HomeMy WebLinkAbout10.26.2021-SBN-Standards-Manufacturer-Additions-Minor-Revisions-finalRevision
Number
Revision
Date Nature of Revision
0 6/26/2018 Document Creation
1 10/8/2019 Modified Section 3 – Added Stormwater Quantity Management
2 7/28/2020
Added Section 8 – Landscaping and Section 9 – Fixtures and Finishes; Minor text
revisions throughout; Added Drawing 2-45; Added Drawing 2-46; Revised Drawing
6-16; Added Drawing 6-20; Added Drawings 9-1 through 9-12
3
4
5
6
7
10/26/2021 Modified Section 5-2.5(a) - Added Kennedy to gate valve manufacturer list.
10/26/2021 Modified Section 5-2.6 - Added Kennedy Guardian to hydrant manufacturer list.
10/26/2021 Modified Standard 5-8 - Added Kennedy to gate valve manufacturer list.
10/26/2021 Modified Standards 4-6, 3-5,6,7,9 - Added US Foundry to casting manufacturer list.
10/26/2021 Modified Standards 2-37 through 2-41 - Revised minimum curb ramp length.
8 10/26/2021 Modified Standards 2-42 - Removed break lines in truncated domes.
9 10/26/2021 Modified Standards 2-35 - Added Note #5.
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Table of Contents
SECTION 1 – GENERAL – MISCELLANEOUS ..................................................................................................................... 1
1-1 PURPOSE .............................................................................................................................................................. 1
1-2 STANDING REFERENCES ....................................................................................................................................... 1
1-3 VARIANCE PROCESS ............................................................................................................................................. 2
1-3.1 VARIANCES ..................................................................................................................................................... 2
1-4 FINANCIAL GUARANTEES AND PERMITS .............................................................................................................. 2
1-5 LIQUIDATED DAMAGES ........................................................................................................................................ 3
1-6 QUALIFICATIONS .................................................................................................................................................. 3
1-7 R/W OCCUPANCY ................................................................................................................................................. 3
1-7.1 RIGHT-OF-WAY OCCUPANCY ........................................................................................................................... 3
1-7.2 TRAFFIC CONTROL ............................................................................................................................................ 3
1-7.3 PRIVATE ENCROACHMENTS ............................................................................................................................. 3
1-7.4 FEE EXEMPTIONS ............................................................................................................................................. 4
1-7.5 CURB CUT APPLICATIONS................................................................................................................................. 4
1-7.6 ADDITIONAL PERMITS AND FEES ..................................................................................................................... 4
1-8 UTILITY WORK ...................................................................................................................................................... 4
1-8.1 MAINTENANCE OF TRAFFIC REQUIREMENTS ................................................................................................... 4
1-8.2 PERMITS BEFORE COMMENCING WORK ......................................................................................................... 4
1-9 GENERAL SUBMISSION REQUIREMENTS .............................................................................................................. 5
1-10 PLAN / CALCULATION REQUIREMENTS .............................................................................................................. 5
1-10.1 PLAN SUBMISSIONS ....................................................................................................................................... 5
1-10.2 RECORD DRAWINGS ...................................................................................................................................... 5
1-11 PRIVATE IMPROVEMENTS .................................................................................................................................. 6
1-11.1 PRIVATE IMPROVEMENTS IN UNDEDICATED AREAS ..................................................................................... 6
SECTION 2 – STREETS, WALKWAYS, AND PATHS ............................................................................................................ 8
2-1 GENERAL .............................................................................................................................................................. 8
2-1.1 PURPOSE .......................................................................................................................................................... 8
2-2 DESIGN REQUIREMENTS ...................................................................................................................................... 8
2-2.1 GENERAL .......................................................................................................................................................... 8
2-2.2 STREET CLASSIFICATION ................................................................................................................................... 9
2-2.3 TYPICAL SECTION ............................................................................................................................................. 9
2-2.4 DESIGN SPEED ................................................................................................................................................ 10
2-2.5 ROADSIDE SAFETY .......................................................................................................................................... 10
2-2.6 SIGHT DISTANCE ............................................................................................................................................ 10
2-2.7 HORIZONTAL ALIGNMENT ............................................................................................................................. 10
2-2.8 VERTICAL ALIGNMENT ................................................................................................................................... 11
2-2.9 SIDEWALKS AND CURB RAMPS ...................................................................................................................... 11
2-2.10 INTERSECTIONS ............................................................................................................................................ 12
2-2.11 APPROACHES ............................................................................................................................................... 12
2-2.12 PRIVATE STREETS ......................................................................................................................................... 13
2-2.13 RIGHT TURN LANES ...................................................................................................................................... 13
2-2.14 CUL-DE-SACS ................................................................................................................................................ 13
2-2.15 SHARED USE PATHS / BICYCLE FACILITIES .................................................................................................... 13
2-3 SUBGRADE CONDITIONS AND TREATMENT ....................................................................................................... 13
2-4 ASPHALT PAVEMENTS ........................................................................................................................................ 14
2-4.1 GENERAL ........................................................................................................................................................ 14
2-4.2 HOT MIX ASPHALT PAVEMENT ...................................................................................................................... 14
2-4.3 PAVEMENT SECTION ...................................................................................................................................... 15
2-5 CONCRETE PAVEMENTS ..................................................................................................................................... 16
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2-5.1 GENERAL ........................................................................................................................................................ 16
2-5.2 PORTLAND CEMENT CONCRETE PAVEMENT (PCCP), PLAIN ........................................................................... 16
2-5.3 PCCP, COLORED .............................................................................................................................................. 16
2-5.4 PAVEMENT SECTION ...................................................................................................................................... 17
2-5.5 JOINTS ............................................................................................................................................................ 17
2-5.6 FINISH ............................................................................................................................................................ 17
2-6 INCIDENTAL CONSTRUCTION ............................................................................................................................. 17
2-6.1 UTILITY CUT PATCHING .................................................................................................................................. 17
2-6.2 MAILBOXES .................................................................................................................................................... 18
2-6.3 DRAINAGE OUTLETS THROUGH CURBS .......................................................................................................... 19
2-6.4 STAMPED CONCRETE ..................................................................................................................................... 19
2-6.5 PERVIOUS CONCRETE ..................................................................................................................................... 19
2-6.6 DECORATIVE PAVERS ..................................................................................................................................... 19
2-6.7 PERMEABLE PAVEMENT ................................................................................................................................ 19
SECTION 3 – STORMWATER ......................................................................................................................................... 21
3-1 STORMWATER QUANTITY MANAGEMENT ........................................................................................................ 21
3-1.1 STORMWATER STORAGE POLICY ................................................................................................................... 21
3-1.2 CALCULATION OF REQUIRED STORAGE VOLUME: SIMPLE METHOD ............................................................ 21
3-1.3 CALCULATION OF DESIGN STORAGE VOLUME PROVIDED ............................................................................. 21
3-1.4 CALCULATION OF REQUIRED STORAGE VOLUME: STANDARD METHOD ....................................................... 22
3-1.5 FLOOD ROUTING AND EMERGENCY SPILLWAY .............................................................................................. 26
3-1.6 FREEBOARD AND FLOOD PROTECTION GRADE .............................................................................................. 26
3-1.7 FLOODPLAIN AND FLOODWAY ...................................................................................................................... 27
3-1.8 STORAGE FACILITY REQUIREMENTS............................................................................................................... 28
3-1.9 ADDITIONAL CONSIDERATIONS ..................................................................................................................... 29
3-2 STORMWATER QUALITY .................................................................................................................................... 29
3-3 STORMWATER TECHNICAL ................................................................................................................................. 29
3-3.1 DESIGN REQUIREMENTS ................................................................................................................................ 29
3-3.2 MATERIALS .................................................................................................................................................... 29
3-3.3 CONSTRUCTION METHODS ............................................................................................................................ 32
3-3.4 TESTING ......................................................................................................................................................... 37
SECTION 4 – SANITARY ................................................................................................................................................. 40
4-1 GENERAL ............................................................................................................................................................ 40
4-1.1 DESIGN REQUIREMENTS ................................................................................................................................ 40
4-2 MATERIALS ........................................................................................................................................................ 40
4-2.1 PIPES AND FITTINGS – GRAVITY FLOW .......................................................................................................... 40
4-2.2 PIPES AND FITTINGS – PRESSURE FLOW ........................................................................................................ 41
4-2.3 VALVES ........................................................................................................................................................... 43
4-2.4 STRUCTURES .................................................................................................................................................. 43
4-2.5 BEDDING MATERIALS..................................................................................................................................... 44
4-2.6 CURED IN PLACE PIPING (CIPP) ...................................................................................................................... 44
4-2.7 STRUCTURE LINING ........................................................................................................................................ 46
4-2.8 LIFT STATION ................................................................................................................................................. 49
4-2.9 MISCELLANEOUS ............................................................................................................................................ 49
4-3 CONSTRUCTION METHODS ................................................................................................................................ 50
4-3.1 GENERAL ........................................................................................................................................................ 50
4-3.2 SHUT DOWN OF EXISTING PIPES: ................................................................................................................... 50
4-3.3 EXCAVATION .................................................................................................................................................. 53
4-3.4 DEWATERING ................................................................................................................................................. 53
4-3.5 SANITARY SEWER SYSTEM INSTALLATION ..................................................................................................... 54
4-3.6 SANITARY SEPARATION OF WATER MAIN ..................................................................................................... 58
4-3.7 PIPE BEDDING ................................................................................................................................................ 58
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4-3.8 TRENCH BACKFILL .......................................................................................................................................... 59
4-3.9 TRENCH RESURFACING .................................................................................................................................. 59
4-3.10 SEWER SYSTEM STRUCTURE INSTALLATIONS .............................................................................................. 60
4-3.11 CURED IN PLACE PIPE (CIPP) ......................................................................................................................... 60
4-3.12 STRUCTURE LINING ...................................................................................................................................... 63
4-3.13 LIFT STATIONS .............................................................................................................................................. 66
4-4 TESTING ............................................................................................................................................................. 66
4-4.1 TRENCH COMPACTION ................................................................................................................................... 66
4-4.2 SEWER SYSTEM QUALITY ASSURANCE ........................................................................................................... 67
4-4.3 LIFT STATION START-UP AND TESTING .......................................................................................................... 71
4-4.4 CONCRETE TESTING ....................................................................................................................................... 71
4-4.5 TEST REPORTING: ........................................................................................................................................... 72
SECTION 5 – WATER WORKS ........................................................................................................................................ 73
5-1 GENERAL ............................................................................................................................................................ 73
5-1.1 DESIGN REQUIREMENTS ................................................................................................................................ 73
5-2 MATERIALS ........................................................................................................................................................ 73
5-2.1 PIPES TWO (2) INCHES AND SMALLER ............................................................................................................ 73
5-2.2 PIPES THREE (3) INCHES AND LARGER ............................................................................................................ 73
5-2.3 POLYETHYLENE ENCASEMENT ....................................................................................................................... 74
5-2.4 JOINT RESTRAINT ........................................................................................................................................... 74
5-2.5 MAIN LINE VALVES ......................................................................................................................................... 74
5-2.6 FIRE HYDRANT ASSEMBLY ............................................................................................................................. 75
5-2.7 METER AND METER PIT ................................................................................................................................. 76
5-2.8 BACKFLOW ASSEMBLY ................................................................................................................................... 76
5-2.9 STEEL CASING PIPE ......................................................................................................................................... 76
5-3 CONSTRUCTION METHODS ................................................................................................................................ 76
5-3.1 GENERAL ........................................................................................................................................................ 76
5-3.2 EXCAVATION .................................................................................................................................................. 76
5-3.3 DEWATERING ................................................................................................................................................. 76
5-3.4 WATER MAIN INSTALLATION ......................................................................................................................... 77
5-3.5 RESTRAINED JOINTS ....................................................................................................................................... 78
5-3.6 COVER REQUIREMENTS ................................................................................................................................. 78
5-3.7 SANITARY SEPARATION OF WATER MAIN ..................................................................................................... 78
5-3.8 BEDDING ........................................................................................................................................................ 79
5-3.9 TRENCH BACKFILL .......................................................................................................................................... 79
5-3.10 HYDRANTS ................................................................................................................................................... 79
5-3.11 COMMERCIAL METERS TWO (2) INCHES AND ABOVE WITH BACKFLOW PREVENTION ............................... 80
