the volume of stormwater runoff, thereby achieving, at least in part, stormwater criteria for both water quality and quantity. The final grading of the site should be planned to minimize runoff contribution from new pervious area onto the impervious cover. Effective implementation of this option requires restoration of soil properties in the newly created pervious areas. Soil restoration is achieved by practices such as soil amendment, deep-ripping, and de-compaction (See the Stormwater Management Design Manual, Section 5.1.6 Soil Restoration).

b) The plan proposes that a minimum of 25 % of the water quality volume (WQv) from the disturbed, impervious area is captured and treated by the implementation of standard practices or reduced by application of green infrastructure techniques. For all sites that utilize structural stormwater management practices, these practices should be targeted to treat areas with the greatest pollutant generation potential (e.g. parking areas, service stations, etc.). If redevelopment results in the creation of additional impervious area, treatment would be required for 25% of the existing impervious area, plus 100% of the additional impervious area. As with design of any practice, sizing of structures should be based on all areas contributing to the stormwater management practice. Redevelopment, which reconstructs a portion of the site, may choose diversion or flow splitters to be able to size the control structures for the reconstructed area only. For all sites that utilize green infrastructure techniques, a proposed plan is effective when runoff is controlled near the source and managed by infiltration, reuse, and evapotranspiration.

c) The plan proposes the use of alternative practices to treat 75 % of the water quality volume from the disturbed, impervious area as well as any additional runoff from tributary areas that are not within the disturbed, impervious area.

d) The plan proposes a combination of impervious cover (IC) reduction and standard and/or alternative practices that provide at least two of the above methods, as described in Section 2.3.2.4.3.

If there is an existing stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the water quality volume treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options a) through d) above.

2.1.8 Redevelopment Projects

A redevelopment project is one that undergoes redevelopment. The project area can be entirely under redevelopment or the project area can be a combination of redevelopment and new development. Meeting the RRv criteria is not required for redevelopment activities that meet the redevelopment application criteria in Section 2.1.7.


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2.1.9 Areas Beyond the Right-of-Way Limits

Many areas adjacent to the highway are impervious, particularly in urban areas. Common examples are driveways and parking lots adjacent to the highway boundaries. Untreated stormwater from these offsite areas are often intercepted by the linear highway drainage facilities. These areas should not be included in the Water Quality Volume Calculations unless the area is disturbed by construction activities. Drainage areas beyond the highway ROW that drain through the project site via streams, ditches, and other drainage facilities (often through a culvert) should not be included in the Water Quality Volume for the project. When considering where to locate permanent stormwater management practices, the designer's first objective should be to capture and treat stormwater runoff from the highway and other impervious surfaces within the highway ROW limits. Because of the existing ground slopes, surface drainage and the depth of the closed drainage system within the project limits, it may be infeasible to capture and treat enough stormwater runoff within the highway ROW to meet stormwater permitting requirements. In this case, the designer should investigate the feasibility of treating the runoff from the impervious areas outside of the ROW that drain onto the ROW. See Exhibit 2 for a depiction of the disturbed area, impervious areas, and off-site areas.


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Exhibit 2 – Example Impervious and Disturbed Areas

Pavement Work That Does Not Expose Soil or Disturb the Bottom 150 mm (6”) of Subbase

Example Impervious and Disturbed Areas for a Highway Widening Segment

Proposed Highway Boundary Relocated

Driveway

Existing Pvmt.

Proposed Pvmt.

Relocated Bridge

Example Impervious and Disturbed Areas for a Bridge Replacement Segment

Existing Alignment

Disturbed Area = A =

New Impervious Surfaces = in =

Replaced Impervious area = ir =

+ +

KEY

Proposed Highway Boundary

Impervious Area Added to Site

Bridge to Be Removed

Easement

Easement

Replaced Impervious Surface


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2.2 EROSION AND SEDIMENT CONTROL

2.2.1 Technical Standards

Under the SPDES General Permit for Construction Activity, the NYSDEC has adopted the “New York State Standards and Specifications for Erosion and Sediment Control” (i.e., The Blue Book) as the design standards for erosion and sediment control. The Department has issued separate specifications and standard details for erosion and sediment control (Section 209 and the Standard Sheets), which conform to the NYSDEC standards or provide equivalent performance. Designers should utilize the existing standard sheets and specifications developed by the Department. The Department’s standard sheets and specifications are considered to be in compliance with the NYSDEC standards and do not require a 60 business day review.

2.2.2 Erosion Hazard

Designers should consult HDM Chapter 9, Soils, Walls, and Foundations, for information to be included in the plans and SWPPP regarding soil erosion hazard.

2.2.3 Design of Temporary Sediment Basins

Soils made bare during construction have reduced infiltration capacity because vegetation has been removed. As a result, runoff volume from bare soil surfaces is greater than that from vegetated surfaces. In fact, the amount of runoff during construction can be four times the amount of runoff from the same site in the post-construction condition, and in some cases, the runoff from a 2-year, 24-hour storm event during construction can exceed the post-construction runoff from a 25-year, 24-hour storm event. Consequently, sediment basins used for detention of sediment-laden runoff during construction need to be larger than a permanent post-construction stormwater management practice designed for the same design storm. Sediment basins should be designed in accordance with the Standard and Specifications for Sediment Basins in Section 5 of the New York Standards and Specifications for Erosion and Sediment Control. Sizing of the basins should be done using the Modified Universal Soil Loss Equation (MUSLE), found in Appendix A of the New York Standards and Specifications for Erosion and Sediment Control.

2.3 STORMWATER MANAGEMENT

Permanent stormwater management practices may be required for any project that requires coverage under the SPDES General Permit for Construction Activity. The locations, sizes, and number of permanent practices is based on the amount of impervious surface created, soil disturbances within the project limits and the Water Quality Volume (WQv) and water quantity volumes and/or flow rates generated by these surfaces. Designers should determine the Water Quality Volume required to be treated as a result of the project impacts, then locate required practices to provide necessary treatment. The designer is to consider SPDES stormwater permitting requirements during project scoping, preliminary design, and final design. The requirements under the SPDES General Permit for Construction Activity include designing appropriate erosion and sediment control measures, and, when applicable, detaining the 1-year, 24-hour storm event, attenuating the peak flows from the 10-year, 24-hour and 100-year, 24-hour storm events, and establishing water quality treatment measures. These elements may require designers to acquire additional ROW to


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accommodate these measures. In addition, many elements of the Design Report and project plans will be used to create the Stormwater Pollution Prevention Plan (SWPPP), which must be developed before submitting a Notice of Intent (NOI) to the NYSDEC prior to the “Plans, Specifications and Estimate” (PS&E) submission. Under the SPDES General Permit for Construction Activity, the NYSDEC has adopted the “New York State Stormwater Management Design Manual,” (Stormwater Management Design Manual) as the design standards for permanent stormwater management practices. Designers should utilize this document for information regarding the design and implementation of permanent stormwater management practices. This manual is available on the NYSDEC website at: http://www.dec.ny.gov/chemical/29072.html. A link has also been provided on the Department’s Stormwater Webpage at: https://www.dot.ny.gov/divisions/engineering/environmental-

analysis/water-ecology/stormwater-management. The current Stormwater Management Design Manual includes a requirement to incorporate what is known as green infrastructure principles into the project planning and design process. Green Infrastructure is a concept that integrates site planning, land development and stormwater management with protection of the environment, and involves the use of a suite of techniques to preserve (as much as possible) preconstruction hydrology and water quality through small-scale, distributed structural and non-structural practices. Green Infrastructure is discussed in greater detail in the following section. The designer should consult with maintenance, construction, geotechnical, hydraulic engineer, environmental, and landscape staff when selecting stormwater management practices. Early consultation with NYSDEC staff is also recommended, particularly if the design will require technical deviation or otherwise will not meet the technical standards.

2.3.1 Principles of Green Infrastructure

As it applies to stormwater management, the term green infrastructure (also known as Low Impact Development or LID) includes a wide array of practices to manage and treat stormwater, maintain natural hydrology and ecological function by infiltration, evapotranspiration, capture and reuse of stormwater, and establishment of natural vegetative features. On a regional scale, green infrastructure is the preservation and restoration of natural landscape features, such as forests, floodplains and wetlands, coupled with policies such as redevelopment that reduce overall imperviousness in a watershed. On the local scale, green infrastructure consists of site-specific practices and runoff reduction techniques. Such practices result in runoff reduction and/or establishment of habitat areas with significant utilization of soils, vegetation, and engineered media rather than traditional collection, conveyance and storage structures. These practices are discussed in Sections 2.3.2.1 and 2.3.2.3. Green Infrastructure can achieve stormwater control through the creation of a hydrologically functional landscape that replicates a natural hydrologic regime. This can be achieved by:

Minimizing stormwater impacts by reducing imperviousness, conserving natural resources, maintaining natural drainage courses, reducing the use of pipes and minimizing clearing and grading

Providing runoff storage measures dispersed uniformly throughout a site with the use of a variety of retention, detention, and runoff practices

http://www.dec.ny.gov/chemical/29072.html

https://www.dot.ny.gov/divisions/engineering/environmental-analysis/water-ecology/stormwater-management

https://www.dot.ny.gov/divisions/engineering/environmental-analysis/water-ecology/stormwater-management


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Maintaining predevelopment time of concentration by strategically routing flows to maintain travel time and control the discharge

The green infrastructure approach for stormwater management reduces a site’s impact on the aquatic ecosystem through the use of site planning techniques, runoff reduction techniques, and certain standard stormwater management practices. The objective is to replicate pre-development hydrology by maintaining pre-construction infiltration, peak runoff flow, discharge volume, as well as minimizing concentrated flow by using runoff control techniques to provide treatment in a distributed manner before runoff reaches the collection system. This approach offers a distinct advantage over conventional stormwater infrastructure by reducing the production of runoff and the need for collection, storage, and treatment. Green infrastructure techniques are highly effective when used to address stormwater runoff from smaller, more frequent storms. As rainfall amounts and intensity increase, pervious surfaces become less capable of infiltrating runoff and their peak flow reduction “benefits” diminish. Thus, runoff reduction is not generally applied to larger storms, but can be used to reduce runoff to conventional Stormwater Management Practices (SMPs) used to detain stormwater to meet water quantity requirements (See Section 2.3.2.5.1 Stream Channel Protection Volume (Cpv)). A summary of the green infrastructure planning tools and runoff reduction techniques can be found in Sections 2.3.2.1 and 2.3.2.3. The green infrastructure planning tools presented in Section 2.3.2.1 are practices that indirectly result in runoff reduction. Consequently, a water quality volume reduction is realized when calculating the percentage of impervious area in the water quality volume formula shown in Section 2.3.2.2. The green infrastructure techniques presented in Section 2.3.2.3 are practices for which runoff reduction is quantified. Although a highway right-of-way is an altered landscape with significantly modified drainage patterns to meet the needs of the transportation infrastructure, site planning strategies must be considered when assessing the need for stormwater management on a project. Hydrologic goals and objectives have been incorporated into the site planning process.

2.3.2 Stormwater Management Site Planning and Design Using Green Infrastructure – A 5 Step Process

This process is intended to guide the designer through steps that maintain pre-construction hydrologic conditions of the site by application of environmentally-sound development principles, such as Green Infrastructure, as well as treatment and control of runoff discharges from the site. Stormwater management using green infrastructure is summarized in the five step process described herein. Designers are required to adhere to the five step process when developing a SWPPP and that the SWPPP documents compliance with this process. The five steps include: 1. Site Planning to Minimize Disturbed Areas and Impervious Areas, 2. Calculation of the Water Quality Volume for the Site, 3. Runoff Reduction by Applying Green Infrastructure Techniques and Standard Stormwater

Management Practices with Runoff Reduction (RRv) Capacity,


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4. Apply Standard or Alternative Stormwater Management Practices to Address Remaining Water Quality Volume, and

5. Apply Volume and Peak Rate Control Practices.

2.3.2.1 Step 1: Site Planning to Minimize Disturbed Areas and Impervious Areas

In Step 1, the designer must use practices listed below to protect natural resources and utilize the hydrology of the project site when designing the project. The Preservation of Natural Resources Practices includes these planning strategies:

1) Preservation of Undisturbed Areas - Delineate and avoid undisturbed forests, native vegetated areas, riparian corridors, wetlands, and natural terrain.