5-4 TESTING ............................................................................................................................................................. 80
5-4.1 TRENCH COMPACTION ................................................................................................................................... 80
5-4.2 QUALITY ASSURANCE (STATIC TEST AND DISINFECTION) ............................................................................... 81
SECTION 6 – TRAFFIC AND LIGHTING ........................................................................................................................... 83
6-1 GENERAL ............................................................................................................................................................ 83
6-1.1 PURPOSE ........................................................................................................................................................ 83
6-1.2 ADDITIONAL SUBMITTAL REQUIREMENTS FOR TRAFFIC AND LIGHTING ITEMS ............................................ 83
6-2 SERVICE POINTS ............................................................................................................................................... 83
6-2.1 GENERAL ........................................................................................................................................................ 83
6-2.2 SINGLE & DUAL METERS ................................................................................................................................ 83
6-2.3 LOCATION ...................................................................................................................................................... 83
6-2.4 CONTROLLER CABINET WRAPS ...................................................................................................................... 84
6-3 SIGNALS ............................................................................................................................................................. 84
6-3.1 GENERAL ........................................................................................................................................................ 84
6-3.2 TRAFFIC SIGNAL CONTROLLERS ..................................................................................................................... 84
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6-3.3 TRAFFIC SIGNAL CABINET AND FOUNDATION ............................................................................................... 85
6-3.4 CONTROLLER AND CABINET LOCATION ......................................................................................................... 85
6-3.5 ACCESSIBLE PEDESTRIAN SIGNALS ................................................................................................................. 85
6-3.6 SIGNAL HANDHOLES ...................................................................................................................................... 85
6-3.7 CONDUIT ........................................................................................................................................................ 85
6-3.8 DETECTION ..................................................................................................................................................... 86
6-3.9 APPROVED EQUIPMENT ................................................................................................................................ 86
6-3.10 WARNING BEACON ...................................................................................................................................... 87
6-3.11 SPEED LIMIT SIGN BEACON .......................................................................................................................... 87
6-3.12 SPEED LIMIT INDICATORS ............................................................................................................................ 87
6-4 SIGNS ................................................................................................................................................................. 87
6-4.1 GENERAL ........................................................................................................................................................ 87
6-4.2 MATERIALS .................................................................................................................................................... 88
6-5 TRAFFIC MARKINGS ........................................................................................................................................... 88
6-5.1 GENERAL ........................................................................................................................................................ 88
6-5.2 MATERIALS .................................................................................................................................................... 88
6-5.3 GUIDANCE DEVICES ....................................................................................................................................... 89
6-6 LIGHTING ........................................................................................................................................................... 89
6-6.1 GENERAL ........................................................................................................................................................ 89
6-6.2 LIGHTING HANDHOLES .................................................................................................................................. 90
6-6.3 CONDUIT ........................................................................................................................................................ 90
SECTION 7 – EARTHWORK & EROSION AND SEDIMENT CONTROL .............................................................................. 91
7-1 GENERAL ............................................................................................................................................................ 91
7-1.1 DESIGN REQUIREMENTS ................................................................................................................................ 91
7-2 CONSTRUCTION METHODS ................................................................................................................................ 91
7-2.1 GENERAL ........................................................................................................................................................ 91
7-2.2 INSPECTION AND MAINTENANCE .................................................................................................................. 91
7-2.3 REMOVAL ...................................................................................................................................................... 92
SECTION 8 - LANDSCAPING .......................................................................................................................................... 93
8-1 GENERAL ............................................................................................................................................................ 93
8-1.1 PURPOSE ........................................................................................................................................................ 93
8-1.2 OVERVIEW ..................................................................................................................................................... 93
8-1.3 PLANTING SEASONS ....................................................................................................................................... 93
8-1.4 PERMITS ......................................................................................................................................................... 93
8-2 DESIGN REQUIREMENTS .................................................................................................................................... 94
8-2.1 GENERAL ........................................................................................................................................................ 94
8-2.2 WATER ........................................................................................................................................................... 94
8-2.3 TOPSOIL ......................................................................................................................................................... 94
8-2.4 SEEDING ......................................................................................................................................................... 94
8-2.5 SODDING ....................................................................................................................................................... 94
8-2.6 PERMANENT EROSION CONTROL .................................................................................................................. 94
8-2.7 STRUCTURAL SOIL .......................................................................................................................................... 95
8-2.8 TREE GRATES.................................................................................................................................................. 95
8-3 MAINTENANCE AND WARRANTY ....................................................................................................................... 95
SECTION 9 – FIXTURES AND FINISHES .......................................................................................................................... 96
9-1 GENERAL ............................................................................................................................................................ 96
9-1.1 PURPOSE ........................................................................................................................................................ 96
9-2 DESIGN REQUIREMENTS .................................................................................................................................... 96
9-2.1 PURPOSE ........................................................................................................................................................ 96
9-2.2 GENERAL ITEM DESCRIPTIONS ....................................................................................................................... 96
9-2.3 STREET FEATURES .......................................................................................................................................... 98
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9-2.4 MISCELLANEOUS FEATURES ......................................................................................................................... 101
9-3 SUBMITTALS .................................................................................................................................................... 102
9-4 DOWNTOWN ................................................................................................................................................... 103
9-4.1 GENERAL DESCRIPTION ................................................................................................................................ 103
9-4.2 STREET FEATURE TYPES ............................................................................................................................... 103
9-4.3 PRIORITIES ................................................................................................................................................... 103
9-5 NEIGHBORHOOD CENTER ................................................................................................................................ 104
9-5.1 GENERAL DESCRIPTION ................................................................................................................................ 104
9-5.2 STREET FEATURE TYPES ............................................................................................................................... 104
9-5.3 PRIORITIES ................................................................................................................................................... 104
9-6 AUTO-ORIENTED .............................................................................................................................................. 105
9-6.1 GENERAL DESCRIPTION ................................................................................................................................ 105
9-6.2 STREET FEATURE TYPES ............................................................................................................................... 105
9-6.3 PRIORITIES ................................................................................................................................................... 105
9-7 INDUSTRIAL ..................................................................................................................................................... 106
9-7.1 GENERAL DESCRIPTION ................................................................................................................................ 106
9-7.2 STREET FEATURE TYPES ............................................................................................................................... 106
9-7.3 PRIORITIES ................................................................................................................................................... 106
9-8 RESIDENTIAL .................................................................................................................................................... 107
9-8.1 GENERAL DESCRIPTION ................................................................................................................................ 107
9-8.2 STREET FEATURE TYPES ............................................................................................................................... 107
9-8.3 PRIORITIES ................................................................................................................................................... 107
SECTION 1 – GENERAL MISCELLANEOUS
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SECTION 1 – GENERAL – MISCELLANEOUS
1-1 PURPOSE
These construction standards and prevailing specifications have been prepared to establish consistent
design elements and other requirements for developers, contractors, utilities, and other private parties as
well as for providing guidance for work within or affecting the City’s Right-of-Way.
This document encourages standardization for design elements and consistency to ensure public safety,
aesthetic appearance, proper drainage, and economical maintenance. The goal is to provide specific
guidance and standards for consultants, contractors, developers, private individuals, and other entities that
may require additional information, assistance, or direction through the administrative process for securing
necessary City approvals.
These standards and specifications do not and cannot provide for all situations and circumstances. They
are intended to establish clear requirements for design and construction of public works throughout the
City. These standards are not intended to minimize innovation or the creative skill of the design
professional, but rather provide minimum requirements for compliance.
1-2 STANDING REFERENCES
The following references and standards are referenced when pertinent, specifically cited, or when required
by ordinance or other jurisdictional authority.
1.Local Public Agency Project Development Process Guidance Document for Local Federal-Aid
Projects, Indiana Department of Transportation (INDOT), as amended.
2.INDOT Standard Specifications and Drawings, current edition.
3.A Policy on Geometric Design of Highways and Streets, American Association of State
Highway and Transportation Officials (AASHTO).
4.Resolution No. 69-2015 – A Resolution of the Board of Public Works of the City of South Bend,
Indiana Adopting a Complete Streets Policy, South Bend Complete Streets Policy, 2015.
5.Indiana Manual on Uniform Traffic Control Devices, "IMUTCD", as amended and approved by
INDOT, current edition.
6.Guide for the Development of Bicycle Facilities, adopted by AASHTO, current edition.
7.Highway Capacity Manual (Special Report 209) published by the Transportation Research
Board, National Research Council.
8.Roadside Design Guide published by AASHTO.
9.Urban Drainage Design Manual, U.S. Department of Transportation, HEC-22 circular, current
edition.
10.Recommended Standards for Wastewater Facilities, Wastewater Committee of the Great Lakes –
Upper Mississippi River.
SECTION 1 – GENERAL MISCELLANEOUS
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11.Recommended Standard for Water Works, Great Lakes Upper Mississippi River Board of State
Public Health and Environmental Managers.
12.HERPICC Storm Water Drainage Manual, 2008, Indiana Local Technical Assistance Program.
13.INDOT Indiana Design Manual, current edition.
14.City of South Bend Venues Parks and Arts, South Bend Tree and Lawn Regulations,
http://sbvpa.org/resources/forestry/
15.For drainage design criteria please reference Sheets D-1 and D-2 of the prior City of South Bend
Design and Construction Standards.
1-3 VARIANCE PROCESS
1-3.1 VARIANCES
The City of South Bend reserves the right to allow variances from these specifications for where
unique conditions exist that make implementation either excessive, expensive, or both. Variance
requests shall be made in writing and will require supporting documentation and/or justification as
requested by the City.
Submitted justifications shall include documentation specifying the criteria that will not be met,
existing roadway characteristic, alternatives considered, comparison of safety and/or operational
performance, other identified impacts, proposed mitigation measures, and compatibility with
adjacent conditions.
1-4 FINANCIAL GUARANTEES AND PERMITS
Parties performing work within the City Right-of-Way are required to provide permits and bonding per
Chapter 18, Article 7 of the South Bend Municipal Code. The requirements for obtaining the
appropriate and applicable permit(s) (i.e. right-of-way occupancy permit, excavation permit, etc.) are
located in the municipal code and discussed in the below sections.
A performance bond equal to 125% of the estimated construction cost, and a maintenance bond equal
to ten percent (10%) of the estimated construction cost is required for all city work. Subdivision
development and other work that will be later dedicated to the City shall require additional financial
guarantees or surety bonds to ensure completion. For these types of projects, it is recommended that
the developer meet with city staff for initiating, identifying, and establishing these financial guarantees.
All requirements as noted in these construction standards and specifications and Chapter 21, Article 14
of the South Bend Municipal Code shall be followed by the developer. Below is a list of permits, with
hyperlinks to the permit applications, that could be needed for a potential project. These applications
are also available from the Division of Engineering.
PERMIT TYPE
•Excavation
•Right-of-Way Occupancy
•Sidewalk/Construction
•Curb Cut Application
•Private Encroachments
•Special Trucking
SECTION 1 – GENERAL MISCELLANEOUS
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Consultants, and others performing work under a contract for the City directly, are required to secure
the above permits, yet are exempt from respective application fees.
1-5 LIQUIDATED DAMAGES
Work that is not completed by the established completion date can be subject to the assessment of
liquidated damages in accordance with INDOT Standard Specifications Section 108.09 – Failure to
Complete on Time. The liquidated damages assessed will be project specific and noted in the project’s
special provisions. If a guarantor chooses to not complete construction, the guarantor will be
responsible for damages incurred prior to completion.
1-6 QUALIFICATIONS
Any contractor performing work within the City of South Bend shall be licensed with the State of
Indiana and bonded with the City of South Bend Board of Public Works for the type of work being
performed. The City of South Bend reserves the right to request all relevant qualifications and
certifications from the contractor, their sub-contractors, and their employees.
1-7 R/W OCCUPANCY
Right-of-Way Occupancy and Barricade Permits are administered by the City Engineering Office in
accordance with Chapter 18, Article 7 of the South Bend Municipal Code. The application permit shall
contain an adequate description of the occupied portion of the City's Right-of-Way, including size, location,
purpose, and type of structure to be constructed within said Right-of-Way. Chapter 18, Article 7, Section
18-60 for additional information, required fees, and procedure for application. More information can be
located at the Right-of-Way Permit Office webpage.
1-7.1 RIGHT-OF-WAY OCCUPANCY
Permit applications are required not less than 48 hours prior to the anticipated occupancy of any portion
of the City's Right-of-Way or seven days in advance of an anticipated full closure to roadway traffic.
The applicant shall pay fees whenever temporary obstructions exceed typical obstruction allowances
that are inherent with construction activities as provided within the code. These fees are also further
described in Chapter 18, Article 7, Section 18.
1-7.2 TRAFFIC CONTROL
A permit application is also required prior to any use, restriction, or excavation within the City's Right-
of-Way. This shall also include traffic control which is required for any work that restricts, redirects,
or impedes vehicle or pedestrian travel in the Right-of-Way. Proposed restrictions shall have advance
construction signage in accordance with IMUTCD and shall be submitted with the permit application
for review. Extended Right-of-Way occupancy and traffic control may require a long-term occupancy,
which requires approval from the Board of Public Works.
1-7.3 PRIVATE ENCROACHMENTS
Private improvements - both permanent and temporary (e.g. brick mailboxes, building canopies,
signs/banners, awnings, planters, underground utilities, signs, etc.) in the public Right-of-Way are
subject to an encroachment permit. These types of improvements require a permit application and
approval by the Board of Public Works. These improvements have additional indemnification
requirements and when complete shall not impair the free flow of traffic within the Right-of-Way. The
SECTION 1 – GENERAL MISCELLANEOUS
4
application for Encroachment Revocable Permit is located on the City’s website at
https://southbendin.gov/board/public-works/.