2) Preservation of Buffers - Define, delineate and maintain naturally vegetated buffers along perennial streams, rivers, shorelines and wetlands.

3) Reduction of Clearing and Grading - Limit clearing and grading to the minimum amount needed for roads, driveways, foundations, utilities and stormwater management practices.

4) Locating Development in Less Sensitive Areas - Avoid sensitive resource areas such asfloodplains, steep slopes, erodible soils, wetlands, mature forests and critical habitats by

5) locating development to fit the terrain in areas that will create the least impact. Open Space Design - Use clustering, conservation design or open space design to reduce impervious cover, preserve more open space and protect water resources.

6) Soil Restoration - Restore the original properties and porosity of the soil by deep till and amendment with compost to reduce the generation of runoff and enhance the runoff reduction performance of stormwater management practices. Note: Areas compacted by machinery that are not intended to be permanently compacted must meet the requirements in Table 5.3 in of the Stormwater Management Design Manual. If these requirements are not met, the compacted areas must be assumed to have a Hydrologic Soil Group (HSG) designation one level less permeable than pre-development conditions for the hydrologic analysis. Compacted HSG D soils should be considered impervious.

If the designer is able to document in the SWPPP that undisturbed areas have been preserved, that existing buffers have been preserved, and that clearing and grading have been minimized as much as practicable, the area in the Water Quality Volume calculation in Step 2 can be the project’s disturbed area. If these strategies cannot be sufficiently employed, the area in the Water Quality Volume calculation in Step 2 will be more than the project’s disturbed area. For example, if the project design includes a removal of an existing riparian buffer, then the drainage area to that buffer should be included in the “area” calculation in Step 2. The designer must then consider practices to reduce impervious cover when designing the project. The Reduction of Impervious Cover Practices include:

1) Roadway Reduction - Minimize roadway widths and lengths to reduce site impervious area 2) Sidewalk Reduction - Minimize sidewalk lengths and widths to reduce site impervious area 3) Driveway Reduction - Minimize driveway lengths and widths to reduce site impervious area 4) Cul-de-sac Reduction - Minimize the number of cul-de-sacs and incorporate landscaped areas to reduce their impervious cover.

5) Building Footprint Reduction - Reduce the impervious footprint of residences and commercial buildings by using alternate or taller buildings while maintaining the same floor to area ratio.


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6) Parking Reduction - Reduce imperviousness on parking lots by eliminating unneeded spaces, providing compact car spaces and efficient parking lanes, minimizing stall dimensions, using porous pavement surfaces in overflow parking areas, and using multi-storied parking decks where appropriate. Note: Inclusion of this list does not suggest that impervious surfaces should be reduced or minimized beyond accepted safety standards (e.g., AASHTO standards). The SWPPP must include an evaluation of all the green infrastructure planning measures as they apply to the project site. This evaluation process requires the following information: 1) Develop a map that identifies natural resource areas and drainage patterns; including but

not limited to the following (that will routinely be included in a SWPPP): a) Wetlands b) Waterways c) Buffers (stream, wetland, forest, etc.) d) Floodplains e) Forest, vegetative cover f) Critical areas g) Topography (contour lines, existing flow paths, steep slopes, etc.) h) Soil (hydrologic soil groups, highly erodible soils, etc.) i) Bedrock, significant geology features

2) Develop strategies for protection and enhancement of natural resources a) Preserve natural features b) Utilize natural features to preserve the natural hydrology c) Maintain natural drainage design points d) Maximize retention of forest cover and undisturbed soils e) Avoid erodible soils on steep slopes and limit mass grading

3) Reduce the impacts of development by reducing impervious surfaces 4) Demonstrate that all reasonable opportunities for preserving natural conditions of the site

are employed to minimize the runoff and maintain the pre-construction hydrology

2.3.2.2 Step 2: Calculation of the Water Quality Volume for the Site

The Water Quality Volume is the volume of stormwater generated by the project that should be captured and treated within the project limits. This step is intended to derive a Water Quality Volume prior to the application of Green Infrastructure design techniques to reduce water quality volumes, as shown in Step 3. Treatment of the Water Quality Volume (WQv) is intended to capture and treat 90% of the average annual stormwater runoff volume. The designer should first determine the WQv required to be treated for the project in its entirety. In this step, the designer is not required to break up this volume for each watershed or drainage area. The intent is to determine a volume to be treated for the entire project. Once the preliminary site design is known, impervious areas are defined, and drainage areas are delineated, the designer should calculate the water quality volume. This shall be termed the Initial Water Quality Volume (WQv(Initial)). This calculation of WQv will have to be revised after green infrastructure techniques are applied.


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The Water Quality Volume should be calculated by taking a weighted average of the New Development and Redevelopment areas. The goal is to treat 100% of the WQv for the New Development areas and 25% of the WQv for the Redevelopment areas. The following equation can be used to determine the Initial WQv (in acre-feet of storage): WQv(Initial) = (N + 0.25R)(P)(Rv)(A) / 12 Where: WQv(Initial) = Initial Water Quality Volume (in acre-feet). P = 90% Rainfall Event Number (See figure 4.1 in the Stormwater Management Design Manual) Rv = 0.05 + 0.009(IC), the runoff coefficient, where impervious cover, IC, is percent impervious area within the disturbed area (a minimum Rv of 0.2 should be used). IC = New Development Impervious Area + Redevelopment Impervious Area X 100 Entire Project Disturbed Area A = The total disturbed area for the entire project (in Acres) (The area may be greater than the disturbed area, depending on the satisfaction of the requirements in Step 1.) N = New Development Impervious Area Total Impervious Area (New + Redevelopment) R = Redevelopment Impervious Area Total Impervious Area (New + Redevelopment) The designer should remember that for activities considered to be Routine Maintenance Activities as defined in Section 2.1.4, the disturbed area is not to be included in the Water Quality Volume calculation. To convert the WQv to cubic-feet, multiply by 43,560. To convert from cubic-feet to cubic-meters, multiply by 0.02831.

2.3.2.2.1 Calculation of the Water Quality Volume in Phosphorus Restricted Watersheds

For projects in Phosphorus Restricted Watersheds (New York City EOH watershed, Greenwood Lake watershed, and Onondaga Lake watershed), the Water Quality Volume equals the estimated runoff volume (acre-feet) resulting from the 1-year, 24-hour design storm, using the following equation: WQv(Initial) = (N + 0.25R)( PPhos)(Rv)(A) / 12 Where:


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WQv(Initial) = Initial Water Quality Volume (in acre-feet). PPhos = Rainfall from the 1-year, 24-hour design storm (See figure 4.2 in the Stormwater Management Design Manual) Rv = 0.05 + 0.009(IC), the runoff coefficient, where impervious cover, IC, is percent impervious area within the disturbed area (a minimum Rv of 0.2 should be used). IC = New Development Impervious Area + Redevelopment Impervious Area X 100 Entire Project Disturbed Area A = The total disturbed area for the entire project (in Acres) (The area may be greater than the disturbed area, depending on the satisfaction of the requirements in Step 1.) N = New Development Impervious Area Total Impervious Area (New + Redevelopment) R = Redevelopment Impervious Area Total Impervious Area (New + Redevelopment) This WQv calculation for enhanced phosphorus treatment is considered to be suitable for both storage and flow-through systems and applicable to drainage areas that range from highly impervious to highly pervious.

2.3.2.3 Step 3: Runoff Reduction by Applying Green Infrastructure Techniques and Standard Stormwater Management Practices with Runoff Reduction (RRv) Capacity

In Step 3, green infrastructure techniques and certain standard SMPs are to be used to address stormwater runoff to avoid, reduce and manage the impacts of stormwater runoff by using natural features and runoff reduction practices to slow down the runoff, promote infiltration and evapotranspiration, and consequently minimizing the need for larger structural practices. The reduction of the total Water Quality Volume by application of green infrastructure techniques and SMPs to replicate pre-development hydrology is called the Runoff Reduction Volume (RRv) and is best achieved through the reduction of the impervious surface area and minimization of disturbed area. This is particularly beneficial when pre-development soils possess significant infiltration capacity and are used to reduce runoff volume. This section presents a series of green infrastructure principles and practices that can be incorporated in the site design to allow for management of runoff, promote groundwater recharge, increase losses through evapotranspiration and imitate the preconstruction hydrology, resulting in reduced water quality volume. The required elements of the design of the green infrastructure practices can be found in Chapter 5 of the Stormwater Management Design Manual. Deviation from these requirements must be documented and justified in the SWPPP. The strategies for runoff reduction fall under two general methods. The first group of practices includes site design techniques that a designer could factor in by subtracting areas from the total site area, resulting in reduced WQv and Channel Protection Volume (CPv), and includes (some of these practices are not appropriate for highway projects, but are included here for informational purposes):


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1) Conservation of natural areas - Pre-development hydrologic and water quality characteristics of undisturbed natural areas, stream and wetland buffers can be retained by restoring and/or permanently conserving these areas on a site.

2) Sheetflow to riparian buffers or filter strips - Undisturbed natural areas, such as forested conservation areas and stream buffers or vegetated filter strips and riparian buffers, can be used to treat and control stormwater runoff from some areas of a development project.

3) Tree planting /tree pit - Trees can be planted or conserved to reduce stormwater runoff, increase nutrient uptake, and provide bank stabilization. Trees can be used for applications such as landscaping, stormwater management practice areas, conservation areas and erosion and sediment control.

4) Disconnection of rooftop runoff - Runoff from residential rooftop areas and upland overland runoff flow can be redirected to designated pervious areas to reduce runoff volumes and rates.

5) Stream daylighting for redevelopment activities – Culverted or piped streams can be daylighted to restore natural habitats, better attenuate runoff by increasing the storage size, promoting infiltration, and help reduce pollutant loads. Stream daylighting can be used as an impervious area reduction credit for redevelopment activities.

Note: The first group of practices cannot be used to reduce the WQv if the area (A) used in the WQv calculation is equal to the project’s disturbed area. The second group of green infrastructure practices provides runoff reduction by storage of runoff volume, thereby reducing the WQv and Cpv, and includes (some of these practices are not appropriate for highway projects, but are included here for informational purposes):

1) Vegetated open swale - Properly designed vegetated channels can be used instead of constructing underground closed drainage or concrete open channels to increase time of concentration, reduce the peak discharge, and provide infiltration. (This category of practice does not include dry or wet swales.) A vegetated swale can be used where the contributing drainage area is less than 5 acres and when the WQv peak flow from the contributing drainage area is less than 3 cubic feet per second (see appendix B in the Stormwater Management Design Manual to determine WQv peak flow rates). For a properly designed vegetated swale, the following runoff reductions in the computed WQv may be applied to the water quality volume of the swale’s contributing drainage area:

Hydrologic Soil Group A and B soils – 20% (This means that for a certain water quality volume draining to a vegetated swale, 20% of that volume can be reduced from the project’s total WQv to help meet the Runoff Reduction Volume requirement. It should also be noted that for a dry swale (with everything else being the same, including location, drainage area, and soil type), 40% of the WQv can be used to reduce the project WQv, (i.e., twice as much WQv can count toward meeting the Runoff Reduction Volume requirement if a dry swale is constructed instead of a vegetated swale.)

Hydrologic Soil Group C and D soils – 10%

Modified Hydrologic Soil Group C and D soil – 15%-12% (to take this credit, the soil modifications must be in accordance with Soil Restoration in Chapter 5 of the Stormwater Management Design Manual). (Page 5-60 in the Stormwater Management Design Manual should be consulted for other important design criteria for the vegetated open swale.)


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2) Rain garden - Small volumes of stormwater runoff can be managed and treated using a conditioned planting soil bed and planting materials to filter runoff stored within a shallow depression. For a properly designed rain garden, the full WQv for the contributing drainage area can be credited towards the runoff reduction volume. Sizing criteria for a rain garden can be found on pages 5-79 and 5-80 in the Stormwater Management Design Manual.

3) Green roof – Stormwater runoff can be captured by a layer of vegetation and soil installed on top of a conventional flat or sloped roof. The rooftop vegetation allows evaporation and evapotranspiration processes to reduce volume and discharge rate of runoff entering conveyance system.

4) Stormwater planter - Small landscaped stormwater treatment devices can be designed as infiltration or filtering practices. Stormwater planters use soil infiltration and biogeochemical processes to decrease stormwater quantity and improve water quality.

5) Rain tank/Cistern - Stormwater runoff can be captured and stored to be used for irrigation systems or filtered and reused for non-contact activities.

6) Porous Pavement - Pervious types of pavements can provide an alternative to conventional paved surfaces, designed to infiltrate rainfall through the surface, thereby reducing stormwater runoff from a site and providing some pollutant uptake in the underlying soils. The storage bed beneath the pavement can be designed to manage runoff from areas other than the porous pavement above it, or can be designed with additional storage to meet the Channel Protection Volume requirement. For porous pavement with a properly designed underground reservoir, the full WQv for the contributing drainage area can be credited towards the runoff reduction volume. If there is no reservoir, the area of the porous pavement may be considered a pervious surface, thereby reducing the WQv.

Note: It is necessary to calculate the drainage areas to the practices listed in the second group of practices to determine reductions in WQv allowed. The following basic principles must be applied to all green infrastructure design applications:

Each green infrastructure technique must be appropriately sized for its contributing drainage area.

Contributing drainage areas, depending on final grading, flow path, impervious cover disconnection, and varying levels of management of the flow, may require sub-catchment delineation.

For all green infrastructure techniques that involve infiltration, soil infiltration testing is required. Testing must be performed at the proposed practice site and follow the requirements in Appendix D of the Stormwater Management Design Manual.

For all green infrastructure techniques that involve infiltration, adequate separation distance from ground water table (typically three feet, or four feet above sole source aquifers) and a reasonable drawdown time (typically 0.5 inch/hour minimum) must be met.

Green infrastructure techniques with storage capacity (i.e., volume reduction practices) that are sited downstream from the developed areas must be sized for contributing areas (pervious and impervious covers), or sized for rainfall by run on.

Green infrastructure techniques without storage capacity (i.e., area reduction practices) that are sited downstream from the developed areas must be sized for receiving runoff from a maximum contributing area (pervious and impervious covers).


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Areas of green infrastructure techniques that do not receive runoff from developed areas (i.e., Preservation of Natural Resources Practices) can be subtracted from the contributing area of the downstream SMP for WQv calculation. The Rv of the SMP is calculated based on the pervious and impervious cover of the remaining contributing areas.

If any other calculation methods are utilized (e.g. TR-55), all the contributing areas and related practices must be modeled according to the requirements of the selected method.

All green infrastructure practices must be designed for overflow and safe passage of storms greater than the design capacity of the system and conveyed to SMPs designed for quantity controls.

A drainage layer shall be incorporated in most practices to enhance structural integrity, storage, drainage, and infiltration and may not be neglected.

There are SMPs that are considered “standard” as per the Stormwater Management Design Manual and promote infiltration to reduce runoff volumes, and therefore, can be used to meet the Runoff Reduction Volume requirement. These practices are called “standard SMPs with RRv capacity”, and include:

Infiltration Practices

Bioretention Practice

Dry Swale A designer can apply the percentages of WQv provided by the standard SMP shown in Exhibit 3 towards meeting the RRv sizing criteria, provided the design of the practice complies with the required elements in Chapter 6 of the Stormwater Management Design Manual. Exhibit 3 - Percentage of Water Quality Volume provided by a Standard Stormwater Management Practice with RRv Capacity

SMP RRv Capacity (% of WQv provided by practice)

Infiltration Practices 90%*

Bioretention Practice 80% in HSG A and B (without underdrain) 40% HSG C and D (with underdrain)

Dry Swale 40% in HSG A and B 20% in HSG C and D

* This means that 90% of the WQv draining to the infiltration practice can be applied to meeting the Runoff Reduction Volume requirement. The remaining 10% of the WQv can be applied to meeting the WQv requirement in Section 2.3.2.4.1. If the standard SMPs with RRv capacity listed above are going to be used to address the RRv criteria, the practices must be designed to capture runoff near the source. By applying a combination of green infrastructure techniques and standard SMPs with RRv capacity, the designer must reduce 100% of the WQv calculated in Step 2. If the RRv calculated in this step is greater than or equal to the WQv calculated in Step 2, the designer has met the RRv requirement (and, hence, the water quality volume requirement) and may proceed to Step 5 (Section 2.3.2.5). When compliance cannot be achieved on the first try, designers must return to prior steps to see if an alternative combination of the green infrastructure techniques and standard SMPs with RRv capacity can be applied to achieve compliance with the RRv sizing criteria.


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If 100% of the WQv cannot be reduced by applying a combination of the green infrastructure techniques and standard SMPs with RRv capacity, there must be, at a minimum, a reduction of runoff from a percentage of the impervious area constructed as part of the project using the green infrastructure techniques and/or standard SMPs with RRv capacity. The runoff reduction from a percentage of the impervious area is defined as the Specific Reduction Factor (S) and results in a minimum required WQv (referred to in Stormwater Management Design Manual as the “minimum RRv”). The percent reduction is based on the Hydrologic Soil Group(s) (HSG) of the site. The following lists the specific reduction factors for the HSGs: HSG A = 0.55 HSG B = 0.40 HSG C = 0.30 HSG D = 0.20 The following equation can be used to determine the minimum runoff reduction volume: RRv (in acre-feet of storage) = [(P)(Rv*)(Ai)] /12 Where:

Ai = (S)(Aic) Ai = impervious cover targeted for runoff reduction (in acres) (Aic)= Total area of new impervious cover (in acres) Rv* = 0.05+0.009(IC) where IC is 100% impervious (i.e., Rv* = 0.95) S = Hydrologic Soil Group (HSG) Specific Reduction Factor (This is a weighted average of the Specific Reduction Factors for the Hydrologic Soil Groups when there is more than one Hydrologic Soil Group within the project limits.)

The SWPPP must demonstrate that all the green infrastructure planning and design options are evaluated to meet the runoff reduction requirement and provide documentation if any components of this approach are not technically feasible. Projects that cannot meet 100% of runoff reduction requirement must provide a justification that evaluates each of the green infrastructure planning and volume reduction techniques and identify the specific limitations of the site according to which application of this criterion is technically infeasible. Implementation of green infrastructure cannot not be considered infeasible unless physical constraints, hydraulic conditions, soil testing, existing and proposed slopes (detailed contour), or other existing technical limitations are objectively documented. A determination that application of none of the runoff reduction options is feasible may not be based on the cost of implementation measures or lack of space for required footprint of the practice (Note: “Lack of space” is an acceptable justification for not meeting the requirements for redevelopment, but is not acceptable for meeting the requirements for new development). If the minimum Runoff Reduction Volume (RRv) requirement is met using the green infrastructure techniques and/or standard SMPs with RRv capacity, the designer can then proceed to Step 4 (Section 2.3.2.4).


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If the minimum Runoff Reduction Volume (RRv) requirement is not met, the technical standard is not met, and NYSDEC will not process the NOI. In this case, the Department must contact the Regional DEC office to discuss the project and options available and site limitations. If the Department and DEC staff come to an agreement on a resolution that is reasonable, but which technically results in the total RRv provided is less than the Minimum RRv required, coverage under the Construction General Permit can be obtained with a 60-business-day review period.

2.3.2.4 Step 4: Apply Standard or Alternative Stormwater Management Practices to Address Remaining Water Quality Volume

In this step, the designer uses standard or alternative practices to meet the remaining water quality volume requirements that cannot be addressed by applying the green infrastructure techniques or the standard SMPs with RRv capacity discussed in the previous section. The following sections outline the process for using standard and/or alternative practices to meet the WQv requirements not met in Steps 1 through 3. If the WQv requirements in this section are not met, the technical standard is not met, and NYSDEC will not process the NOI. In this case, the Department must contact the Regional DEC office to discuss the project and options available and site limitations. If the Department and DEC staff come to an agreement on a resolution that is reasonable, but which technically results in a total WQv provided, that is less than the WQv required, coverage under the Construction General Permit can be obtained with a 60-business-day review period.

2.3.2.4.1 Apply Standard Stormwater Management Practices to Address Remaining Water Quality Volume

The Stormwater Management Design Manual provides details for the five groups of standard SMPs to meet water quality treatment goals. The five groups are:

1) ponds 2) stormwater wetlands 3) infiltration practices 4) filtering systems 5) open channel systems

The details in the Stormwater Management Design Manual include descriptors identifying individual features of each SMP. To clarify the details, Attachment A of this appendix provides recommendations on NYSDOT pay item numbers for the descriptors. The designer should select practices from the Stormwater Management Design Manual based on consultations with the Regional Environmental/Landscape Architecture Unit, Regional Maintenance Group, Regional Geotechnical Engineer, Regional Construction Engineer and the Regional Hydraulics Engineer. The water quality volume to be treated by a standard SMP is determined by using the following equation: WQv = (P)(Rv)(A) / 12


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Where:

WQv = Water Quality Volume (in acre-feet)

P = 90% Rainfall Event Number (see Chapter 4 of the Stormwater Management Design Manual)

Rv = 0.05 + 0.009(IC), the runoff coefficient where IC is the percentage of all

impervious areas (not only new impervious areas) within the contributing drainage area (a minimum Rv of 0.2 should be used).

IC = Total impervious area X 100 Practice Contributing Drainage Area (watershed) A = The total contributing drainage area to the stormwater management practice (in acres) By using a standard SMP, 100% of the WQv treated by the practice can be applied to meeting the remaining WQv required. A 5 business day review of the NOI would be granted if the entire WQv can be treated using steps 2 through 4.

2.3.2.4.2 Apply Alternative Stormwater Management Practices to Address Remaining Water Quality Volume (from Areas of Redevelopment)

Stormwater Management Practices that are considered “Alternative Practices” are listed

on the NYSDEC website at http://www.dec.ny.gov/chemical/29089.html, and

are not acceptable for treatment of stormwater runoff from areas of new development, but can be used to meet pretreatment requirements for standard practices, or as primary treatment for areas undergoing redevelopment (i.e., areas where impervious areas are being replaced). When standard practices are not able to be implemented in areas of redevelopment, the designer may select alternative practices and document the reasons for the use of the alternative practices in the SWPPP. By using an alternative practice, 75% of the WQv treated by the practice can be applied to meeting the remaining WQv required. A 5 business day acceptance of the NOI would be granted if the entire WQv can be treated using steps 2 through 4. When the designer uses a combination of standard and alternative practices, the Water Quality Volume should be calculated separately for each practice. The use of alternative practices to address redevelopment requirements in accordance with this guidance would require a 5 business day review for the NOI.

2.3.2.4.3 Apply a Combination of Standard and Alternative Stormwater Management Practices with Impervious Cover Reduction to Address Remaining Water Quality Volume (from Areas of Redevelopment)



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The remaining water quality volume requirements can be met by using a combination of impervious cover (IC) reduction of the existing impervious areas and the use of standard and/or alternative practices to treat the runoff from the replaced impervious areas, using the following equation: % WQv treatment by an alternative practice = (25 - (% IC reduction + % WQv treatment by standard practice + % runoff reduction)) * 3 For example, water quality volume for the alternative practice for the following scenarios can be computed as follows: 5% IC reduction, 20% standard practice, 0% runoff reduction, 0% alternative practice 5% IC reduction, 0% standard practice, 0% runoff reduction, 60% alternative practice 0% IC reduction, 5% standard practice, 5% runoff reduction, 45% alternative practice 5% IC reduction, 5% standard practice, 5% runoff reduction, 30% alternative practice 25% IC reduction, 0% standard practice, 0% runoff reduction, 0% alternative practice The use of a combination of practices to address redevelopment requirements in accordance with this guidance would require a 5 business day review for the NOI.