1-7.4 FEE EXEMPTIONS
City funded or city utility funded public improvement projects shall not be subject to city permit fees,
yet the contractor must apply and receive approval for occupancy and other permits before working in
the City’s Right-of-Way. For City projects, the Contractor performing the work is required to post
bonds, surety, etc. and meet the City’s qualifications before performing the work.
1-7.5 CURB CUT APPLICATIONS
All new approach construction requiring a curb cut or modification of an existing approach shall
require a Curb Cut application which requires review and approval prior to the sidewalk/construction
permits being issued. The permits are required before commencing with the work in the City’s Right-
of-Way. All driveways and approaches shall be constructed in accordance with these standards –
including provisions or correction for the pedestrian access route – as further described and provided
in Section 2 - Streets, Walkways, and Paths.
Notwithstanding any other provisions, driveways and approaches are not allowed across non-access
easements, where prohibited by separate action, or where they are determined by the City Engineer to
create a hazard or impede the traveling public on the roadway due to location or other considerations.
The application can be found on the City’s Right-of-Way Permit Office webpage.
1-7.6 ADDITIONAL PERMITS AND FEES
Depending on the nature of the work proposed within the City's Right-of-Way, additional permits and
engineering review fees may be required. Additional information can be found on the City's website.
1-8 UTILITY WORK
Utilities located in the City’s Right-of-Way shall be installed in accordance with these standards and other
applicable ordinances. For general utility permitting, the Utility will be required to install the proposed
facility as close as practical to be consistent with the typical sections in Section 2 - Streets, Walkways, and
Paths.
1-8.1 MAINTENANCE OF TRAFFIC REQUIREMENTS
In the use of the City’s Right-of-Way, utilities will be given consideration in conjunction with the
traffic requirements of the adjacent roadway and nearby intersections. Both excavation and occupancy
require traffic control and permits through the City’s Permit Office. Maintenance of traffic for both
motor vehicles and pedestrians shall be provided when the proposed work interferes with either or
both.
1-8.2 PERMITS BEFORE COMMENCING WORK
All utilities – new placement, replacement, and extension – shall secure both state and local permit
approvals for the above grade or below grade Right-of-Way occupations. The utility, or its designated
agent, shall submit for and receive all necessary permits in accordance with Chapter 18 – Streets and
Sidewalks in the City’s Municipal Code and the requirements of this standard.
SECTION 1 – GENERAL MISCELLANEOUS
5
1-9 GENERAL SUBMISSION REQUIREMENTS
The Board of Public Works, through the City Engineer's Office, will approve full, complete, and accurate
plans and specifications for each project. Each project that is submitted for approval shall also have a
prepared opinion of probable construction costs and a copy of all design computations, all of which shall
be indexed, paged, and bound as may be appropriate or applicable.
1-10 PLAN / CALCULATION REQUIREMENTS
1-10.1 PLAN SUBMISSIONS
Any and all work proposed for streets, intersections, alleys, court, walkways, paths, or other public
place in the City - or other below grade utilities and other infrastructure which will be maintained
by the City of South Bend - must be approved by the City of South Bend Engineering Department.
The Engineering Department shall be provided ample time, typically ten (10) working days, for
review and approval of submitted plans.
1-10.1 (a) SUBMITTAL REQUIREMENTS
Improvements impacting the areas under the jurisdiction authority of the City, or affecting adjacent
Right-of-Way, shall submit the following for review to the Engineering Department:
1.Detailed plans and specifications submitted in both paper and digital format. The plans shall
include the typical section of the facilities, as well as the plan and profile further describing
work within the project limits. Supplemental details shall be included for all non -standard or
unique elements or to further describe the proposed work not already provided within the City
of South Bend Standard Drawings. The City would prefer that drawings be prepared such that
when printed on an 11 by 17 paper that the drawing would be a true half size to the noted
scale.
2.Design narratives shall be provided to describe the design intent and document decisions made
in the design process. Design calculation should be included to support these narratives and
the technical analysis for the project. Calculations may need to include engineering sketches to
aid reviewers. The calculations should be cumulative, so that the final submittal (if applicable)
will contain all the calculations for the project. If calculations are submitted in early stages,
these should be revised as necessary to reflect the final design. Calculations must refer to
standards cited, as may be appropriate for a specific portion of work. Additional City
requirements are further described in each respective section of these specifications.
3.Copy of all necessary permits from other jurisdictional agencies.
1-10.2 RECORD DRAWINGS
An updated set of record drawings shall be provided to the City Engineer within sixty (60) days of
completion of construction. These are required as provided within the City Supplemental
Specifications. Record drawings shall include deviations from the approved plans affecting
geometry, pavement or sidewalk section, invert and rim elevation(s), pipe size(s), structure type(s),
signing, traffic signals, and lighting.
All elevations shall use North American Vertical Datum 88 (NAVD88). If another vertical datum
is used, permission from the City Engineer will be required prior to submission.
SECTION 1 – GENERAL MISCELLANEOUS
6
All topography, planimetric information, infrastructure, and structures (e.g. manholes, catch basins,
inlets, and outfalls) shall also be located by Indiana State Plane: East Zone (NAD83) coordinates.
Appropriate equipment and methods of location shall be performed by trained personnel to assure
the acceptable relative positional accuracy specified in this standard is met. All coordinate values
shall be presented to the nearest hundredth with a relative positional accuracy of 0.25
feet. Coordinate information shall include ties to two known control monuments. Location of
manholes shall be at the center of the manhole; casting locations for catch basins shall be at the
flowline.
1-11 PRIVATE IMPROVEMENTS
This Section outlines the proper procedure for approval, construction, dedication, and acceptance of
storm sewers, sanitary sewers, roads, curbs, sidewalks, drainage, and other related improvements
constructed by Developers for dedication to the Civil City of South Bend as Public Right-of-Way.
The Developer shall meet with the City to discuss the project and to develop an agreement specifying
the Developer’s plan to address the items noted in this Section and other potential concerns from
the City. This meeting shall be conducted prior to final plan and specification development as well
as prior to the process described below.
1-11.1 PRIVATE IMPROVEMENTS IN UNDEDICATED AREAS
1-11.1 (a) INITIAL APPROVAL
1.The Developer must submit to the Board of Public Works , acting through the Department of
Engineering, all final plans and specifications related to the proposed Improvements.
2.All plans shall be prepared and sealed by a Professional Engineer registered in the State of
Indiana.
3.Accompanying these documents and request for approval, the Developer shall furnish to the
Board of Public Works, acting through the Department of Engineering, proof of p reliminary
plat approval as issued by the appropriate agency.
4.Construction activities shall not begin unless all plans, specifications, and related documents
are approved by the Board of Public Works, acting through the Department of Engineering.
Any work completed prior to approval by the Board of Public Works, acting through the
Department of Engineering, may be required to be removed and replaced at the Board's or its
authorized representative's discretion.
5.If the work is not accepted or replaced by the Developer, the surety held by the Board will be
used to have the improvements re-installed by a licensed and bonded contractor.
6.Surety shall be posted in perpetuity until the acceptance of the Completion Affidavit,
Maintenance Bond, and Waiver of Lien.
7.Surety may be reduced as improvements are accepted by the Board of Public Works.
Reductions in surety must be submitted to the Division of Engineering for review.
1-11.1 (b) CONSTRUCTION PHASE
1.Control of Work: All work shall be done in accordance with these Special Provisions and the
Prevailing Specifications.
2.Notification to Engineers: It shall be the responsibility of the Contractor to notify the Engineer
of their intent to commence working operations. Said notice shall be issued no less than two
SECTION 1 – GENERAL MISCELLANEOUS
7
(2) working days (Monday – Friday) prior to start. No work shall commence within this two
(2) day notification period.
1-11.1 (c) ACCEPTANCE OF IMPROVEMENTS
1.Upon completion of work
a.The Developer shall request a Final Inspection and acceptance by the Engineer
b.The Developer shall submit their request for acceptance of the improvements to the
City Engineer’s Office along with the following documents:
i.As-Built Plans: The as-built plans shall be in accordance with Section 2090
in the Prevailing and Supplemental Specifications.
ii.Waiver of Lien: On all workmanship and materials used in connection
with these improvements.
iii.Maintenance Bond, as per section 103.04 of the City’s Prevailing
and Supplemental Specifications.
iv.Completion Affidavit, as furnished by the Board of Public Works.
Items a and b.ii. above shall list the Developer as the 1st party to all documents.
Maintenance Bonds and Completion Affidavits will not be accepted from individual
contractors or service firms.
2.Uncompleted Work
a.A cost estimate for the balance of work will need to be approved by the Department
of Engineering. Surety will be posted for 125% of the approved cost estimate. The
Developer or Private Party shall contact the City and notify them within six (6)
months of the expiration of the Surety.
b.Should acceptance by the Board of Public Works be requested by the Private Party
or Developer prior to the completion of all improvements, a Modified Completion
Affidavit may be issued at the discretion of the Engineer. This will require posting
with the Board of Public Works one of the following items to insure completion of
the balance of all improvements:
i.Certified Letter of Credit
ii.Certified Check
iii.Performance Bond
iv.Any equally negotiable instrument equal to (i) or (ii),
v.All such instruments in the amount of 125% of the uncompleted
improvements.
vi.The instrument shall be issued in perpetuity and shall NOT have an expiration
date.
vii.It will be released upon final acceptance of the proposed improvements and
then a Completion Affidavit and Maintenance Bond will need to be submitted
to the Board of Public Works for Approval.
SECTION 2 – STREETS, WALKWAYS & PATHS
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SECTION 2 – STREETS, WALKWAYS, AND PATHS
2-1 GENERAL
2-1.1 PURPOSE
The purpose of this Section is to provide design guidance to developers and designers of projects
impacting the Right-of-Way of the City of South Bend. All work within the City’s Right-of-Way
shall comply with the following specifications. Work within the City’s Right-of-Way not addressed
by the following specifications shall comply with INDOT’s Standard Specifications and Design
Manual. Unless otherwise noted in these specifications, testing methods and criteria shall comply
with INDOT’s Standard Specifications.
2-2 DESIGN REQUIREMENTS
2-2.1 GENERAL
Design of streets, walkways, and paths shall comply with the City of South Bend Zoning Ordinance
Article 14 - Subdivisions (Subdivision Ordinance), the Board of Public Works “Complete Streets
Policy” (CSP), the current version of the Indiana Department of Transportation Design Manual
(IDM), American Association of State Highway and Transportation Officials Policy on Geometric
Design of Highways and Streets (Green Book), Federal Highway Administration’s 13 Controlling
Criteria, the United States Access Board Public Right-Of-Way Accessibility Guidelines
(PROWAG), and cited product manufacturer’s requirements.
Any public land development adjacent to City streets, or otherwise making improvements within
dedicated Right-of-Way upon disturbance or construction, shall be improved in accordance with
these standards. When alley access is used, the developer is responsible for improving the alley to
City standards consistent with street and public access provisions. Improvements shall extend the
width of the developed parcel to the property line.
A traffic impact study, subject to review and approval of the City Engineering Department, may be
required for development that will impact safety or operational efficiency of City streets. Cited
improvements to the impacted streets from the study shall be in accordance with the City
Engineering Department requirements.
All materials and work shall conform to these City Engineering Standards and Indiana
Administrative Code (IAC) Requirements.
2-2.1 (a) COMPLETE STREETS
Streets, walkways, and paths are an important part of what makes up South Bend’s neighborhoods. In
this light, “Complete Streets” has been adopted to ensure that where possible all elements are provided
as part of the city’s transportation facilities. These guidelines address the fundamental elements for
safe transportation design yet also require other elements as part of design. Careful consideration shall
be extended for the context and expected surrounding land use when reviewing requirements for walks,
bike lanes (dedicated or shared), on street parking, and other amenities for proposed transportation
facilities. For existing facilities that are being reconstructed or realigned, these additional features
shall be considered and included as required with the proposed design. Exceptions from these
SECTION 2 – STREETS, WALKWAYS & PATHS
9
requirements provided herein are further described in Section 1-3 Variance Process. These requests
require supporting information, justification(s), and rationale for approval by the City.
2-2.2 STREET CLASSIFICATION
Typically, street classification in the City of South Bend is based upon the context of the area served
by the street and the amount and type of vehicular traffic. As the purpose of the street t ransitions
from transit to commercial to residential, the classification and associated design criteria for the
street also changes. Table 2-2.2 (1) below should be used to classify City of South Bend Streets:
Table 2-2.2(1)
Classification AADT Lanes Speed (mph) Notes
Arterial >15,000 3 to 5 30-40 mph
25 mph*
Major Streets per Subdivision Ordinance
Design Vehicle: WB-65 (IDV)
Collector 3,000-15,000 2 to 3 30 mph Design Vehicle: Incidental WB-40
Residential <3,000 2 25-30 mph Minor Streets per Subdivision Ordinance
Design Vehicle: SU
Alley NA 1 15 mph Design Vehicle: SU
* Limited to Central Business District and Complete Streets Considerations.
Arterial and Collector roadway functional classifications are maintained by the Federal Highway
Administration through the Indiana Department of Transportation. In some instances, criteria will
not be entirely met for a given classification. In these cases, the City will make the classification
determination.