2.3.2.5 Step 5: Apply Volume and Peak Rate Control Practices

The SPDES General Permit for Construction Activity requires the extended detention of the volume associated with the one-year, 24-hour storm event (Channel Protection Volume), and post-construction attenuation of the 10-year, 24-hour (Overbank Flood Control) and 100-year, 24-hour (Extreme Flood Control) storm events to the pre-construction site conditions. Designers are required to analyze both the pre- and post-construction site conditions to address the water quantity requirements, when practicable, using downstream analysis, detention, retention, infiltration practices, or green infrastructure strategies. These mitigation measures are not to be confused with stormwater quality practices. Efforts to perform soil restoration in accordance with the Stormwater Management Design Manual should be considered in the drainage analysis. See Section 2.3.2.1.

2.3.2.5.1 Stream Channel Protection Volume (Cpv)

The Stormwater Management Design Manual requires that the Channel Protection Volume (Cpv) within each drainage area be detained for a 24 hour period (or 12 hour detention if water discharges to a classified trout stream). The 24 hour extended detention period is a period of detention of stormwater intended to reduce the potential for streambank erosion downstream from stormwater discharge points. This methodology is intended to slow the release of stormwater discharges to less than the critical velocity at which channel erosion occurs. The 24 hour period was selected to enable a stormwater management practice to empty or return to a normal water elevation before another storm comes along, while being of long-enough duration to decrease the flow to below the critical velocity. Simply providing peak flow attenuation of the 1-year, 24-hour storm event doesn't necessarily provide release rates below the critical velocity. When determining the Channel Protection Volume for each drainage outlet, use a Curve Number (CN) and Time of Concentration (Tc) for the drainage area for the post-construction condition. Runoff reduction as a result of the use of green infrastructure practices should be considered; the volume reduction achieved can be deducted from the Cpv.


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The Cpv requirement does not apply if either of these conditions apply:

The entire Cpv is contained within the site using green infrastructure or infiltration systems.

The site discharges directly to tidal waters or to a fifth order or larger stream (including the Barge Canal System, except feeder canals).

When a practice is designed to detain the Cpv, if the resulting extended detention orifice is less than 3” with a trash rack or 1” if the orifice is protected by a standpipe, then it is acceptable to use a three inch orifice, even though it will not result in retention of the entire Cpv for the required time period. (The Cpv requirement is not waived if the calculated orifice is less than 3”.) The designer should review the stream conditions within the project, and if the pre- vs. post-construction analysis determines that there is no increase in impervious area or change to runoff characteristics for the 1-year, 24-hour storm event, and there is no evidence of streambank erosion, then detention of the Cpv will not be required. This documentation must be provided in the SWPPP; the NOI will require a 5 business day review. Streambank stabilization is not considered appropriate mitigative treatment. For enhanced phosphorus removal, the WQv is equal to the runoff from the 1-year, 24-hour event. Therefore, the only additional requirement necessary to meet the Cpv requirement is to provide 24 hour extended detention of the WQv. In some SMPs (e.g., the Wet Extended Detention Pond), the Cpv requirements are achieved through WQv sizing techniques (i.e., the extended detention orifice is sized to release the Extended Detention Volume (EDv) over 24 hours). In other SMPs (e.g., the Wet Pond) the requirements are not inherent in the design and must be achieved using other means (i.e., provided above the WQv).

2.3.2.5.2 Overbank Flood Control (Qp)

If the project requires coverage under the SPDES General Permit for Construction Activity, the Overbank Flood Control, Qp, (from the 10-year, 24-hour storm event) must be attenuated within each drainage area to the pre-construction discharge rates. The Qp requirement does not apply if either of these conditions apply:

A downstream analysis reveals that overbank flood control is not needed (see Section 2.3.2.5.4).


If post-construction flow rates do not exceed the pre-construction flow rates, stormwater detention to address overbank flood control is not required (it is important to note the different definitions of pre-development for new development vs. redevelopment when conducting drainage analyses). This information must be documented in the SWPPP.

2.3.2.5.3 Extreme Flood Control (Qf)

If the project requires coverage under the SPDES General Permit for Construction Activity, the Extreme Flood Control, Qf, (from the 100-year, 24-hour storm event) must be attenuated within each drainage area to the pre-construction discharge rates. The Qf requirement does not apply if any of these conditions apply:


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A downstream analysis reveals that extreme flood control is not needed (see Section 2.3.2.5.4).


Development is prohibited within the ultimate 100-year floodplain. If post-construction flow rates do not exceed the pre-construction flow rates, stormwater detention to address extreme flood control is not required (it is important to note the different definitions of pre-development for new development vs. redevelopment when conducting drainage analyses). This information must be documented in the SWPPP. During the 100 year flood event, overtopping of the closed drainage system is expected; therefore, the designer should investigate overland drainage patterns and adjust the expected flow rate accordingly.

2.3.2.5.4 Downstream Analysis

A downstream analysis should be conducted for each discharge point if there is an increase in post construction peak flow rates over the pre construction rates for the 10 (Qp) and 100 (Qf) year flood events. This shall be done by finding the point on the waterbody that has a watershed area ten times greater than the drainage area to the discharge point in question. The analysis should follow the steps detailed below and referenced in Exhibit 4.

1) Determine the discharge points along the project. A discharge point is defined as the point where a conveyance system (Gutter, ditch, closed drainage system, etc.) discharges water from the project site, typically at a watercourse. In some instances, the discharge may occur at the end of a project, such as where a stream runs parallel to the project.

2) Determine the watershed area of the highway discharge point. This area is then

multiplied by 10 to determine the drainage area necessary to accomplish the downstream analysis. As shown in Exhibit 4, the drainage area to the discharge point is 14.24 acres. Therefore the downstream analysis requires a watershed area of 142.4 acres (14.24 x 10).

3) Determine the point of downstream analysis. The process to determine this point is an

iterative one. Due to the size of the watersheds, the Regional Hydraulics Engineer may be of assistance in determining the point where the analysis should occur. In Exhibit 4, the drainage area at the analysis point equals 146.92 acres. If the project outlets directly to a watercourse which has a watershed greater than the required area for analysis, the analysis is conducted just downstream from the confluence (i.e., junction) of the highway drainage outlet. For example, if a highway discharge point has a watershed of 49.42 acres requiring 494.20 acres for analysis, and outlets directly to a stream with a 617.76 acres watershed at the point of confluence, then the analysis point is just below the confluence. No further analysis is required downstream.


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If the downstream confluence point (where the drainage area is ten times as great as the project watershed) occurs at a fifth order or greater stream, no analysis of this point is necessary. However, any structures between the project site and the fifth order stream still need to be reviewed. Information used regarding changes of peak flows for the tributary and the stream flow data for the fifth order stream should be provided or summarized in the SWPPP.

4) Compute the pre-construction and post construction peak flows and velocities for the 10

and 100 year design storms just downstream from the confluence (i.e., junction) of the highway drainage outlet and the outlet water course, and at all downstream confluences with first order or higher streams up to and including the downstream analysis point (See Exhibit 4).

5) In addition, an assessment of surface water elevations and hydraulic effects on all

downstream structures (bridges, large culverts, houses, etc) should be performed.

6) Upon completion of the analysis, if the post-construction peak flow rates for the 10-year, 24-hour and 100-year, 24-hour events increase the pre-construction flow rates by 5% or less and no downstream structures or buildings are impacted, then there is no attenuation required for the 10 and 100 year storm events.

If the assessment demonstrates that downstream structures (houses, large culverts, bridges, etc.) may be impacted by any increase in peak flow rates, the project must attenuate the 10 and 100 year events regardless of whether or not the 5% increase is met at the downstream analysis point. Impacts to small culverts (driveway pipes, cross culverts, etc), which are typically not designed to pass a 100 year event, should be included in any analysis. These structures should be reviewed for any critical need and engineering judgment should be used in determining whether or not these structures would require attenuation of the 10 or 100 year events.


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Exhibit 4 – Downstream Analysis

Watershed Boundary

Confluence Point of the

Highway Drainage Outlet &

Watercourse

Downstream Analysis Point -

Confluence Point of the

Watercourses

Total Drainage Area = 146.92 acres > 142.45 acres

Drainage Area = 14.24 acres. Therefore, downstream analysis requires area = to 142.45 acres


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2.3.2.6 Technical Deviations and Stormwater Crediting

Treatment of stormwater is a challenge on many highway projects (particularly in urban areas) due to:

Limited right of way availability.

The high volumes of offsite water commonly being intercepted by linear highway storm drainage systems.

Inadequate grades to direct stormwater to an appropriate area for stormwater management.

In some cases, site constraints may be such that it is impractical to achieve the water quality volume requirements for the project within the highway boundaries. In these cases, the Department may use volumes "credited" from the water quality improvements made on offsite areas or other Department projects within the highway corridor, watershed, or geographic region. Activities that may create stormwater credit include practices applied at sites where the Water Quality Volume treated exceeds the required Water Quality Volume or when no permit coverage is required, such as, maintenance activities, projects with under 1 acre of disturbance, and treatment of off-site drainage areas as discussed in Section 2.1.9. A 60 business day review of the NOI would be required for projects using credits from another project/site. Contact the Water/Ecology Unit of the Environmental Science Bureau for information regarding stormwater crediting.

2.3.2.7 Projects That Do Not Require Stormwater Management Practices

There are some projects that involve earth disturbances greater than 1 acre (0.4 Ha), and accordingly require coverage under the SPDES General Permit for Stormwater Discharges from Construction Activity, but the nature of the disturbance is such that there is minimal threat to water resources, such as maintenance activities that do not meet the definition of “Routine Maintenance Activity”. See Table 1 in the SPDES General Permit for Construction Activity, Appendix B for a list of activities that would require coverage under the general permit, but the SWPPP would include only an Erosion and Sediment Control Plan. A SWPPP is required for these types of projects, but shall only contain items 1 – 13, 20, 23 and 25 in Section 2.4. The SWPPP shall contain an Erosion and Sediment Control Plan for the proposed activities, but hydrologic and hydraulic analyses (except those analyses required for development of the Erosion and Sediment Control Plan) or permanent stormwater management practices will not be required. In addition to the SWPPP, these projects will require inspections by a Qualified Inspector at least every seven days and within 24 hours after storm events 0.5 inches or greater (and documented using Form MURK 6, SPDES Inspection Forms).


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For these types of projects in which post construction stormwater practices are not required to be designed or constructed, the SWPPP does not need to be prepared by a Qualified Professional. These projects will require a 5 business day review.

2.4 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)

The Stormwater Pollution Prevention Plan (SWPPP) shall be a stand alone document, and must be prepared prior to the filing of the Notice of Intent. Many of the elements of the SWPPP will be completed in the course of the design process and designers should create the SWPPP concurrently with the rest of the design documents. The SWPPP will be provided to construction staff at the PS&E submission and shall be made available to the contractor as supplemental information. The NYSDEC may request a copy of the SWPPP for any project. If requested, the SWPPP shall be submitted to the NYSDEC within 5 business days in both paper format and electronic file (pdf only). The SWPPP shall be kept in the construction field office and will be revised as construction necessitates. The following details the SWPPP components. For projects listed in Table 1 in the SPDES General Permit for Construction Activity, only items 1-13, 20, 23 and 25 are required to be in the SWPPP. For projects listed in Table 2 in the SPDES General Permit for Construction Activity, all of the following items should be in a SWPPP. A shell for the SWPPP is available in on the Stormwater Webpage on the Department’s IntraDOT at: http://axim22.nysdot.private:7779/portal/page?_pageid=39,1893018&_dad=portal&_schema=PORTAL (1) Provide background information about the scope of the project, including the location, type and size of project.