2-2.3 TYPICAL SECTION
The typical roadway section for any given classification plays an integral role in achieving the
desired functionality of a street. Vehicle speed, traffic volume, parking opportunities, and space
available for various amenities are all closely tied to the street typical section. Table 2-2.3(1) below
defines the desirable typical section for each street classification within the City:
Table 2-2.3(1)
Classification Right-of-Way Travel Lanes 2-way Left
Turn
Bike Lanes Parking
No. Width
Arterial 80 - 120 feet 4 11 feet Varies No No
Collector 60.00 feet 2 11 feet 1 – 11 feet* Optional ** Varies
Residential 50 - 60 feet 2 11 feet No Optional 2 – 8 feet
Alley 1 12 feet No No No
*Twelve (12) foot lane width should be considered where truck traffic warrants.
** Required on City designated bikeways and routes.
Per the City’s Complete Streets Policy, sidewalks should be included along all streets unless
specific exclusion is approved by the City Engineer. Sidewalks should desirably be located inside
the Right-of-Way to allow room for repair of the sidewalk. It is strongly recommended that utilities
be located underground outside the Right-of-Way in a separate easement. Underground utilities
located in the parkway or tree-lawn should be located as near to the curb as possible to allow space
for vegetation and ornamental light pole foundations near the sidewalk. Underground utilities
within alleyways shall have be located a minimum of 18.00 inches below ground. Above grade
SECTION 2 – STREETS, WALKWAYS & PATHS
10
utility facilities within alleyways or other public streets shall not conflict with service vehicle
traffic, turning movements, and other property access provisions.
2-2.4 DESIGN SPEED
The design speed of a roadway is the posted speed limit or the statutory required speed limit for
streets without a posted speed limit. Table 2-2.4(1) below defines desired design speeds for each
street classification within the City.
Table 2-2.4(1)
Classification Design Speed
Arterial 40 mph
Collector 30 mph
Residential 30 mph
Alley 15 mph
If a posted speed is present, then the posted speed is the design speed. Based upon context and use,
the City Engineer may determine and assign an alternate design speed as appropriate.
2-2.5 ROADSIDE SAFETY
In compliance with the CSP, both new construction and spot improvements should “include
facilities and amenities that are recognized as contributing to Complete Streets”, including lighting,
trees, and other fixtures which are generally considered obstructions in terms of roadside safety.
Streets within the City are generally curbed, have design speeds less than fifty (50) mph, and have
minimal Right-of-Way. AASHTO makes provisions for curbed facilities, recommending
obstructions be located as far from the traveled way as possible. At a minimum, roadside
obstructions shall be three (3.00) feet behind the face of curb at intersections and driveway
openings, and one and one-half (1.50) feet behind the face of curb elsewhere. Uncurbed facilities
should comply with the AASHTO Roadside Design Guide.
2-2.6 SIGHT DISTANCE
Stopping and intersection sight distance should be provided on all City streets in accordance with
the Subdivision Ordinance and the IDM. A sight easement may be required for any portion of the
sight triangle that falls outside of the Right-of-Way.
2-2.7 HORIZONTAL ALIGNMENT
Horizontal alignment for subdivisions is subject to the Subdivision Ordinance. Alignment and
horizontal curvature of other roadways shall typically comply with AASHTO’s design guidelines
for Low Speed Urban Streets. Superelevation is not desired within the City and an effort should be
made to design roadways that use a normal crown section. If a superelevated section is used, it
should typically have a maximum rate of four percent (4%). For locations with reverse curves, a
minimum tangent between curves of 100 feet for major streets and fifty (50) feet for minor streets
is required, per the Subdivision Ordinance.
SECTION 2 – STREETS, WALKWAYS & PATHS
11
2-2.8 VERTICAL ALIGNMENT
The maximum desirable grade on residential streets and alleys is eight percent (8%). On all other
streets, the maximum desirable grade is six percent (6%). The minimum desirable continuous grade
is 0.5%. Vertical curvature for sags and crests shall comply with AASHTO’s design guidelines,
Chapter 302 (44) of the IDM, and the Subdivision Ordinance. Vertical curve length shall desirably
be three times the design speed and rounded up to the nearest quarter station [twenty-five (25) feet].
Compound vertical curves are not desirable and should have a tangent section of not less than
twenty-five (25) feet between points of vertical curvature.
2-2.9 SIDEWALKS AND CURB RAMPS
Sidewalk is required to be installed per City Standards the width of the developed parcel, and extend
to the property line. If the site is located on a corner requiring a curb ramp, the developer is responsible
for installing curb ramps. This may include the replacement of existing sidewalk or curb ramps if not
PROWAG compliant. Curb may be required to be replaced if in poor condition.
Sidewalks should be considered for all projects within the Right-of-Way. When not integral to the
curb, the minimum sidewalk width is five (5) feet. When there is less than twelve (12) inches of
separation between the sidewalk and the curb face, the minimum sidewalk width is six (6) feet.
Sidewalks shall be designed to have a maximum design cross slope of one and one-half percent
(1.5%) and a maximum running grade of five percent (5%), unless running parallel to a steeper
roadway, in which case the walk profile would run parallel to the roadway grade. Vertical
discontinuities will be limited to 0.25 inches or less. All sidewalks shall have a broom finish unless
an alternate finish is approved by the City Engineer. Expansion joints shall be placed at a maximum
spacing of forty (40) feet. Expansion material is required at all cold joints. Transverse control joints
at least one-quarter (¼) of the concrete depth shall be placed at intervals approximately equal to
the width of the sidewalk. Repairs or replacement of sidewalk shall be made to the nearest joint
and the existing joint spacing shall be maintained.
Curb ramps are required on each side of each intersection where sidewalks are present on opposite
sides of the street, in order to provide an accessible route as defined by PROWAG. Cross slopes at
curb ramps shall be designed to not exceed one and one-half percent (1.5%). Ramp grades shall be
designed to not exceed seven and one-half percent (7.5%). Where turning movements are required
at the top or bottom of a curb ramp, a turning area with minimum dimensions of forty-eight (48)
inches by forty-eight (48) inches shall be provided, with a maximum slope within the turning area
of one and one-half percent (1.5%). Detectable warning elements are required at each curb ramp in
accordance with the City’s Standard Drawings. Orientation of the detectable warning element
should be perpendicular to the direction of pedestrian travel when located less than five (5) feet
from the back of curb. Transverse grooving beyond the detectable warning shall not be applied to
concrete curb ramps. Other design elements for the curb ramp design shall be in accordance with
the City’s Standard Drawings, INDOT Standard Drawings, and PROWAG.
Colored concrete for sidewalks, curbs, and curb ramps shall be in accordance with the requirements
of 2-5.3 PCCP, COLORED. Detectable warning elements shall be a suitable contrasting color
where colored concrete is applied.
SECTION 2 – STREETS, WALKWAYS & PATHS
12
2-2.10 INTERSECTIONS
Intersection geometry shall be designed to accommodate the design vehicle through all maneuvers.
Standard Drawings include some typical intersection geometries and treatments, though other
options may be used subject to the approval of the City Engineer. Streets should intersect at an
angle as close to ninety (90) degrees as possible, but desirably not at an angle less than eighty (80)
degrees.
Sight distance should be verified at all intersections impacted by an improvement in accordance
with Chapter 46 of the IDM, and obstructions removed in order to provide the required intersection
sight distance. See Section 2-2.6 Sight Distance for other provisions.
For new developments or modifications to existing sites, intersections should be spaced not closer
than 300 feet between the centerlines, except along Major or Arterial streets, where intersections
should be spaced not closer than 400 feet. The designer should also consider traffic movements of
the roadway and adjacent developments. New intersections should align with other existing
roadways as a best practice.
The grading of reconstructed signalized intersections should be tabled for both the major and minor
approaches in order to provide smooth travel paths in all directions. Tabling should be
accomplished by transitioning the cross slope of each travel lane from the typical slope to the tabled
slope without abrupt changes and not exceeding maximum transition longitudinal grades within
AASHTO. For two-way stop-controlled intersections, cross slope priority should be given to the
uncontrolled approaches. Drainage should be considered for areas where cross-slopes are modified.
2-2.11 APPROACHES
Residential approaches are not allowed within fifty (50) feet of an intersection, measured from the
intersection of the extended street gutter lines and the point where the nearest side the approach
intersects the street gutter line. Residential property lot approaches are limited to one (1) per street
and one (1) per alley. “U” driveways will be considered on a case by case basis.
Commercial approaches are not allowed within 100 feet of an intersection, measured between the
intersection of the extended street gutter lines and the point where the nearest side the approach
intersects the street gutter line. Commercial lots are limited to one (1) approach per street when the
access frontage is less than 150 feet. Commercial lots are limited to two (2) approaches per street
when the access frontage is greater than or equal to 150 feet, with forty (40) feet minimum distance
between the approaches. Alley access shall be for destination use and not for vehicle site circulation
or cut through routes. Parking adjacent to alleyways shall have defined approaches. Commercial
approaches should be aligned with opposite commercial approaches or intersections and turning
movements should be analyzed due to the proposed change in traffic.
Approaches shall not impact the cross slope of sidewalks or pathways so that it exceeds one and
one-half percent (1.5%). Ideally, sidewalks shall not change longitudinal grade through a driveway
or other approach. Where not possible, affected sidewalks shall be reconstructed to the next joi nt
required by a grade not exceeding five percent (5%). The maximum slope of an approach is eight
percent (8%), unless approved by the City Engineer, with grade transitions minimized and a
maximum algebraic grade difference of ten percent (10%). The desirable radius is twenty (20) feet
and the minimum is ten (10) feet in constrained locations or adjacent to on-street parking.
SECTION 2 – STREETS, WALKWAYS & PATHS
13
2-2.12 PRIVATE STREETS
Private streets should be developed in accordance with current Green Book and IMUTCD
standards, and will not be maintained by the City of South Bend. Intersections of private streets
with City streets are subject to the policies within this document and require approval by the City
Engineer prior to construction within the City Right-of-Way.
2-2.13 RIGHT TURN LANES
Right turn lanes shall be provided where traffic studies indicate they are warranted and/or where
directed by the City Engineer. Design shall comply with the relevant sections of the IDM, Green
Book, and IMUTCD.
2-2.14 CUL-DE-SACS
Cul-de-sacs are required at the termination of dead-end streets and shall comply with the
appropriate City Standard Drawing. The geometry should be designed to accommodate an SU
design vehicle.
2-2.15 SHARED USE PATHS / BICYCLE FACILITIES
Shared use paths and bicycle facilities shall comply with Chapter 307(51) of the IDM. Bicycle
racks, benches, lighting, and trail marking signs should be considered as appropriate and
coordinated with the Department of Community Investment. Architectural elements require
approval by the City Engineer.
2-3 SUBGRADE CONDITIONS AND TREATMENT
Subgrade Preparation shall comply with the requirements of Section 207 of the INDOT Standard
Specifications, except as follows:
The natural soil in place may qualify as SUBBASE when the following conditions are met:
a.Borings - A soil boring at intervals not to exceed 200 lf. (lineal feet) is taken within the limits
of construction. The boring shall extend three (3) feet below the natural ground.
b.Gradation - The soil sample shall be screened for compliance with one of the gradations
tabulated in INDOT section 903.04. For the determination of the material passing the Size No.
200 sieve, the sample shall be thoroughly washed and the amount of Loss through Decantation
shall be determined. The final gradation of the materials shall comply with the requirements as
set forth in INDOT section 903.04 (b).
c.Analysis - The analysis of the existing material shall be submitted to the Engineer with the
signature and seal of a registered professional engineer. The final determination for use of the
material as SUBBASE shall be made by the Engineer.
Subgrade treatment types are defined as follows and are further described in the INDOT Standard
Specifications:
Type I twenty-four (24) inches of soil compacted to density and moisture requirements.
Type IC twelve (12) inches of the subgrade excavated and replaced with coarse aggregate No.
53.
SECTION 2 – STREETS, WALKWAYS & PATHS
14
Type II six (6) inches of the subgrade excavated and replaced with coarse aggregate No. 53.
Type III six (6) inches of soil compacted to the density and moisture requirements.
Other subgrade treatment types may be acceptable if recommended in a geotechnical evaluation
and approved by the City Engineering Department.
2-4 ASPHALT PAVEMENTS
2-4.1 GENERAL
Asphalt Pavements shall comply with the requirements of Section 400 of the INDOT Standard
Specifications, with the following exceptions:
1.All references to Mixture Adjustment Factor (MAF) shall be deleted.
2.Delete all 401 sections except 401.04, 401.05, and 401.08.
3.PG binder used in surface mixtures Type A, B, and C shall be PG 70-22P.
4.PG binder used in surface mixture Type D shall be 76-22P.
5.Maximum binder replacement for all intermediate and base mixtures shall be twenty-five
percent (25%).
6.Only limestone will be allowed for use as the coarse aggregate.
No recycled asphalt pavement (RAP) or reclaimed asphalt shingles (RAS) will not be allowed in
the HMA surface mixture. The binder in the HMA surface mix shall be PG 70-22.
Tack coat is required between all HMA courses and shall comply with Section 406 of the INDOT
Standard Specifications.
2-4.2 HOT MIX ASPHALT PAVEMENT
2-4.2 (a) GENERAL
HMA pavement shall comply with Section 402 as defined in the City of South Bend Prevailing
Specifications. An INDOT-approved Design Mix Formula shall be used and provided to the City
for approval at least five (5) working days prior to any mix placed. Placement of asphalt will not
be allowed to proceed without an approved job mix formula (JMF) and the Division of Engineering
must be notified at two working days (Mon.-Fri.) prior to placing any asphalt. Asphalt placed
without notification will be subject to removal.
2-4.2 (b) TESTING AND INSPECTION
Daily productions of less than 300 tons/day require a Type D certification.
Daily HMA productions exceeding 300 tons/day require testing for bitumen content in accordance
with ITM 586 or ITM 571, and for aggregate gradation in accordance with AASHTO T 209.
Additional tests are required when daily production exceeds 800 tons and every 800 tons thereafter.
Acceptable tolerances from the JMF are per Table 2-4.2(1).
SECTION 2 – STREETS, WALKWAYS & PATHS
15
Table 2-4.2(1):
Component Acceptable Tolerance (%)
Bitumen Content +/- 0.7
Aggregate Gradation
Primary Control Sieve +/- 6.0
200mm Sieve +/- 1.0
Adjustment Points will be assessed for HMA components which exceed acceptable tolerances as
follows:
Bitumen content: 1% for each 0.1% out high
2% for each 0.1% out low
Aggregate Gradation:
Primary Control Sieve 1% for each 1% out
200mm Sieve 1% for each 0.1% out
Final quantities will be adjusted using the total of these adjustment points for each day’s production.
The accepted pay quantities for each mixture tested will be:
Less than 300 tons: tons produced
300 tons or more, less than 800 tons: (tons produced) x (100% – adjustment points)
Each additional 800 tons: (tons produced) x (100% – adjustment points)
Test results may be appealed by testing the remaining portion of the sample. The results will be
averaged with the original test results to determine acceptance and adjustment points. No further
appeals will be granted.
HMA may be placed below temperatures listed in INDOT section 402.12 only when approved in
writing by the City Engineer. All HMA failing to meet ninety-two percent (92%) of density
requirements shall be removed and replaced.
2-4.3 PAVEMENT SECTION
For pavement areas in locations with non-cohesive soils, the minimum HMA pavement section to
be used without a unique pavement design, by functional classification, is as shown in Standard
Drawing 2-11.
If cohesive soils are present, a geotechnical investigation is required, addressing both pavement
design and drainage. Geotechnical requirements are identified in Section 2-3 of this Specification.
The pavement sections shown in the above referenced standard drawing were developed based
upon the AASHTO 93 pavement design method and are based upon subgrade with a California
Bearing Ratio (CBR) of five (5). Differing soil conditions, as identified by a Geotechnical
Investigation, may result in a modified pavement design. All pavement designs are subject to
approval by the City Engineer.
SECTION 2 – STREETS, WALKWAYS & PATHS
16
2-5 CONCRETE PAVEMENTS
2-5.1 GENERAL
Concrete Pavements shall comply with the requirements of Section 500 of the INDOT Standard
Specifications.
Coarse Aggregate shall only be Class AP, Size No. 8 unless otherwise specified. Concrete
Pavement that deviates from this Coarse Aggregate requirement will not be accepted by the City
of South Bend.
The subbase material shall be adequately pre-moistened immediately before the pour to reduce the
amount of moisture drawn from the concrete.
Concrete mixing and transportation shall be completed via transit mixed methods. Discharge from
a truck agitator or a truck mixer shall be completed within ninety (90) minutes of mixing the water,
cement, and aggregates. Concrete shall be uniformly mixed when delivered to the job site. Batch
tickets for each load of concrete shall indicate the weight of cement and aggregates, volume of
water, and the type and amount of any approved admixtures. When concrete is delivered in transit
mixers, additional water shall not be added. Concrete shall be tested for slump before being
incorporated into the work. Concrete exceeding four (4) inches slump shall not be used for
pavement.
Transverse and longitudinal joints shall be as per the City’s Standard Drawings.
Contraction joints shall be neatly sawed at the required spacing as per the City’s Standard
Drawings.
2-5.2 PORTLAND CEMENT CONCRETE PAVEMENT (PCCP), PLAIN
PCC pavement shall comply with Section 502 of the INDOT Standard Specifications. A concrete
mix design including admixtures shall be provided to the City for approval at least five (5) working
days prior to any concrete placed. Placement of concrete will not be allowed to proceed without an
approved concrete mix design and the City must be notified at least two working days (Mon.-Fri.)
prior to placing any concrete. Concrete placed without notification will be subject removal.
Testing of concrete shall be performed by an approved, independent of the contract testing
company, and results shall be provided to the City within five (5) business days of completion of
the test(s).
2-5.3 PCCP, COLORED
PCCP, Colored may be used at accent locations within the City Right-of-Way and shall comply
with Section 502 of the INDOT Standard Specifications.
The coloring material shall be applied for full depth of PCCP, and approval of the color by the City
Engineer is required. Color samples and finish are subject to approval by the City in advance of
SECTION 2 – STREETS, WALKWAYS & PATHS
17
construction. Mainline pavement, aside from pavement patches, shall not be colored.
Coloring of concrete within portions of individual pours and within separate pou rs throughout a
project shall be uniform. Any colored concrete portions deemed by the City to not be uniform will
not be accepted.
2-5.4 PAVEMENT SECTION
For pavement in locations with non-cohesive soils, the minimum concrete pavement section to be
used without a unique pavement design, by functional classification, shall be as shown in Standard
Drawing 2-11.
If cohesive soils are present, a geotechnical investigation is required, addressing both pavement
drainage and design.
2-5.5 JOINTS
Concrete joints shall be placed as indicated in the Standard Drawings and in accordance with
Section 503 of the INDOT Standard Specifications, without the use of backer rod. Concrete bicycle
facilities will not have tolled joints and shall have saw cut joints only with expansion joints at forty
(40)foot intervals.
2-5.6 FINISH
All concrete pavement shall be tined in accordance with Section 504 of the INDOT Standard
Specifications, unless an alternate finish is approved by the City Engineer. Bicycle facilities shall
have a broom finish unless approved by the City Engineer.
2-6 INCIDENTAL CONSTRUCTION
2-6.1 UTILITY CUT PATCHING
Chapter 18, Article 2, Division 2 of the Municipal Code, City of South Bend, Indiana states:
Whereas: The Board of Public Works deems it necessary to establish a firm policy for the
backfilling of excavations and opening or excavations and replacement of pavement disturbed as
a result of making an opening or excavation on any street, these specifications are set forth and the
compliance therewith shall be a requirement of obtaining a permit for said opening or excavation
under chapter 18, Article 2, Excavations, as set forth in the South Bend Municipal Code.
It shall be the obligation of any person, firm, or corporation obtaining a permit for an opening or
excavation in the public Right-of-Way to backfill the excavation and replace the pavement.
All excavations that extend beyond the full pavement depth shall be backfilled with removable,
flowable backfill meeting the requirements of INDOT Section 213. Pavement shall be replaced
with a type of construction equal to or better than that which is removed, as approved in writing by
the City Engineer.
If it is not possible for pavement to be replaced within twenty-four (24) hours following backfilling
of cut due to weather conditions, a coarse aggregate base eight (8) inches thick and a cold asphaltic
SECTION 2 – STREETS, WALKWAYS & PATHS
18
surface of four (4) inches shall be applied and maintained as a temporary patch until permanent
repairs can be made. Such temporary patches shall be replaced with permanent repairs no later than
May 1 of the following year. The permit holder will be responsible for maintaining the temporary
patch until final surface restoration is made.
Cold weather concrete shall be used and blanketed when the temperature falls below fifty (50)
degrees.
2-6.1 (a) CONCRETE AND ASPHALT PAVEMENT PATCHING
Concrete or asphaltic pavement shall be replaced in kind with a thickness equal to that which
existed or eight (8) inches, whichever is greater. Concrete used in pavement replacement shall
consist of Type A concrete with six percent (6%) air entrainment. Slump shall not exceed four (4)
inches. Coarse Aggregate shall be Limestone ONLY. No natural or local gravel aggregate may be
used.
Joints in concrete replacement pavement shall match the existing joints in the pavement. Tining
shall be performed immediately after placement.
When concrete is used in replacement of asphaltic pavement, a blacking agent such as C 250 Super
Black (Color Pigment, Inc.) or approved equal, shall be used. A clear seal membrane shall be
utilized once the patch is finished (asphalt only).
White pigment will be the only accepted seal for any concrete work performed in an existing
concrete street.
2-6.1 (b) BRICK PAVEMENT PATCHING
When excavating brick pavement, the existing brick shall be carefully removed and stockpiled prior
to excavation. Salvaged brick shall be used for pavement replacement.
Existing brick pavement designated for removal shall be salvaged undamaged. Care shall be taken
to remove any bituminous material from brick pavers, including asphalt patches, asphalt overlay,
and bituminous tack coat when directed by city staff. Salvaged brick shall remain the property of
the City of South Bend and shall be stored off ground, covered, and on palettes for delivery to a
location designated by the City.
Where incorporated into the finished work and cross slope is not maintained due to a depression in
the pavers, pavers shall be carefully removed, base material added and compacted, and pavers re-
laid to a consistent cross slope in their original undamaged condition.
Brick pavement to be restored shall be cleaned using an acid solution of ten percent (10%) Muriatic
Acid and water to remove bituminous products and other foreign materials.
2-6.2 MAILBOXES
Mailbox posts shall not be installed within one and one-half (1.50) feet of the face of curb.
SECTION 2 – STREETS, WALKWAYS & PATHS
19
Monument or encased mailboxes not mounted on a pole or post may be permitted on residential
roadways with speed limits less than thirty (30) mph, provided that the property owner accepts
liability related to the mailbox, and the location of the mailbox does not conflict with the
intersection sight distance requirements. Mailbox permits may be revoked at the City’s discretion.
Mailboxes shall be entirely located behind the back of curb and are required to have the address
number displayed.
2-6.3 DRAINAGE OUTLETS THROUGH CURBS
Drainage outlets for the discharge of rainwater (e.g. yard and roof drains) through the curb face are
not permitted. Property owners are required to maintain stormwater runoff on-site. Any discharge
to the Right-of-Way requires approval by the Board of Public Works.
2-6.4 STAMPED CONCRETE
Stamped concrete may be used within the city Right-of-Way, at locations as approved by the City
Engineer. Concrete shall be in accordance with Section 604 of the INDOT Standard Specifications
and 2-5.3 PCCP, COLORED as applicable. Manufacturers’ recommendations shall be followed
unless otherwise directed by the Engineer. Test slabs will be required for areas of stamped concrete
greater than 100 square yards.
2-6.5 PERVIOUS CONCRETE
Pervious concrete may be allowed within the City Right-of-Way for use as base material for
decorative pavers, parking areas, sidewalks, and non-motorized shared use facilities. It will not be
allowed for use within the City Right-of-Way as street pavement, curbing, or curb ramps. Only
limestone may be used as the coarse aggregate. A concrete mix design in accordance with current
American Concrete Institute standards will be required for approval.
2-6.6 DECORATIVE PAVERS
Decorative pavers may be used for non-motorized facilities and are subject to the design
requirements of the application. The paver size, color, layout pattern, drainage characteristics, and
pavement section shall be submitted to the City for approval. Paver materials shall be consistently
colored throughout the section of each individual paver unit. Surface staining is not permitted.
Paver installation without approval may be subject to removal.
2-6.7 PERMEABLE PAVEMENT
Permeable pavement (Permeable Articulating Concrete Block/Mats) may be used within City Right-
of-Way for non-travel lane applications. A geotechnical report demonstrating soil infiltration that
meets the manufacturer’s recommendation is required for approval prior to use for the design and
approval of the permeable pavement section. Perforated drain tile may be required in areas with
marginal soils. A surface inlet is required at sag locations.
A thirty-six (36) month Maintenance Bond shall be provided to the City for permeable pavement
installations at the completion of construction. The Maintenance Bond shall be for an amount equal
to not less than 10% of all costs associated with the permeable pavement installation. A thirty-six
SECTION 2 – STREETS, WALKWAYS & PATHS
20
(36)month (minimum) maintenance program shall be provided to the City that includes visual
inspection reports with photos and a recommended cleaning schedule.
SECTION 3 – STORMWATER
21
SECTION 3 – STORMWATER
3-1 STORMWATER QUANTITY MANAGEMENT
3-1.1 STORMWATER STORAGE POLICY
This manual was created to assist engineers planning and designing non-residential
(re)development plans. This manual addresses the minimum stormwater quantity design
requirements. This manual does not address stormwater quality impacts. However, minimizing a
site’s impact to our community waters is strongly encouraged and shall be considered when
reviewed by City staff. When unexpected or complex site issues arise, the applicant/applicant’s
designer is responsible for identifying such conditions in advance and shall obtain approval of the
City Engineer for approach before continuing design.