Include text from Chapter 1 of the Design Report. The size should be calculated to the nearest 0.10 acres of all areas disturbed by the contractors operations including, but not limited to, easements, occupancies, releases, and state ROW within the contract limits.

(2) Provide a site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map should show:

The total project area. – Use the contract drawings, which include all areas disturbed by the contractors operations including, but not limited to, easements, occupancies, releases, and state ROW within the contract limits.

All improvements. – Use the contract drawings.

Areas of disturbance. – Use the contract drawings.

Areas that will not be disturbed. – Use the contract drawings.

Existing vegetation. – Refer to the contract drawings and include a brief listing of the primary vegetation types, density, and location.

Onsite and adjacent off-site surface water(s), including vegetated buffers and floodplain boundaries. – Use contract drawings and location map.

Wetlands and drainage patterns that could be affected by the construction activity. – Use contract drawings and brief description (from Design Report).

http://axim22.nysdot.private:7779/portal/page?_pageid=39,1893018&_dad=portal&_schema=PORTAL


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Existing and final slopes (Contours). – Contours should be shown on the Erosion and Sediment Control Plans at an appropriate scale.

Locations of off-site material, waste, borrow or equipment storage areas. - List any of these areas within the state ROW (including easements, occupancies, and releases).

Location(s) of the stormwater discharge(s). – Use the contract drawings. (3) Provide a description of the soil(s) present at the site.

Provide a list of soil types and their Hydrologic Soil Group (A, B, C, D), and a brief description of how the soil characteristics affect the stormwater management strategies for the project.

Discuss erosion hazard. See HDM Chapter 9, Section 9.3.7.1.3, On-Site Material, for additional guidance.

Provide a soil map of the project location (4) Provide a construction sequencing plan describing the intended sequence of construction activities, including:

a) Clearing and grubbing. b) Excavation and grading. c) Utility and infrastructure installation. d) Any other activity at the site that results in soil disturbance.

Include and reference the appropriate sections of the Contract Notes and project plans.

See HDM Chapter 9, Section 9.3.7.1.2, Project Segmenting, for additional guidance Designers should attempt to limit the amount of disturbed soil at any one time to 5 acres; however, limiting soil disturbances may compromise the use of sound construction techniques and strategies (e.g., balancing cuts and fills). If it is known during design that the project will involve soil disturbances greater than 5 acres, it should be noted in the SWPPP and the NOI.

(5) Provide a description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the storm water discharges and provide a description of construction and waste materials expected to be stored on-site with updates as appropriate, and a description of controls to reduce pollutants from these materials including storage practices to minimize exposure of the materials to storm water, and spill prevention response.

Include and reference appropriate sections of Standard Specifications 104-07, 107-08, 107-10, and 107-12.

(6) Describe the temporary and permanent structural and vegetative measures to be used for soil stabilization, runoff control and sediment control for each stage of the project from initial land clearing and grubbing to project close-out, including a description of structural practices to divert flows from exposed soils, store flows, or otherwise limit runoff and the discharge of pollutants from exposed areas of the site to the degree attainable.

Refer to the details in the E&SC Plans, which show the Erosion and Sediment Control measures that will be utilized on the project. A description of practices is in the SWPPP template.


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(7) Identify and show on a site map/construction drawing(s) the specific location(s), size(s), and length(s) of each erosion and sediment control practice.

Include and reference the E&SC plans. (8) Provide the dimensions, material specifications, and installation details for all erosion and sediment control practices, including the siting and sizing of any temporary sediment basins.

Include and reference the appropriate Standard Sheets & contract drawings. (9) Identify temporary practices that will be converted to permanent control measures.

Briefly describe the practices in the E&SC Plan that will be installed for temporary controls, then will be used as permanent measures. The locations of these measures should be in the contract drawings.

(10) Provide an implementation schedule for staging temporary erosion and sediment control practices, including the timing of initial placement and the duration that each practice should remain in place.

Refer to the NYSDOT Standard Specifications Section 107-12 when developing the schedule.

Include and reference the E&SC plans and staging plans. For complex projects with multiple construction stages, separate E&SC plans may be required for each stage.

The implementation schedule should be coordinated with the intended sequence of construction activities noted in #4 above.

(11) Provide an inspection/maintenance schedule to ensure continuous and effective operation of the erosion and sediment control practices.

Include in E&SC plan notes which would reference the appropriate section of the standard specifications (Section 209 of the Standard Specifications).

(12) Provide the name(s) of the receiving water(s).

Include a list of all of the receiving waters on the project. (13) Provide a delineation of SWPPP implementation responsibilities for each part of the site.

Include the statement that the Department is responsible for all areas within the state ROW (including easements, occupancies, and releases).

During Construction phase, the completed CONR 5, Contractor/Subcontractor SPDES Permit Certification, will indicate the operations for which each contractor will be responsible.

(14) Provide any existing data that describes the stormwater runoff characteristics at the site.

Use appropriate text from the Design Report (e.g., a history of flooding). (15) Provide a description for each post-construction stormwater control practice.

Describe practices that will be implemented and refer to the details. (16) Identify and show on a site map/construction drawing(s) the specific location(s) and size(s) of each post-construction stormwater control practice.

Include and reference the appropriate sections of the contract drawings.


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(17) Provide a hydrologic and hydraulic analysis for all structural components of the stormwater control system for the applicable design storms.

Include and reference the appropriate sections of the Drainage Report. (18) Provide a comparison of the post-development stormwater runoff conditions with the pre-development conditions.

Include and reference the appropriate sections of the Drainage Report.

Include a discussion of soil restoration efforts, and how runoff will be affected. (19) Provide the dimensions, material specifications and installation details for each post-construction stormwater control practice.

Include and reference the appropriate sections of the contract drawings. (20) Include documentation regarding impacts to properties listed or eligible for listing on the State of National Register of Historic Places.

a) Information on whether the stormwater discharge or construction activities would have an effect on an applicable property.

b) Results of the screening determinations conducted. c) A description of the measures necessary to avoid or minimize adverse impacts on

applicable property. d) Any written agreement(s) that the Department has with OPRHP or other governmental

agency to mitigate effects.

Include portions of the Design Report to document that necessary screening has been conducted and provide the documentation in an Appendix to the SWPPP.

(21) Provide a detailed summary of the sizing criteria used to design all post-construction stormwater management practices, including criteria not required by the Design Manual. (22) Provide an operation and maintenance plan that includes inspection and maintenance schedules to ensure continuous and effective operation of each post-construction stormwater control practice.

Provide the frequency of the inspections by the Department’s Highway Maintenance personnel, how to determine if maintenance is needed, and the recommended maintenance activity.

Include NYSDOT Stormwater Management Practices, Operations and Maintenance Manual (Draft June 2014):

https://www.nysdot.gov/portal/page/portal/divisions/engineering/environmental-analysis/repository/xxxx.pdf (23) Provide justification for any elements of the design that are not in conformance with the technical standards for erosion and sediment control and post-construction stormwater management (including redevelopment). Include the reason for the non-conformance or alternative design and provide information which demonstrates that the alternative in the design is appropriate.

https://www.nysdot.gov/portal/page/portal/divisions/engineering/environmental-analysis/repository/xxxx.pdf

https://www.nysdot.gov/portal/page/portal/divisions/engineering/environmental-analysis/repository/xxxx.pdf


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The SWPPP must clearly identify and document the design difficulties that meet redevelopment application criteria and provide documented justification for the use of proposed alternative approaches.

(24) Demonstrate that all the green infrastructure planning and design options are evaluated to meet the runoff reduction requirement and provide documentation if any components of this approach are not technically feasible.

Projects that cannot meet 100% of runoff reduction requirement must provide a justification that evaluates each of the green infrastructure planning and reduction techniques and identify the specific limitations of the site according to which application is technically infeasible.

Include a discussion of areas for which soil restoration is required, and how the requirements are addressed, if applicable.

(25) Provide miscellaneous forms

Completed Notice of Intent

NYSDEC Acknowledgement of Notice of Intent

Activation and Inventory Form (This form is completed by Department Design and Construction staff as a tool to have permanent stormwater management practices constructed as part of the project added to the statewide inventory of stormwater management practices.

As construction commences, additional information will be added to the SWPPP, including, but not limited to, the following:

CONR 5, Contractor/Subcontractor SPDES Permit Certification (signed by contractor and subcontractors).

MURK 6, SPDES Inspection Form (including continuation forms)

CONR 8, SPDES Stormwater Pollution Prevention Plan (SWPPP) Revision Form

Additional communications with regulatory/resource agencies.

2.5 NOTICE OF INTENT

A Notice of Intent (NOI) is required to be submitted to the NYSDEC prior to any construction activities. The review of the NOI by NYSDEC falls under either one of two scenarios, as determined by the NYSDEC:

5 business day (≈7 calendar day) review upon receipt of the NOI. This applies to SWPPPs developed in conformance with NYSDEC’s technical standards in the New York State Standards and Specifications for Erosion and Sediment Control (i.e., The Blue Book) and the New York State Stormwater Management Design Manual.

60 business day (≈84 calendar day) review upon receipt of the NOI.

This applies to SWPPPs not developed in conformance with NYSDEC’s technical standards in the New York State Standards and Specifications for Erosion and Sediment Control (i.e., The Blue Book) and the New York State Stormwater Design Manual. When a 60 business day review is required, the NOI must identify each deviation from the technical standards, why the deviations are needed, and the impact on water quality, if any.


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Other considerations:

The NOI is to be signed by the Regional Director, Regional Design Engineer, Regional Construction Engineer, or Regional Transportation Maintenance Engineer/Regional Director of Operations. The NOI should not be signed by the Regional Environmental Unit Supervisor.

The SWPPP must be complete prior to the NOI being signed and submitted to DEC.

The NOI should be submitted prior to PS&E. If this is not possible, the NOI should be submitted with enough time to complete the 5 or 60 business day review prior to the contract award.

NOTICE OF INTENT INSTRUCTIONS The operator of a stormwater discharge which qualifies for coverage under the SPDES General Permit for Construction Activity must submit a Notice of Intent (NOI) form in order to obtain permit coverage. The link to the NOI can be found on the NYSDEC website at: http://www.dec.ny.gov/docs/water_pdf/noipgr10.pdf. The NOI on the NYSDEC website is a fillable PDF file. The form cannot be saved on a computer for future use with Adobe® Reader® software, but can be saved using Adobe® Acrobat® Standard software. All information can be typed or hand print legibly. Print capital letters in black ink and avoid contact with the edge of the boxes. Fill in choice circles completely and do not use checkmarks. The SWPPP Preparer and the Owner/Operator must sign the completed NOI. Once submitted and processed, an acknowledgment letter will be returned to the applicant. Please note: The NOI form cannot be submitted before a Stormwater Pollution Prevention Plan (SWPPP) is prepared. The completed NOI should be mailed to:

NOTICE OF INTENT NYSDEC, Bureau of Water Permits 625 Broadway, Albany, NY 12233-3505

Owner/Operator Information Owner/Operator - New York State Dept. of Transportation Owner/Operator Contact Person Last Name - The last name of the contact person. This is typically the Regional Landscape Environmental Unit Supervisor, and is very rarely the person designated to sign the NOI. (It is recommended that one person in each region be identified as the contact person for all NOIs as NYSDEC generates the bills for each contact person. The more contact persons listed on the NOIs, the more bills the region will receive.) Owner/Operator Contact Person First Name - The first name of the contact person. Owner/Operator Mailing Address - Regional office mailing address for the project.

http://www.dec.ny.gov/docs/water_pdf/noipgr10.pdf


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City – Location of Regional office. State – NY Zip – Zip code for the Regional office. Phone - The phone number of the contact person. Fax - The fax number of the contact person. Email - The email address of the contact person. FED TAX ID – Use 14-6013200. Project Site Information Project/Site Name - This should be the project description as shown on the title sheet of the

contract drawings. For example: “Reconstruction of Route 5". The PIN should also be included.