It is recognized that most streams, drainage channels and storm sewer systems in the City of South
Bend do not have sufficient capacity to receive and convey stormwater runoff resulting from
continued urbanization. This manual is meant to reduce negative impacts of flooding on private
property, local infrastructure, and natural resources. Accordingly, the storage and controlled
release of excess stormwater runoff shall be required for all developments and redevelopments
where land disturbance is greater than 2,500 square feet.
3-1.2 CALCULATION OF REQUIRED STORAGE VOLUME: SIMPLE METHOD
Sites less than 5 acres releasing by infiltration and evaporation only, that do not have a concentrated
outfall and that are not located in a wellhead protection area are eligible to use the Simple Method
to calculate the amount of required storage volume. Facilities shall be adequately sized to store the
entire volume from a 25-year, 24-hour rainfall without any release. All impervious areas, excluding
Public right-of-way shall be directed to the storage facility. The storage volume required shall be
calculated using the Simple Method as calculated in Table 1. The Simple Method storage volume
calculations shall account for off-site runoff that flows through the site. Note that the Simple
Method of Required Storage Volume is a special case of the Modified Rational Method, where the
release from the storage facility is not considered. If an Engineer wishes to consider the release of
infiltrated runoff in the sizing of a storage facility, the Standard Method in Section 4 shall be used.
Table 1: Storage Volume Required
Land Use
(1)
Area
(square feet)
(2)
Runoff
Coefficient
C
(3)
Rainfall Depth
25-yr, 24-hr
(inches)
Storage Volume
Required
(1)x(2)x(3)/12
(cubic feet)
Impervious Surface 0.9 4.90
Pervious (Grass) 0.2 4.90
Total = cft
For sites greater than 5 acres or that have a concentrated outfall refer to Section 4 for Standard
Method design criteria.
3-1.3 CALCULATION OF DESIGN STORAGE VOLUME PROVIDED
Facilities shall be designed to store the volume required in Section 2. 6% of the calculated storage
volume shall be added to the total volume of the storage facility to account for siltation. Dry storage
facilities (detention basins, subgrade detention, etc.) shall be designed in such a manner that the
SECTION 3 – STORMWATER
22
storage facility is dry within 48 hours of a 100-year storm event. All wet storage facilities (retention
basins) shall be designed to resume the designed water elevation within 48 hours of a 100 -year
storm event. The storage volume provided by a storage facility is a function of the water elevation.
A stage (elevation) storage table should be calculated using the average area method. The following
is a formula for the average area method. The interval between intermediate elevations should not
exceed one foot.
V= storage volume
𝑉=∑∆𝐻(𝐴1+𝐴2)
2 ∆𝐻=Elevation2-Elevation1
A= surface area at a given elevation
The cumulative storage should be calculated by summing the storage volume at each elevation.
For wet storage facilities, only the volume provided above the ordinary water level is considered
in the storage volume calculations. A stage storage table showing all storage above the ordinary
water elevation should be shown and the total volume of that storage should be equal to or greater
than the calculated storage volume required.
3-1.4 CALCULATION OF REQUIRED STORAGE VOLUME: STANDARD METHOD
Due to uncertainties of future development patterns and the associated proposed stormwater
quantity and quality management systems within a watershed, it is the policy of the City of South
Bend to discourage release of runoff from a new development or redevelopment other than by
infiltration up to the 100-year storm event. However, the City Engineer may approve a controlled
release from a storage facility when the engineer can show that the downstream receiving system
has adequate capacity to accept the calculated discharge from the storage facility. At no time shall
an increased rate of discharge be directed to a combined sewer system or storm sewers that drain
to combined sewers.
3-1.4 (a) CONTROL RELEASE CALCULATIONS
1.) The same hydrologic method shall be used for runoff peak determination for both pre -
developed and post-developed condition calculations.
2.) Recommended hydrologic methods
i.The Rational Method is acceptable for calculating peak flows when the total tributary
drainage area is 5 acres or less and the tributary drainage area has no existing
depressional storage. Runoff coefficients for analysis are shown in Table 2 and are
adopted from the INDOT Design Manual.
Table 2: Runoff Coefficients for Rational Method
Land Use Runoff
Coefficient
“C”
Park, Lawn, Grassy Area 0.2
Residential Single Family 0.4
Apartment or Multi-Unit 0.7
Business, Commercial or Industrial 0.8
Pavement 0.9
SECTION 3 – STORMWATER
23
ii.Runoff Hydrographs and Flood Routing Analysis
a.) This method shall be required when any of the following apply:
•If the total tributary drainage area is greater than 5 acres
•If there is existing depressional storage
•If offsite flows are detained in storage facilities
•If proposed flows travel through multiple storage facilities
b.) The USDA Natural Resource Conservation Service (NRCS) method (also known
as the SCS method) shall be used for calculating runoff and generating
hydrographs. Refer to the USDA NRCS National Engineering Handbook (NEH-4)
publication for additional information.
•The use of proprietary software is discouraged.
•Allowable open source software recommended for use include: TR-20, HEC-
HMS and EPA-SWMM.
3.) Rainfall Depths shown in Table 3 shall be utilized to determine total rainfall depths for South
Bend. These values are derived from NOAA Atlas 14, published by the U.S. Department of
Commerce, National Oceanic and Atmospheric Administration, and National Weather Service.
Table 3: South Bend 24-Hour Rainfall Depth
Frequency Rainfall
(years) (inches)
2 2.81
10 4.09
25 4.90
100 6.27
4.) The rainfall distribution used for the Design Storm should be the median first quartile 24-hour
rainfall distribution published in the latest publication of NOAA Atlas 14. The Rainfall
Distribution shown in Table 4 shall be utilized in the hydrologic analysis to Design Storm
characteristics and the calculation of release rates from the Design Storm.
SECTION 3 – STORMWATER
24
Table 4: NOAA Atlas 14 First Quartile, Median 24-hr Rainfall Distribution
Cumulative
Time
(%)
Cumulative
Precipitation
(%)
0% 0%
5% 12%
10% 27%
15% 40%
20% 51%
25% 61%
30% 68%
35% 73%
40% 78%
45% 82%
50% 85%
55% 88%
60% 91%
65% 93%
70% 95%
75% 97%
80% 98%
85% 99%
90% 99.5%
95% 99.8%
100% 100%
5.) Allowable Concentrated Release Rate
i.Calculations shall be performed for a 24-hour duration storm for existing and proposed
conditions to determine discharge rates produced and storage required.
ii.The maximum allowable release rate for storage facilities shall not exceed the
downstream channel capacity or 10-year predeveloped rate. Note that releases from
the storage facility due to infiltration are not considered as part of the release rate
requirement because they are not part of the concentrated discharge release at the
outlet.
iii.Discharge control structures shall be multi-stage and capable of limiting 2, 10, and
100-year storms to the minimum requirements outlined in the previous section.
SECTION 3 – STORMWATER
25
iv.It is preferred that runoff from upstream tributary areas (off-site land areas) be
bypassed around the storage facility of a site. If this is not feasible, the off-site runoff
can be routed through the storage facility but would be subject to the storage release
rate requirements as if it were part of the development in question.
a.) If the inlet invert is below expected storage facility water elevations, the
contributing storm network’s hydraulic grade line shall be reevaluated to ensure
there are no negative impacts.
v.Infiltration Routing (dry storage facilities only)
a.) If the Engineer wishes to consider the release of runoff through the infiltration
process in a dry storage facility, the infiltration rate shall be as recommended in a
geotechnical report, certified by a Professional Engineer based upon site specific
soil borings. The number of soil borings shall be adequate to represent the storage
facility infiltration characteristics. The soil boring(s) shall be positioned at the
proposed storage facility location and in-situ soils shall be used with the proposed
storage facility.
b.) The infiltration discharge shall be the area of inundation along the side slopes of
the storage facility for a given elevation. The storage facility bottom shall be
excluded from infiltration release calculations.
c.) If there is both a proposed concentrated flow outlet (ex. Discharge pipe) and
infiltration considered in the elevation-release rate calculations, the total release
from the storage facility at a given elevation would be the summation of the
infiltration release rate and the concentrated outlet (pipe) release rate. While the
routing should consider the total release in order to size the storage facility, the
calculations shall clearly provide a tabulation of infiltration release and
concentrated pipe release rates for each elevation considered in the routing analysis
to ensure that the allowable concentrated release rates have not been exceeded at
any outlet.
3-1.4 (b) ALTERNATIVES TO REQUIRED STORAGE
1.) For a project site that does not lend itself well for stormwater storage or to the entire
calculated required storage volume, the engineer shall propose alternative methods to control
the release rate and avoid downstream impacts. Any alternative methods shall require the
approval of the City Engineer.
2.) When the City Engineer approves an alternative method, a fee computed for each acre-foot or
part thereof of stormwater storage volume as required but not provided shall be paid as
established and allowed by City Ordinance.
SECTION 3 – STORMWATER
26
3-1.5 FLOOD ROUTING AND EMERGENCY SPILLWAY
1.) Stormwater basins shall have a secondary outfall (emergency spillway) that is designed to pass
the peak 100-year inflow.
2.) The spillway must direct the emergency overflows away from buildings and other structures.
3.) Overflow paths throughout the development resulting from the peak 100-year storm event,
shall be determined, clearly shown on the plans and contained in permanent drainage
easements.
4.) Emergency spillways must be resistant to vertical movement; concrete grade beams, if present,
must extend below frost line.
3-1.6 FREEBOARD AND FLOOD PROTECTION GRADE
1.) Stormwater storage facilities shall have a minimum of 1-foot freeboard. Freeboard is the
vertical difference between the storage facility’s top and the water surface resulting from the
peak 100-year passing over the emergency spillway.
i.All berms and levees shall not be considered a regulated dam as specified in Indiana
Department of Natural Resources’ (IDNR) Indiana Dam Safety Inspection Manual.
2.) All buildings adjacent to a stormwater storage facility or in the overflow path shall have a
Minimum Flood Protection Grade established. The elevation shall be 2 feet above the water
surface elevation of the peak 100-year inflow passing over the emergency spillway (1 foot
above the freeboard elevation).
SECTION 3 – STORMWATER
27
3.) Minimum Flood Protection Grade applies to the lowest opening of a building that surface water
could enter a basement window, walkout basement doorway or structure’s finished floor,
whichever is lower.
4.) The plans shall list the proposed Base Flood Elevation on each lot.
3-1.7 FLOODPLAIN AND FLOODWAY
The Flood Control Act (IC 14-28-1) regulates various development activities (i.e. structures,
obstructions, deposits, and/or excavations) within the 100-year floodway of any waterway by
requiring IDNR approval prior to the beginning of the project. Permits issued under the Flood
Control Act are called Construction in a Floodway (CIF) permits. IDNR evaluates projects to
protect the floodway from undue restrictions and environmental impacts. A CIF permit could be
required for any waterway with an upstream drainage area equal to or greater than one (1.0) square
mile.
1.) It must be determined whether the development site is affected by the Flood Control Act by
evaluating if it is near a waterway with a watershed area in excess of one square mile. The
DHS FEMA flood plain maps do not include all flood plains regulated by the IDNR. The City
has developed a GIS layer to use as a guide in determining whether a waterway is regulated by
the IDNR due to contributing drainage areas. For sites that may be in a waterway regulated by
the IDNR, the engineer shall provide the appropriate survey information and calculations to
the DNR and obtain concurrence for the calculated the 100-year flood elevation.
2.) For sites along waterways with a contributing drainage area greater than one square mile, the
developer of such site shall provide the City with a copy of the CIF permit from the DNR
prior to final approval, or a letter from the DNR indicating that the site does not appear to
require such approval.
SECTION 3 – STORMWATER
28
3-1.8 STORAGE FACILITY REQUIREMENTS
1.) Detention Basins Design
i.Minimum longitudinal and transverse bottom slopes of 1.0% unless underdrains are
provided
ii.Vegetated side slopes of the basin shall not exceed 4 foot horizontal to 1 foot vertical
(4:1)
iii.Storage depth shall not exceed 4 feet without approval
2.) Retention Basins Design
i.A maintenance ledge at least 6 foot in width placed 1 foot vertically above the normal
pool elevation
ii.A safety ledge of at least 6 foot in width placed 1.5 feet vertically below the normal
pool elevation
iii.Side slopes below the safety ledge shall not exceed two foot horizontal to 1 foot vertical
(2:1)
iv.Vegetated side slopes above the maintenance ledge shall not exceed 4:1
v.The average permanent pool elevation of the basin shall be at least 4 feet in depth with
at least 25% of the basin being 8 feet in depth
vi.Fencing or a barrier is recommended around the perimeter
3.) Outlet control structures shall be designed to operate as simply as possible without manual
operation and shall require little or no maintenance and/or attention for proper operation.
4.) The storage facility owner shall be responsible for storage facility access and maintenance,
including the removal of accumulated sediment and debris. The owner shall maintain records
of storage facility maintenance operations and provide them to the City upon request. The City
may perform periodic inspection of storage facilities and require sediment removal and
associated storage facility maintenance at the owner’s expense.