Street Address - If the highway where the work is being performed has a local street name,

provide this information here. If more than one major street exists on the project, include the street with the largest portion of work. If no street name exists for the facility, the highway route number should be inserted here.

Side of Street – If the project is on the highway, choose “North” as the default answer. If the

project involves features adjacent to the highway, indicate what direction from the highway these features are located.

City/Town/Village - Enter the municipality name where the majority of work will be performed. State - NY Zip - Enter the zip code of the municipality from the City, Town or Village entered above. County - Enter the county of the work. If the project encompasses more than one county,

enter "Various". NYSDEC Region - Enter the NYSDEC region that oversees the area of the project. Name of Nearest Cross Street - The cross street selected should be nearest the midpoint of

the project. Distance to the Nearest Cross Street (Feet) - This distance should be the distance from the

midpoint of the project to the cross street. Note that this distance is to be provided in FEET.


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Direction to the Nearest Cross Street - This direction should be the direction from the mid point of the project to the cross street.

Tax Map Numbers (Section, Block, Parcel) – This section should be left blank. Tax Map Numbers - This section should be left blank. The following items are numbered as shown on the NOI form 1. Provide the Geographic Coordinates for the project site in NYTM units. The location of the coordinates should be at the midpoint of the project. Use geographic coordinates of the project in NYTM units only. Data must be entered on the form in New York Transverse Mercator (NYTM as easting/northing in NAD 83). Please note NYTM is defined as UTM, Zone 18, meters, extended east & west to cover all of NYS. It is required that applicants look up this information from the Stormwater Interactive Map on NYSDEC's web site. This map provides a tool for locating the coordinates of the site, which automatically returns the data in NYTM format. The data provided in NYTM format must be entered in 6 digits for X (easting) and 7 digits for Y (northing) (example 586130, 4884956). No decimal digits are needed. The Stormwater Interactive Map can be accessed at: http://www.dec.ny.gov/imsmaps/stormwater/viewer.htm Zoom in to the project location From the pulldown menu under “Click on Map to:”, select “Get Coordinate”. 2. What is the nature of the construction project? Select the appropriate construction type.

New Construction is disturbance of a site where no construction or development has previous occurred.

Redevelopment with increase in imperviousness refers to reconstruction or modification to any existing, previously developed land such as residential, commercial, industrial, institutional or road / highway which involves soil disturbance, and which has additional increase in impervious areas.

Redevelopment with no increase in imperviousness refers to reconstruction or modification to any existing, previously developed land such as residential, commercial, industrial, institutional or road / highway which involves soil disturbance, and which has NO additional increase in impervious area.

If the project consists of a new road, parking or rest area, or maintenance facility where one had not previously existed, or involves relocating an existing highway on a significantly different horizontal alignment, then the “New Construction” option should be chosen. Otherwise, either of the other two options should be selected.

http://www.dec.ny.gov/imsmaps/stormwater/viewer.htm


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3. Select the predominant land use for both pre and post development conditions. Pre Development Existing Land Use - Select only one. The selected land use should represent the land use in the 5 years prior to construction. In most instances, for Department projects, this will be “Road/Highway”. Post Development Future Land Use - Select only one. In most instances, for Department projects, this will be “Road/Highway”. 4. In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment projects); and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Total Site Area - The area of the entire project, from the project limits to the proposed highway ROW boundaries. This area should include all temporary easements, temporary occupancies, permanent easements, or fee takings. Total Area To Be Disturbed - Is the area where vegetation is removed or where soil is exposed due to clearing, grading, or excavation. This should include areas off the highway boundary that typically will be constructed under release, such as driveways & entrance walks. The areas computed should be from the designed slopes, as shown on the contract drawings, and any areas where it is reasonable to assume temporary construction impacts. (While it is possible for construction to alter these project limits, it is impractical for design to account for all of these potential changes.) Existing Impervious Area To Be Disturbed - Is the impervious areas (pre construction), as measured within the disturbed area as defined above. In no instance should impervious area be included from beyond the project work limits, or Highway boundary, whichever is greater. (This area is to be any existing impervious area disturbed within the project area, regardless of whether the project is considered a “redevelopment project”.) Future Impervious Area - Is the impervious area (post construction) as measured within the disturbed area as defined above. In no instance should impervious area be included from beyond the project work limits, or Highway boundary, whichever is greater. 5. Do you plan to disturb more than 5 acres of soil at any one time? Select YES or NO. This answer should be based on the designer’s construction sequencing plan. 6. Indicate the percentage of each Hydrologic Soil Group (HSG) at the site. Designers should roughly estimate the amount of each soil group within the project limits. 7. Is this a phased project? Select YES or NO. A phased project is a project that is to be conducted over a long period of time where multiple construction activities may occur on a contiguous area. or where multiple permit coverage


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may be sought for the same site. The disturbance threshold does not apply only to a "snapshot" of disturbance at a given time but to the long term plan of development where construction may stop and restart under a new permit coverage. Typically, this question should be answered NO. 8. Enter the planned start and end dates of the disturbance activities. The designer should enter the anticipated construction start date (anticipated Award date), and the anticipated construction completion date for the end date. This information must be entered in a 8-digit format (MM/DD/YYYY). 9 Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Provide the name(s) of the permanent or intermittent natural, classified surface waterbody(ies) (according to the definition of the Waters of the State or Waters of the United States in the SPDES General Permit) into which the stormwater may be discharged. If this body of water does not have a name, the applicant may enter "unidentified." 9a.Type of waterbody identified in Question 9? Select applicable choices from the list provided. “On Site” is considered to be a waterbody within the Right-of-Way and the project limits. “Off Site” is considered to be a waterbody outside of the Right-of-Way and the project limits. The location should be defined at the point of discharge. 9b.How was the wetland identified? Select “Regulatory Map” if the wetland was identified from map showing state or federal wetlands. If the wetland was delineated by Department staff, check “Other“ and enter “NYSDOT staff”. 10. Has the surface waterbody(ies) in question 9 been identified as a 303(d) segment in Appendix E of GP-0-10-001? Select YES or NO., * see note below #11. 11. If this project located in one of the Watersheds identified in Appendix C of GP-0-10-001? Select YES or NO. A subset of certain 303(d) segments and TMDL watersheds have been selected as waterbodies/watersheds of concern within the stormwater program. These waterbodies/watersheds have been identified for regulation by the SPDES General Permit due to impairment by construction site or urban runoff, which contribute pollutant loads into waterbodies. For transportation projects, discharges to 303(d) segments listed in Appendix E do not trigger additional actions or requirements. (The list of 303(d) segments listed in Appendix E of the SPDES General Permit is not the same as the list of 303(d) segments in Appendix 2 of the SPDES General Permit for MS4s, GP-0-10-002). The 303(d) segments and TMDL watersheds can be found within the “Water Ecology” folder (under “Stormwater”) on the Department’s Environmental Viewer at:


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http://axim22.nysdot.private:7779/portal/page?_pageid=39,287530,39_287555:39_1892931&_dad=p

ortal&_schema=PORTAL. 12. Is the project located in one of the watershed areas associated with AA and AA-s classified waters? Select YES or NO. The boundaries of AA and AA-s watersheds can be found on the NYSDEC’s Stormwater Interactive Map at: http://www.dec.ny.gov/imsmaps/stormwater/viewer.htm . Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as an E or F on the USDA Soil Survey? Select YES or NO. The soil phases are attributes in the USDA Soil Data Viewer GIS software. This is available on the LANDesk Software Deployment Portal, upon request to the IT Coordinator. The soil phases are also included in the County Soil Surveys. If Yes, what is the acreage to be disturbed? 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? Select YES or NO. 15. Does the site runoff enter a separate stormwater sewer system (including roadside drains, swales, ditches, culverts, etc)? In most cases for Department projects, this should be marked YES. The most immediate discharges from the project should be considered, not the final waterbody to which the stormwater eventually drains. If the site runoff does not enter a channelized drainage conveyance, this should be marked NO. 16. What is the name of the municipality/entity that owns the separate storm sewer system? In most cases, this will be the New York State Department of Transportation, or if applicable, the local municipality. 17. Does any runoff from the site enter a sewer classified as a Combined Sewer? A combined sewer is a sewer system where sewage and stormwater are transported in a single system of pipes, usually to a treatment facility. Select YES, NO or UNKNOWN. The combined sewer overflow areas can also be viewed on the NYSDEC’s Stormwater Interactive Map at: http://www.dec.ny.gov/imsmaps/stormwater/viewer.htm.and the Department’s Environmental Viewer at: http://axim22.nysdot.private:7779/portal/page?_pageid=39,287530,39_287555:39_1892931&_dad=p

ortal&_schema=PORTAL. Select Water and Ecology/Stormwater/Combined Sewers. 18. Will the future use of this site be an agricultural property as defined by the New York State Agriculture and Markets law? Select NO.

http://axim22.nysdot.private:7779/portal/page?_pageid=39,287530,39_287555:39_1892931&_dad=portal&_schema=PORTAL







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19. Is this property owned by a state authority, state agency, federal government or local government? Select YES. 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) Select YES or NO. 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)'? Select YES or NO. Typically, the Department’s Standard Specifications for Erosion and Sediment Control, Section 209, and the associated details are consistent with NYSDEC technical standards for erosion and sediment control. The Department, however, does have specifications for erosion or sediment control practices that are not included in the Blue Book. If a practice is proposed for the project that conflicts with the definition, purpose, and design criteria of the practice in the Blue Book, this question should be NO. Minor deviations from the information in the Blue Book, however, especially that information in the Blue Book which is not consistent with the definition, purpose, and design criteria of the practice should not be considered “nonconformance”. 22. Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and Quantity Control practices/techniques)? Select YES or NO. Projects listed in Table 2 in the SPDES General Permit will have Water Quality and Quantity Control Plan components in addition to an Erosion and Sediment Control Plan: For the project types in Table 1 of the SPDES General Permit this question should be answered "NO" and skip Questions 23 and 27-39. 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual'? Select YES or NO. An electronic copy of this document is available on the NYSDEC website at: http://www.dec.ny.gov/chemical/29072.html 24.The Stormwater Pollution Prevention Plan (SWPPP) was prepared by:

Professional Engineer (P.E.)

Soil & Water Conservation District (SWCD)

Registered Landscape Architect (R.L.A.)

Certified Professional in Erosion and Sediment Control (CPESC)



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Owner/Operator

Other (identify in the space provided) Select one. The following information should indicate the licensed or certified professional who prepared the SWPPP. SWPPP Preparer - The Consultant name who prepared the SWPPP. “New York State Dept of Transportation” if prepared by NYSDOT staff. Contact Name - The name of the licensed or certified professional who prepared the SWPPP. Use format (Last, space, First) Mailing Address - The business mailing address of the preparer. City - The municipality where the contact can be reached. State – The state in the mailing address. Zip Code - The zip code in the mailing address. Phone Number - The phone number of the company or individual who prepared the SWPPP. Fax Number - The fax number of the company or individual who prepared the SWPPP. Email Address - The email address of the contact person who prepared the SWPPP. SWPPP Preparer Certification – The SWPPP Preparer should provide his/her name and signature to certify that the SWPPP has been prepared in accordance with the terms and conditions of the SPDES General Permit, and the date that this certification was signed. This certification should be signed by the licensed professional that has prepared the SWPPP, not just consultant staff. 25. Has a construction sequence schedule for the planned management practices been prepared? Select YES or NO. Select YES if the SWPPP includes a construction sequencing schedule. 26. Select all of the erosion and sediment control practices that will be employed on the project site. Check all of the practices that will be utilized on the project. Post-construction Stormwater Management Practices (SMP) Requirements 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. The options provided are the eleven planning practices identified in Section 2.3.2.1. Note that Soil Restoration and Open Space Design are not on the list in the NOI. See question #27a. 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6 (“Soil Restoration”) of the Design Manual (2010 version). The options are:

All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). (Note: This only


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applies to areas that are not intended to be compacted in the post-construction condition.)

Compacted areas were considered as impervious cover when calculating the WQv Required, and the compacted areas were assigned a post-construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. (Note: Areas with compacted HSG D soils should be considered impervious areas when determining Water Quality Volume and performing hydrologic analyses.)

Select the appropriate option. 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). Provide the Water Quality Volume in acre-feet. This is the Initial Water Quality Volume (see Section 2.3.2.2.) 29. Identify the RR techniques (Area Reduction), RR techniques (Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9 of the NOI) that were used to reduce the Total WQv required (#28). Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the techniques/practice. Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. Select the practices to be used on the project. The drainage and impervious areas should be aggregated when more than one of a certain practice type (e.g., two infiltration basins) is used. See Section 2.3.2.3 for additional information. Table 2 is to be completed when Verified Proprietary Practices (including Hydrodynamic Separators, wet vaults and media filters) are used. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPS with RRv Capacity identified in question 29. Provide the Runoff Reduction Volume in acre-feet. 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28). Select YES or NO. 32. Provide the Minimum RRv required based on HSG. Provide the Minimum Runoff Reduction Volume in acre-feet. See Section 2.3.2.3 for additional information. 32a. Is the total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? Select YES or NO. If YES, proceed to question #33. If NO, the sizing criteria has not been met. Contact the Regional (DEC) Office stormwater contact to discuss next steps.


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Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. IMPORTANT: NYSDEC will not process an NOI if NO is selected for this question. The applicant must contact the Regional DEC office to discuss the project and options available and site limitations. If the applicant and DEC staff comes to an agreement on a resolution that is reasonable, but which technically results in the total RRv provided is less than the Minimum RRv required, the following should occur:

The agreed-upon solution should be stated in Question #39 with the name of the DEC staff person with whom the applicant was in contact.

Question #32a should be checked YES.

The NOI should be submitted for processing. DEC staff will contact the DEC staff noted in Question #39 to confirm that the information provided is true and that the solution is appropriate for the circumstances.

See Section 2.3.2.3 for additional information. 33. Identify the Standard SMPs in Table 1 that were used to treat the remaining total WQv (=Total WQv required in #28 – Total RRv Provided in #30). Provide in Table 1 the total impervious area that contributes runoff to each practice selected. Use Tables 1 and 2 to identify SMPs used on Redevelopment Projects. 33a.Indicate the Total WQv provided (i.e. WQv treated) by the Standard SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question #29. Provide the Total Water Quality Volume in acre-feet. 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a). Provide the volume in acre-feet. 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? Select YES or NO. If YES, go to question #36. If NO, the sizing criteria has not been met. Contact the Regional (DEC) Office stormwater contact to discuss next steps. IMPORTANT: NYSDEC will not process an NOI if NO is selected for this question. The applicant must contact the Regional DEC office to discuss the project and options available and site limitations. If the applicant and DEC staff comes to an agreement on a resolution that is reasonable, but which technically results in the sum of the total RRv provided and WQv provided is less than the total WQv required, the following should occur:

The agreed-upon solution should be stated in Question #39 with the name of the DEC staff person with whom the applicant was in contact.

Question #35 should be checked YES.


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The NOI should be submitted for processing. DEC staff will contact the DEC staff noted in Question #39 to confirm that the information provided is true and that the solution is appropriate for the circumstances.

36. Provide the Channel Protection Storage Volume (CPv) required and provided or select waiver (#36a), if applicable. Provide the volumes in acre-feet. There is only one space to enter the volume, so the CPv volumes required and provided at all discharge points should be aggregated. 36a. The need to provide channel protection has been waived because: Site discharges directly to tidal waters or a fifth order or larger stream. Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. If Channel Protection Volume has not been detained, choose one of these waivers. Use the space at question #39 to explain, if necessary. 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (#37a), if applicable. There is only one space to enter the pre-construction and post-construction volumes for each flood size, so the volumes at all discharge points should be aggregated. Consider the response to question #27a in the drainage analyses. 37a. The need to meet the Qp and Qf criteria has been waived because:

Site discharges directly to tidal waters or a fifth order or larger stream.

Downstream analysis reveals that the Qp and Qf controls are not required. If Qp and Qf have not been attenuated, choose one of these waivers. Use the space at question #39 to explain, if necessary. 38. Has a long-term Operation and Maintenance Plan for the post-construction management practice(s) been developed? Select YES, enter “NYS Dept. of Transportation” in the spaces provided. The Department has a Stormwater Facilities Operations and Maintenance Manual (September 2003), prepared by Region 8, available on the Department’s website at: https://www.dot.ny.gov/divisions/engineering/environmental-analysis/repository/nysdot8storm_a.pdf. 39. Use this space to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). (See question 32a) This space can also be used for other pertinent project information. This space should be used to explain why certain technical standards cannot be met (see #32a and 35).

https://www.dot.ny.gov/divisions/engineering/environmental-analysis/repository/nysdot8storm_a.pdf


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40. Identify other DEC permits, existing and new, that are required for this project/facility. Check all that apply. Consult with the Regional Landscape Environmental Unit Supervisor to determine additional permits that may be required for the project. 41. Does this project require a US Army Corps of Engineers Wetlands Permit? This should be answered YES for any Corps of Engineers Section 404 or Section 10 permit (not just for projects with wetland impacts). If YES, indicate size of impact to the nearest tenth of an acre. 42. Is this project subject to the requirements of a regulated, traditional land use control MS4? Select NO, and skip Question #43. 43. Has the “MS4 SWPPP Acceptance” form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? Department SWPPPs do not require acceptance by the local municipality(s). Do not answer this question. 44. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. Indicate if this NOI is being submitted for the purpose of continuing coverage by providing the former SPDES number that was assigned. If not, leave this blank. Owner/Operator Certification The NOI should be signed by the Regional Director, Regional Design Engineer, Regional Construction Engineer, Regional Transportation Maintenance Engineer or Regional Director of Operations.

2.6 NOTICE OF TERMINATION

Notice of Termination Instructions A Notice of Termination (NOT) must be submitted to NYSDEC in order to terminate permit coverage. It is important to submit an NOT for a completed project so that NYSDEC will not charge the Department the annual fee for that project. The NOT can be found on the NYSDEC website at: http://www.dec.ny.gov/docs/water_pdf/gpcnnapr10.pdf The completed NOT should be mailed to:

NYSDEC “Notice of Termination” Division of Water 625 Broadway, 4th Floor Albany, NY 12233-3505

http://www.dec.ny.gov/docs/water_pdf/gpcnnapr10.pdf


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Indicate your Permit Identification Number – Fill in the six numbers that follow “NYR”. Section I - Owner or Operator Information (Items 1-5) Use the same information provided in the NOI form (Page 1). Section II – Project Site Information (Item 5-8) Use the same information provided in the NOI form (Page 2). Section III - Reason for Termination (Item 9a-9c) - 9a. All disturbed areas have received final stabilization in accordance with the general permit and SWPPP. If this true, check the box. Also, enter Date Final Stabilization completed. 9b. Permit coverage has been transferred to another owner/operator. Do not check this box. 9c. Other (Explain on Page 2). If there is a reason why permit coverage has been terminated other than the project has been completed and the site has achieved final stabilization, check this box, and provide an explanation in Section V on Page 2. Section IV - Final Site Information (Items 10a-11) 10a. Did this construction activity require the development of a SWPPP that includes post-construction stormwater management practices? Select YES or NO. If NO, skip Questions 10b through 10e, and proceed to Question 10f. 10b. Have all post-construction stormwater management practices included in the final SWPPP been constructed? Select YES or NO. If NO, provide an explanation in Section V on Page 2. 10c. Identify the entity responsible for long-term operation and maintenance of practice(s). In most cases this will be the Department. This answer should be consistent with NOI Question 38 and the Maintenance Jurisdiction table in the contract documents. (Permanent Stormwater Management Practices fall into the category of “Highway Drainage”.) 10d. Has the entity responsible for long-term operation and maintenance been given a copy of the operation and maintenance plan required by the general permit? If the responsible entity is the Department, select YES. If another entity has maintenance jurisdiction, provide the maintenance plan and select YES. 10e. Indicate the method used to ensure the long-term operation and maintenance of the post-construction stormwater management practice(s). Select the appropriate box. In most cases, the fourth box (…practices owned by a …government agency…) should be checked.


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10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.) constructed within the disturbed area. This area should be provided in acres. If the contract was constructed without changes to the contract plans, this should be consistent with NOI Question 4, “Future Impervious Area Within Disturbed”. Section V – Additional Information/Explanation. Use this section to explain the responses to 9c and 10b, if applicable. Section VI – MS4 Acceptance – MS4 Official or Duly Authorized Representative - Department projects do not require acceptance by the local municipality(s) or the Department. Do not answer this question. Section VII – Qualified Inspector Certification – Final Stabilization - Certify your agreement with the statement that appears on the form by signing the NOT form. The person who signs here must provide name, title/position, and date. This certification should be signed by the Qualified Inspector who performed inspections on this project. Section VIII – Qualified Inspector Certification – Post-construction Stormwater Management Practice(s). Certify your agreement with the certification statement that appears on the form by signing the NOT form below the statement. The person who signs here must provide name, title/position, and date. This certification should be signed by the Qualified Inspector who performed inspections on this project. Section IX – Owner or Operator Certification. Certify your agreement with the certification statement that appears on the form by signing the NOT form below the statement. The person who signs here must provide name, title/position, and date. This certification should be signed by the Engineer in Charge assigned to this project.

2.7 REFERENCES

NYSDOT Region 8 Stormwater Facilities Operations and Maintenance Manual (September 2003), NYSDOT, 4 Burnett Boulevard, Poughkeepsie, NY 12603. Guidelines for the Design of Dams, NYSDEC, 625 Broadway, Albany, NY 12233. Highway Design Manual, NYSDOT, 50 Wolf Road, Albany, NY 12232. National Handbook of Conservation Practices, Conservation Practice Standard No. 378, Ponds, Natural Resources Conservation Service, 14th and Independence Avenue, SW, Washington, DC 20250. New York State Standards and Specifications for Erosion and Sediment Control”, NYSDEC, 625 Broadway, Albany, NY 12233, August 2005. New York State Stormwater Management Design Manual, August, 2010 NYSDEC, 625 Broadway, Albany, NY 12233.


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Standard Specifications, Construction and Materials, NYSDOT, 50 Wolf Road, Albany, NY 12232. State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity, Permit Number GP-0-10-001, January 28, 2010, NYSDEC, 625 Broadway, Albany, NY 12233. Technical Release No. 20, Computer Programs for Project Formulation Hydrology, 1992, USDA, Natural Resources Conservation Service. Technical Release No. 55, Urban Hydrology for Small Watersheds, 1986, USDA, Soil Conservation Service, Washington D.C.