5.) A geotechnical investigation should be performed to determine the anticipated soil conditions
at the site. If infiltration release is considered in the calculation the geotechnical investigation
should provide recommended infiltration rates. At a minimum, soil maps from USGS should
be provided, along with the anticipated soil infiltration rates to be encountered. If soils within
Soil Groups C or D are indicated, infiltration may not be a viable option.
6.) A storage facility located adjacent to a roadway should be provided with an adequate
recoverable slope or clear zone offset from the AASHTO Roadside Design Guide to minimize
SECTION 3 – STORMWATER
29
the accidental entry of an errant vehicle. (INDOT Hydraulic and Drainage Design 203-
5.03(07)).
3-1.9 ADDITIONAL CONSIDERATIONS
1.) All impervious area of the site, excluding Public right-of-way, shall drain through a storage
facility.
2.) If the site is within a wellhead protection area, infiltration may not be used unless specifically
allowed by the City Engineer.
3.) All compartmentalized chambers of underground storage facilities shall have inspection ports
with a minimum clear opening of 24-inch diameter and shall be sized to accommodate physical
removal of grease, debris, solids and pollutants that may enter the storage facility .
4.) For storage within gravel beds, only the open void space shall be included in the available
storage calculation. Use of uniform grade stone with a maximum porosity of 35% shall be used
in calculations. Dense graded aggregate shall not be considered for storage.
5.) For sites not located within wellhead protection areas, paved parking lots may be designed to
provide temporary storage of storm waters that exceed the peak 100-year storm event. Outlets
will be designed so as to empty the stored waters slowly. Depths of storage shall be limited to
a maximum depth of 4 inches. Ponding should, in general, be confined to those areas of the
parking lots furthest from the area served.
6.) Refer to Section 17-4 of the Ordinance for information about the City’s Long Term Control
Plan, including drain and downspout disconnect requirements.
3-2 STORMWATER QUALITY
Section under development.
3-3 STORMWATER TECHNICAL
3-3.1 DESIGN REQUIREMENTS
Design of the Stormwater System shall comply with the current version of the City of South Bend
Ordinance, Issuance of Permits, Construction and Permit Requirements, and product
manufacturer’s requirements.
3-3.2 MATERIALS
3-3.2 (a) PIPES AND FITTINGS – GRAVITY FLOW
Pipe and fitting materials shall conform to the requirements of INDOT Standard Specifications Section
715. Other pipe and fittings not specified herein may be used only when specifically authorized by the
City.
SECTION 3 – STORMWATER
30
3-3.2 (a) (i) PVC PIPE AND FITTINGS (FIFTEEN (15) INCHES AND SMALLER)
PVC (Polyvinyl Chloride) storm sewer pipe, laterals, and fittings shall be SDR 35 conforming to
ASTM D-3034. All joints shall be gasketed conforming to ASTM D-3212.
3-3.2 (a) (ii) PVC PIPE AND FITTINGS (EIGHTEEN (18) INCHES THROUGH FORTY-EIGHT (48)
INCHES)
PVC storm sewer pipe conforming to ASTM F-679; PVC closed profile storm sewer pipe shall
have a pipe stiffness of forty-six (46) psi conforming to ASTM F-1803 by “Lamson-Vylon”;
SaniTite HP, forty-six (46) psi pipe stiffness per ASTM F-2764 by “ADS” or equal.
3-3.2 (a) (iii) RCP PIPE
RCP storm sewer pipe conforming to ASTM C-76; Joints conforming to ASTM C443.
3-3.2 (a) (iv) CONNECTION TO EXISTING PIPE
Connections to existing sewer pipe shall be made with “Fernco” shielded couplings, Series 1000
or approved equal.
3-3.2 (b) STRUCTURES
3-3.2 (b) (i) PRE-CAST
Manholes, inlets, and catch basins shall conform to ASTM C-478 for round structures and ASTM
C-913 for rectangular/square structures.
3-3.2 (b) (ii) CAST-IN-PLACE
1.) Reinforcing Steel: Reinforcing steel shall comply with INDOT Standard Specifications Section
703. All reinforcing steel shall be Grade 60 (Fy=60,000 psi).
2.) Concrete: Structural concrete shall comply with INDOT Standard Specifications Section 702.
All concrete shall have a twenty-eight (28) day compressive strength of 4,000 psi and air
content shall be six percent (6%) with a tolerance of plus or minus one percent (+/- 1%).
3-3.2 (b) (iii) JOINT SEALANT
Manhole section joints shall be sealed as noted in Standard Drawings.
3-3.2 (b) (iv) FLEXIBLE CONNECTIONS
All pipe connections to manholes shall be made with integral resilient fittings complying with
ASTM C-923.
SECTION 3 – STORMWATER
31
3-3.2 (b) (v) FLOW CHANNEL AND BENCHING
Manhole flow channel and benching shall be of Class A concrete, refer to Standard Drawings.
3-3.2 (b) (vi) ADJUSTING RINGS
Adjusting rings shall be pre-cast concrete, refer to Standard Drawing 3-5.
3-3.2 (b) (vii) CASTING (FRAME AND COVER)
Manhole castings shall be heavy duty (H-20 rated) cast iron, refer to Standard Drawing 3-5.
3-3.2 (b) (viii) CURED IN PLACE PIPING (CIPP)
See Specification Section 4-2.5 for CIPP requirements.
3-3.2 (c) BEDDING MATERIALS
The pipe bedding materials shall be as shown on Standard Drawing 3-10.
3-3.2 (d) MISCELLANEOUS
3-3.2 (d) (i) CONCRETE SADDLE
The concrete saddle shall be as shown on Standard Drawing 3-4.
3-3.2 (d) (ii) PERFORATED PIPE
Perforated pipe shall be as shown on Standard Drawing 3-8.
3-3.2 (d) (iii) DRYWELLS
Drywells shall be as shown on Standard Drawing 3-9. A geotechnical investigation must be performed
to prove that the soil can allow the proper infiltration rate.
3-3.2 (d) (iv) FLOWABLE FILL (REMOVABLE)
Removable flowable fill mix design shall comply with INDOT Standard Specifications Section 213.
3-3.2 (d) (v) MISCELLANEOUS CONCRETE
Where called for, concrete shall be Class A conforming to INDOT Standard Specifications Section
702.
SECTION 3 – STORMWATER
32
3-3.2 (d) (vi) END SECTION
End Sections shall conform to INDOT Standard Specifications Sections 715.02, 908.06 for metal pipe
end sections, and 905.06 for precast concrete end sections.
3-3.2 (d) (vii) SLOTTED DRAIN
Slotted drains shall only be installed upon the prior approval of the City Engineer and shall be designed
and constructed in accordance with Indiana Design Manual Section 203-4.04(10) and INDOT
Standard Specifications Section 908.14, respectively.
3-3.2 (d) (viii) HEAD WALL
Headwalls shall be designed in accordance with Indiana Design Manual Section 203-2.06(1).
3-3.3 CONSTRUCTION METHODS
3-3.3 (a) GENERAL
Schedule for all work shall be provided and coordinated with the City Engineer.
All sewer system component installations are subject to inspection by the Project Representative
and civil authorities having jurisdiction.
3-3.3 (b) SHUT DOWN OF EXISTING PIPES
3-3.3 (b) (i) GENERAL
Provide for the flow of stormwater around the manhole and section, or sections, of pipe designated
for storm pipe installation or replacement, storm manhole installation or replacement, CIPP
rehabilitation, manhole structural rehabilitation, and manhole non-structural lining. The bypass
shall be made by plugging the line at an existing upstream manhole and pumping the flow into a
downstream manhole. The pump and bypass lines where applied shall be of adequate capacity and
size to handle the flow and submitted by a Professional Engineer registered in the State of Indiana.
If the bypass flow is being discharged to a different existing sewer network, the design engineer
shall also provide information showing that the sewer network has sufficient capacity for the
additional flow. Bypass to a different sewer network must be approved by the City Engineer.
3-3.3 (c) EXCAVATION
3-3.3 (c) (i) GENERAL
Excavation shall comply with INDOT Standard Specifications Section 203.
SECTION 3 – STORMWATER
33
3-3.3 (c) (ii) REMOVAL OF SURFACE IMPROVEMENTS:
Removal of surface improvements shall be made with neat saw cut lines. Debris shall be properly
disposed of by the Contractor. Removal of surface improvements shall comply with INDOT
Standard Specifications Section 202.
3-3.3 (c) (iii) REMOVAL AND ABANDONMENT OF EXISTING CONDUITS AND STRUCTURES:
Prior to removing or abandoning existing conduits or structures, verify with the utility that they are
inactive. Conduits or structures removed shall be properly disposed of by the Contractor. Salvage
any useable components to its proper owner. When existing conduits are removed the remaining
conduit ends shall be cut smooth and plugged water tight. If a conduit or structure is abandoned in
place, it shall be filled with non-removable flowable fill. Tops of structures abandoned in place
shall be removed below the subgrade elevation.
3-3.3 (c) (iv) MINIMUM AND MAXIMUM PIPE ZONE TRENCH WIDTH
The minimum pipe trench zone shall be as shown in Standard Drawing 3-10. The maximum trench
width shall be such that adjacent structures, landscaping, utilities, or workers safety are not
compromised.
3-3.3 (c) (v) MAXIMUM LENGTH OF OPEN TRENCH
The maximum length of open trench while work activities are occurring shall be sixty (60) feet. At
the end of each work day or when work activities are not progressing, trench excavation shall be
backfilled to the subgrade elevation. The work site shall be protected with orange plastic/vinyl
construction fencing, barricades, or temporary fencing.
3-3.3 (d) DEWATERING
Water shall not be discharged into the City’s sewer system without an approved discharge permit,
in adherence to the City’s Stormwater Ordinance.
Water shall be kept out of the trench until pipe joining or structure installation is completed. When
work is not in progress, open pipe ends, fittings, and valves shall be securely closed so that no
trench water, earth, or other substance will enter the pipes or fittings.
Dewatering shall be performed such that dry working conditions are maintained for all the
excavated trenches and excavations for structures.
The Dewatering System shall be installed in a manner so it does not interfere with traffic
maintenance.
Diesel dewatering equipment, including generators, may be used. Any diesel equipment utilized
must be sound attenuated. The equipment noise level shall comply with Article 7 – Noise Control,
of the City of South Bend Code of Ordinances. A spill containment system (minimum size equal
to the fuel tank volume) shall be provided and placed.
SECTION 3 – STORMWATER
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A sediment filter shall be attached to the end of the dewatering discharge pipe. The sediment filter
shall be monitored and changed as necessary. The discharge points for the dewatering system shall
be approved by the City Engineer prior to commencing construction.
3-3.3 (e) STORM SEWER SYSTEM INSTALLATION
3-3.3 (e) (i) INSPECTION FOR DEFECTS
Before installation, the pipe shall be inspected for defects. Material found to be defective before or
after laying shall be replaced with sound material.
3-3.3 (e) (ii) CARE OF PIPE
Handle pipe and accessories so as to ensure delivery to the trench in sound, undamaged condition.
Particular care shall be taken not to damage the pipe coating or lining. If the coating or lining of
any pipe or fitting is damaged, it shall be repaired immediately.
No other pipe or material of any kind shall be placed inside a pipe or fitting after the coating has
been applied. Pipe shall be carried into position and not dragged. Use of pinch bars and tongs for
aligning or tuning pipe will be permitted only on the bare ends of the pipe.
The interior of pipe and accessories shall be thoroughly cleaned of foreign matter before being
lowered into the trench and shall be kept clean during laying operations by plugging or other
approved method.
3-3.3 (e) (iii) PIPE JOINTS
Prior to making pipe joints, clean and dry all surfaces of pipe joints and jointing material. Use
lubricants, primers, adhesives, and similar materials as recommended by the manufacturers. Place,
fit, joint, and adjust the jointing materials or factory fabricated joints as recommended by the
manufacturer to obtain the degree of water tightness required. As soon as possible after the joint is
made, place sufficient backfill material along each side of the pipe to resist forces that might tend
to move the pipe off line and grade.
3-3.3 (e) (iv) PIPE LAYING
1.) Pipe and accessories shall be carefully lowered into the trench by means of derrick, ropes,
belts, slings, or other authorized equipment. Under no circumstance shall any sewer-line
materials be dropped or dumped into the trench. Care shall be taken to avoid abrasion of
the pipe coating.
2.) Except where necessary in making connections with other lines or as authorized by the Engineer,
pipe shall be laid with the bells facing in the direction of laying.
SECTION 3 – STORMWATER
35
3.) The full length of each section of pipe shall rest solidly upon the pipe bed, with recesses
excavated to accommodate bells, couplings, and joints. Pipe shall be firmly set on a good
foundation and care shall be taken that pipe does not rest on stones, rock, or any unyielding
material. Pipe that has the grade or joint disturbed after laying shall be taken up and re-laid.
Pipe shall not be laid in water or when trench conditions are unsuitable for the work.
4.) Installation of the storm sewer shall be in accordance with the pipe manufacturer’s
recommendations.
5.) Install RCP to conform to ASTM C-1433.
6.) Installation of PVC storm pipe shall conform to ASTM D-2321.
7.) Installation of ductile iron pipe shall conform to AWWA C600.