SPDES DESIGN REQUIREMENTS AND GUIDANCE

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ATTACHMENT A NYSDEC STORMWATER MANAGEMENT DESIGN MANUAL CHAPTER 6: DETAIL DESCRIPTORS TRANSLATED INTO NYSDOT ITEM NUMBERS


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NYS Stormwater Management Design Manual Section 6.1 Stormwater Ponds (page 6.4)

NYSDEC Detail Reference

NYSDOT Item Number and Specification (US Customary)

Comments

embankment Item 203.01990006 Impervious Embankment In Place

Vertical Scale Exaggerated. NRCS Pond No. 378 states that neither upstream nor downstream slopes shall be steeper than 1V on 2H. NYSDEC Guidelines for Design of Dams states that the upstream slope shall be no steeper than 1V on 3H and the downstream slope (without seepage control) shall be no steeper than 1V on 3H (with seepage control - 1V on 2H).

stable outfall Section 620- Bank and Channel Protection

Size appropriately: Item 620.03 Stone Filling (Light) Item 620.04 Stone filling (Medium)

stable outfall (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System

rip-rap pilot channel Section 620- Bank and Channel Protection


rip-rap pilot channel (alternate)

Item 620.50000017 Cabled Concrete Erosion Control Revetment System

Riser Item 604.50XXYY- Special Drainage Structure

barrel (for riser) Item 603.XXXX - Standard Pipe Item

anti-seep collar or filter diaphragm None Special Note - Cost to be included in price of barrel item.

Plantings Section 611 – Planting, Transplanting and Post Planting Care See Landscape Architecture Group


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Comments

hardened pad Section 620- Bank and Channel Protection founded by Item 207.20 Geotextile Bedding

Size appropriately: Item 620.03 Stone Filling (Light) Item 620.04 Stone filling (Medium) Need to specify Strength Class & Apparent Opening Size

hardened pad (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System




overflow spillway Section 620- Bank and Channel Protection


overflow spillway (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System

berm Item 203.01990006 Impervious Embankment In Place


Vertical Scale exaggerated. NRCS Pond No. 378 states that neither upstream nor downstream slopes shall be steeper than 1V on 2H. NYSDEC Guidelines for Design of Dams states that the upstream slope shall be no steeper than 1V on 3H and the downstream slope (without seepage control) shall be no steeper than 1V on 3H (with seepage control - 1V on 2H).

riser Item 604.50XXYY- Special Drainage Structure


anti-seep collar or filter diaphragm

None Special Note - Cost to be included in price of barrel item.

pond drain / reverse pipe Item 603.XXXX and/or Item 605.XX

Plantings Section 611 – Planting, Transplanting and Post Planting Care See Landscape Architecture Group


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Comments







berm Item 203.01990006 Impervious Embankment In Place









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Comments









Riser Item 604.50XXYY- Special Drainage Structure






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Comments




weir wall outlet structure Section 555- Structural Concrete

weir wall outlet structure (alternate)

Item 632.40000008 Precast Concrete Retaining Wall

The finish of all exposed wall surfaces shall be as shown on the plans.



submerged earth berm Item 203.01990006 Impervious Embankment In Place

hooded low flow orifice None Special Note - Cost to be included in price bid for Weir Wall Outlet structure. Detail design.


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8B-A-7

NYS Stormwater Management Design Manual Section 6.2 Stormwater Wetlands (page 6.23)



Comments

weir wall Item 620.11 PVC Coated Galvanized Gabions

weir wall (alternate) Item 555.0105 Concrete for Structures, Class A

weir wall (alternate) Item 632.40000008 Precast Concrete Retaining Wall







gabion wall Item 620.11 PVC Coated Galvanized Gabions






wetland topsoil

Item 610.1406 Topsoil – On-Site Wetland Materials Item 610.1407 Topsoil – Wetland Materials


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Comments











Wetland Topsoil Item 610.1406 Topsoil – On-Site Wetland Materials Item 610.1407 Topsoil – Wetland Materials


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Comments

concrete spillway Item 555.0105 Concrete for Structures, Class A

concrete spillway (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System











wetland topsoil Item 610.1406 Topsoil – On-Site Wetland Materials Item 610.1407 Topsoil – Wetland Materials


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Comments

swale

Item 610.1401 Topsoil – Reuse On-Site Materials Item 610.1402 Topsoil - Roadside Item 610.1601 Establishing Turf - Roadside










pond drain Item 603.XXXX and/or Item 605.XX

half round trash rack None Special Note - Cost to be included in price for riser item

wetland topsoil Item 610.1406 Topsoil – On-Site Wetland Materials Item 610.1407 Topsoil – Wetland Materials


1/15/15

8B-A-11

NYS Stormwater Management Design Manual Section 6.3 Stormwater Infiltration (page 6.32)



Comments

plunge pool Section 620- Bank and Channel Protection


plunge pool (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System

concrete level spreader Item 555.0105 Concrete for Structures, Class A

concrete level spreader (alternate)


grass channel


observation well with screw top lid

Meeting the requirements of §706-18 Perforated PVC Underdrain Pipe. Nominal Size 150 mm. Screw top (lockable) lid.

pea gravel filter layer Section 623- Screened Gravel, Crushed Gravel, Crushed Stone, Crushed Slag

Refers to §703-02 for gradation. Specify Size Designation "1" from Table 703-4 Sizes of Stone, Gravel and Slag

filter fabric Item 207.22 Geotextile Drainage Strength Class & Apparent Opening Size Class

1.5 in. to 2.5 in. diameter clean stone

Section 623- Screened Gravel, Crushed Gravel, Crushed Stone, Crushed Slag

Refers to §703-02 for gradation. Specify Size Designation 4A from Table 703-4 Sizes of Stone, Gravel and Slag

sand filter (or fabric equivalent)

Meeting the requirements of §703-07 Concrete Sand.

sand filter (or fabric equivalent) (alternative) Item 207.22 Geotextile Drainage Strength Class 2 & Apparent Opening Size Class B

runoff exfiltrates through undisturbed subsoils with a minimum rate of 0.5 in. per hour

Subsurface explorations may be required to define the permeability of the subsoils. A geotechnical engineer may perform tests on the jar samples; perform a drill hole permeability test or percolation test.


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8B-A-12

NYS Stormwater Management Design Manual Section 6.3 Stormwater Infiltration (page 6.33)



Comments

stilling basin Section 620- Bank and Channel Protection


stilling basin (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System

concrete level spreader Item 555.0105 Concrete for Structures, Class A

concrete level spreader (alternate)


grass channel


flat basin floor with grass floor


back-up underdrain pipe Section 605- Underdrains. Item 605.17xx Optional Underdrain Pipe.








clean-outs None Special Note - Cost to be included in price of underdrain pipe

item.

valve None Special Note - Cost to be included in price of underdrain pipe

item.




1/15/15

8B-A-13

NYS Stormwater Management Design Manual Section 6.4 Stormwater Filtering Systems (page 6.45)



Comments

filter bed Item 605.0901 Underdrain Filter, Type I.

top soil

Item 610.1401 Topsoil – Reuse On-Site Materials Item 610.1402 Topsoil - Roadside Meeting the requirements of §713-01 Topsoil

clean washed concrete sand Item 203.28000009 Filter Sand for Sand Filters Meeting the requirements of §703-07 Concrete Sand

filter fabric Item 207.22 Geotextile Drainage Strength Class 2 & Apparent Opening Size Class B

perforated pipe/ gravel underdrain system

Section 605- Underdrains. Item 605.17xx Optional Underdrain Pipe. Item 605.0901 Underdrain Filter, Type I.

perforated standpipe detention structure

Item 605.XX

flow diversion structure Item 604.50XXYY - Special Drainage Structure


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Comments

debris screen Section 623- Screened Gravel, Crushed Gravel, Crushed Stone, Crushed Slag

Refers to §703-02 for gradation. Specify Size Designation 1A from Table 703-4 Sizes of Stone, Gravel and Slag

sand Item 203.28000009 Filter Sand for Sand Filters Meeting the requirements of §703-07 Concrete Sand

gravel Section 605- Underdrains. Item 605.0901 Underdrain Filter, Type I.

clean washed sand Item 203.28000009 Filter Sand for Sand Filters Meeting the requirements of §703-07 Concrete Sand

perforated pipe in a gravel jacket

Section 605- Underdrains. Item 605.1702 Optional Underdrain Pipe. Item 605.0901 Underdrain Filter, Type I.

access grates Item 655.XX - Frames and Grates

manhole Item 655.XX - Frames and Grates

outlet pipe Item 603.XXXX - Standard Pipe Item

cleanouts None Special Note - Cost to be included in underdrain pipe item

Concrete Structure Item 604.50170008, Underground Stormwater Detention System Metric only – no US Customary equivalent.


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Comments

clean washed sand Item 203.28000009 Filter Sand for Sand Filters Meeting the requirements of §703-07 Concrete Sand


perforated pipe in a gravel jacket


outlet pipe Item 605.1701 Optional Underdrain Pipe

inlet/ access grates Item 655.XX - Frames and Grates

curb stops Item 609.40000015 - Reinforced Precast Concrete Parking Block

Concrete Structure Item 604.50170008, Underground Stormwater Detention System Metric only – no US Customary equivalent.


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Comments

flow diversion structure Item 555.0105 Concrete for Structures, Class A

flow diversion structure (alternate)

Item 632.40000008 Precast Concrete Retaining Wall


flow diversion structure (alternate)


50/50 peat/sand mixture Item 203.28000009 Filter Sand for Sand Filters610.10 Compost

Use Compost Type B or C Due to the coefficient of permeability, the filter using peat/sand mixture will require a larger footprint than a filter using leaf compost.

sand Item 203.28000009 Filter Sand for Sand Filters Meeting the requirements of §703-07 Concrete Sand.

geotextile all sides (top & bottom) Item 207.22 Geotextile Drainage

Do not wrap all sides. Only install geotextile on top of gravel underdrain system. Strength Class 2 & Apparent Opening Size Class B.

gravel underdrain system


leaf compost Item 610.10 Compost, Type D Leaf Compost

perforated standpipe Item 605.XX


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8B-A-17




Comments

stone diaphragm Stone diaphragm is not a part of the bioretention structure

grass filter strip


sand layer Item 203.28000009 Filter Sand for Sand Filters Sand can be used in lieu of filter fabric. Meeting the requirements of §703-07 Concrete Sand.

berm Item 203.03 Embankment In Place

mulch Item 610.110x Mulch for Planting See specification for appropriate mix.

planting soil Item 208.01030022 Bioretention and Dry Swale Soil Also use Item 208.01040022 Laboratory Testing for Soil Phosphorus Concentration

filter fabric Item 207.22Geotextile Drainage Strength Class 2 & Apparent Opening Size Class B

gravel jacket Section 605- Underdrains. Item 605.0901 Underdrain Filter, Type I.

perforated pipe Section 605- Underdrains. Item 605.1702 Optional Underdrain Pipe.

curb stops Item 609.40000015 - Reinforced Precast Concrete Parking Block


1/15/15

8B-A-18

NYS Stormwater Management Design Manual Section 6.5 Open Channel Systems (page 6.60)



Comments

riprap Section 620- Bank and Channel Protection


rip-rap (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System

optional check dam Item 209.1106 - Check Dam, Stone-Permanent

gravel inlet trench Section 623- Screened Gravel, Crushed Gravel, Crushed Stone, Crushed Slag

Refers to §703-02 for gradation, unless otherwise specified. To open up the gradation, Specify Size Designation CA2 from Table 501-2 Coarse Aggregate Gradations.

permeable soil Item 208.01030022 Bioretention and Dry Swale Soil

Also use Item 208.01040022 Laboratory Testing for Soil Phosphorus Concentration


gravel Item 605.0901 Underdrain Filter, Type I

underdrain perforated pipe Section 605- Underdrains. Item 605.1701 Optional Underdrain Pipe.

pea gravel diaphragm Stone diaphragm is not a part of the dry swale

1/2 round pipe weir None Special Note - Cost to be included in price bid for culvert item

culvert Item 603.XXXX - Standard Pipe Item


1/15/15

8B-A-19

NYS Stormwater Management Design Manual Section 6.5 Open Channel Systems (page 6.61)



Comments

riprap Section 620- Bank and Channel Protection


rip-rap (alternate) Item 620.50000017 Cabled Concrete Erosion Control Revetment System

optional check dams Item 209.1106 - Check Dam, Stone-Permanent

pea gravel diaphragm Stone diaphragm is not a part of the wet swale

new york state eb...questions on hdm chapter 8 should be directed to at brian priestley, r.l.a., of...

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