3-3.3 (e) (v) PIPE CUTTING
Cutting of pipe shall be done in a neat and workmanlike manner without damage to the pipe. Unless
otherwise recommended by the manufacturer and authorized by the Engineer, cutting shall be done
with an approved type of mechanical cutter. A wheel cutter shall be used when practicable. Squeeze
type mechanical cutters shall not be used for ductile iron.
3-3.3 (f) STORM SEPARATION OF WATER MAIN
3-3.3 (f) (i) PARALLEL INSTALLATION
Normal Conditions: Storm sewers shall be constructed at least ten (10) feet horizontally from any
existing or proposed water main. The distance shall be measured edge-to-edge.
Unusual Conditions: When local conditions prevent the prescribed horizontal separation, then
maximum horizontal separation shall be provided with vertical separation of bottom of water line
at least eighteen (18) inches above top of sewer. Where this vertical separation cannot be obtained,
the sewer shall be constructed of water main-grade pipe and fittings, conforming to AWWA C600
for ductile iron pipe or AWWA C900 or C905 for plastic pipe installations. Storm structures shall
have epoxy coating exterior treatment with watertight pipe connections.
3-3.3 (f) (ii) CROSSING
Normal Conditions: A storm sewer crossing any existing or proposed water main shall be laid to
provide a minimum vertical separation of at least eighteen (18) inches between the outside of the
water line and the outside of the sewer whenever possible.
Unusual Conditions: When existing conditions prevent the prescribed vertical separation, conform
to the following:
1.) Storm sewer passing over or under water mains shall be constructed of ductile iron pipe
(Thickness Class 50) with mechanical joints or PVC pipe (SDR 26 or SDR 21) as described in
parallel installation, unusual conditions.
SECTION 3 – STORMWATER
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3-3.3 (g) PIPE BEDDING
From the bottom of the excavation to a point one (1) foot above the top of the pipe, bedding material
shall be placed as follows:
Granular material shall be hand placed/shovel sliced in loosely measured four (4) inch layers
to the spring-line of the pipe. Each layer shall be thoroughly tamped under and around the
pipe, and when sufficient layers have been placed in this manner to cover the pipe, the tamping
shall proceed across the width of the trench. Hand, pneumatic, or mechanical tampers may
be used. The bedding material shall be moist, but not wet, and it shall not include any stones
larger than two (2) inches in any dimension.
Bedding material and compaction shall conform to the requirements shown in Standard
Drawing 3-10.
3-3.3 (h) TRENCH BACKFILL
Backfill shall be of select native material or B-Borrow free of debris, organic material, and large
stones. Removable flowable fill shall be used for trenches within five (5) feet of pavement and
walks.
Backfill placement and compaction shall conform to the requirements shown in Standard Drawing
3-10.
3-3.3 (i) TRENCH RESURFACING
3-3.3 (i) (i) TEMPORARY SURFACE RESTORATION
Once the storm sewer trench has been backfilled, temporary resurfacing shall commence.
Temporary resurfacing shall include:
1.) Compacted aggregate No. 73, compacted aggregate No. 53, limestone conforming to INDOT
Standard Specifications 300. Crushed concrete and natural gravel are also acceptable.
2.) HMA base conforming to INDOT Standard Specifications Section 402.
3.) CMA base conforming to INDOT Standard Specifications Section 403.
4.) Temporary resurfacing treatment shall have a thickness equal to the adjacent surface treatment.
Temporary resurfacing treatment shall be installed flush with the adjacent surface treatment.
5.) The surface restoration shall be capped with CMA or HMA meeting the above noted
specifications until the permanent surface is applied. The temporary patch shall be maintained
by the Contractor until the permanent surface is applied.
SECTION 3 – STORMWATER
37
3-3.3 (i) (ii) PERMANENT RESURFACING
Once the storm sewer system has been tested and accepted, temporary resurfacing shall be
removed, and permanent resurfacing shall be installed per the respective City Standards and
Specifications.
3-3.3 (j) SEWER SYSTEM STRUCTURE INSTALLATIONS
3-3.3 (j) (i) PRE-CAST
1.) Pre-cast structure shall be placed on a six (6) inch foundation of compacted B-Borrow as shown
in the Standard Drawings, unless directed otherwise.
2.) Installation of structure shall be plumb.
3.) Pipe connections shall be water tight.
4.) Maximum pipe lengths without access structures shall be as follows:
12 inches –18 inches......................... 300 feet
24 inches –36 inches......................... 400 feet
42 inches and larger .......................... 500 feet
3-3.3 (j) (ii) CAST-IN-PLACE
1.) Cast-in-place structure shall be placed on a six (6) inch foundation of compacted B-Borrow.
2.) Reinforcing bars (steel bars, bending, placing, and finishing) shall be installed in conformance
with INDOT Standard Specifications Section 703.
3.) Concrete work (forming, ties, concrete mix, placement, curing, and testing) shall be installed
in conformance with INDOT Standard Specifications Section 702.
4.) Pipe connections shall be water tight.
3-3.4 TESTING
3-3.4 (a) TRENCH COMPACTION
3-3.4 (a) (i) TESTING REQUIREMENTS
1.) Maximum density shall be determined by AASHTO T-99 (Standard Method) as modified by
INDOT Standard Specifications Section 203.24 of the State Specifications using Method A for
soil and Method C for granular material.
2.) The minimum soil compaction requirements for trench backfill material and pavement
subgrade shall be as shown in Standard Drawing 3-10.
3.) A minimum of one (1) Compaction Test will be required on the backfill for each sewer pipe
and force main pipe transverse run that is under the pavement or concrete curb. A minimum of
three (3) Compaction Tests will be required on the backfill for sewer pipe or force main pipe
run. A pipe run is the length between structures or values.
4.) Location of the Compaction Tests will be selected by the City Engineer’s representative.
SECTION 3 – STORMWATER
38
3-3.4 (b) SEWER SYSTEM QUALITY ASSURANCE
3-3.4 (b) (i) TESTING REQUIREMENTS
1.) Examine each piece of pipe before installing. Remove all defective material from the site.
Ductile iron pipe is to be rung with a light hammer to detect cracks.
2.) A City Engineering representative must witness all tests. The City Engineer requires three (3)
working days prior notice before any test. The sewer pipes must be ready for testing at the time
specified. During the inspection process, if any material needs to be replaced, the test must be
performed again to include the new material.
3.) Record drawings must be on file at the City Engineer office at least three (3) working days
prior to the sewer test. These drawings must include all sewer and structures. Proper
documentation shall be provided on official letterhead including a detailed list of materials,
sizes, and total lengths installed. The City Engineer’s office is located at 227 W. Jefferson
Boulevard, Suite 1300 N and the phone number is (574) 235-9251.
3-3.4 (b) (ii) MANDREL DEFLECTION TEST
1.) A five percent (5%) Mandrel Deflection Test shall be performed on all PVC and HDPE gravity
storm sewer pipe.
2.) These pipes shall be mandrelled with a ridge device sized to pass five percent (5%) or less
deflection (or deformation) of the base inside diameter of the pipe. The mandrel test shall be
conducted no earlier than thirty (30) calendar days after reaching final trench backfill grade.
Each pipe material/type required to be mandrel tested shall be tested with a mandrel approved
by the pipe manufacturer and meeting the requirements of this section. The test shall not be
performed with the aid of a mechanical pulling device.
3.) The mandrel shall be pulled by hand through all sewer lines in a manner acceptable to the City
and any section of sewer not passing the mandrel shall be uncovered, replaced, or repaired to
the City’s satisfaction and retested.
4.) Proving rings shall be provided to check the mandrel. Drawings of mandrels with complete
dimensions shall be furnished to the City upon request for each diameter and specification of
pipe.
3-3.4 (b) (iii) SEWER TELEVISING
1.) Before final acceptance, the gravity storm sewer system shall be televised.
2.) Provide television equipment capable of properly documenting the conditions as found within
the pipe in a digital video format (DVD). Lighting for the camera shall illuminate the entire
periphery of the sewer. The camera shall be radial view type capable of viewing 360 degrees
within the pipe and shall provide an unobstructed view of the full pipe.
SECTION 3 – STORMWATER
39
3.) The video inspection shall begin with a clear identification of the televising location, upstream
and downstream manhole designation, and pipe diameter. The DVDs shall provide an accurate
length measurement of the entire segment and of the distance to each lateral connection.
4.) Televising DVDs shall be submitted to the City Engineer’ representative for review and
approval. The DVDs shall be clearly and properly labeled. Inspection for individual sewer
segments (manhole to manhole) shall be bookmarked.
3-3.4 (c) TEST REPORTING
1.) Test reports shall be prepared on official company letterhead and shall include relevant
information and documentation for each type of test conducted. The test report is not official
unless it is signed by a City Engineer representative.
2.) Any main line valves and equipment will be operated and witnessed by a South Bend City
Engineer representative. Any installed material that is not functioning properly will result in a
failed test. The accuracy of the Record Drawings will be checked at this time.
3.) All visible leaks shall be repaired and retested. All pipe, fittings, and other materials found to
be defective under test pressure shall be removed and replaced.
4.) Deviation from the above test procedures shall not be permitted.
SECTION 4 – SANITARY
40
SECTION 4 – SANITARY
4-1 GENERAL
4-1.1 DESIGN REQUIREMENTS
Design of the Sanitary System shall comply with the current version of 327 IAC Article 3
Wastewater Treatment Facilities, Issuance of Permits, Construction and Permit Requirements and
Recommended Standards for Wastewater Facilities, Great Lakes – Upper Mississippi River Board
of State and Provincial Public Health and Environmental Managers (10 States Standards), and
product manufacturer’s requirements. When extending public facilities such as sanitary sewer, the
facilities shall extend the width of the developed parcel to the property line.
Private lift stations or force mains will not be allowed unless approved by the City Engineer. There
shall be no private lift stations, private force mains, or private gravity sewers outside of the City Limits
connected to the City’s sewer system.
Private sanitary sewer mains will not be allowed unless approved by the City Engineer. A sanitary
sewer main is defined as any sewer with more than one lateral connection. For new developments, the
sanitary sewer main shall extend the width of the developed parcel to the property line.
4-2 MATERIALS
4-2.1 PIPES AND FITTINGS – GRAVITY FLOW
4-2.1 (a) PVC PIPE AND FITTINGS (FIFTEEN (15) INCHES AND SMALLER)
PVC (Polyvinyl Chloride) sanitary sewer pipe, laterals, and fittings shall be SDR 35 conforming to
ASTM D-3034. SDR 35 shall be utilized for cover depths less than twelve (12) feet. SDR 26 or
SDR 21 shall be used for cover depths of twelve (12) feet or greater or where additional protection
is required for the pipe. All joints shall be gasketed conforming to ASTM D-3212.
4-2.1 (b) PVC PIPE AND FITTINGS (EIGHTEEN (18) INCHES THROUGH FORTY-EIGHT (48)
INCHES)
PVC sanitary sewer pipe conforming to ASTM F-679; PVC closed profile sanitary sewer pipe shall
have a pipe stiffness of forty-six (46) psi conforming to ASTM F-1803 by “Lamson-Vylon”;
SaniTite HP, forty-six (46) psi pipe stiffness per ASTM F-2764 by “ADS” or equal.
4-2.1 (c) VCP PIPE AND FITTINGS
VCP (Vitrified Clay Pipe) sanitary sewer pipe and fittings shall conform to ASTM C-700. The
VCP shall be at a minimum of “Extra Strength.” Joints shall be of the compression type conforming
to ASTM C-425.For pipe sizes greater than 12-inches in diameter shall be VCP, “High Strength.”
The maximum cover for VCP shall be less than twelve (12) feet. Use of VCP at a depth greater
than twelve (12) feet shall require approval from the City Engineer.
SECTION 4 – SANITARY
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4-2.1 (d) CONNECTION TO EXISTING PIPE
Connections to existing sewer pipe shall be made with “Fernco” shielded couplings, Series 1000
or equal for connections less than or equal to twenty-four (24) inches. Connections greater than
twenty-four (24) inches a special detail shall be provided.
4-2.2 PIPES AND FITTINGS – PRESSURE FLOW
4-2.2 (a) PVC PIPE AND FITTINGS (TWELVE (12) INCHES AND SMALLER)
PVC pipe shall conform to ASTM D-2241 for pressure rated pipe. The material shall conform to
ASTM D-1784. The joints shall conform to ASTM D-3139. The gaskets shall conform to ASTM
F-477. The minimum SDR rating shall be 21 (200 psi).
4-2.2 (b) PVC C900 AND C905 (UP TO FORTY-EIGHT (48) INCHES)
PVC pipe shall conform to AWWA C900 (for pipe size up to twelve (12) inches diameter) and
AWWA C905 (for pipe sizes larger than twelve (12) inches diameter). The material shall conform
to ASTM D-1784. The joints shall conform to ASTM D-3139. The gaskets shall conform to ASTM
F-477. The minimum SDR rating shall be 18 (235. psi). The pipe color shall be green.
4-2.2 (c) HDPE PIPE AND FITTINGS
1.) HDPE Pipe: Materials used for the manufacture of HDPE (High Density Polyethylene Pipe)
pipe and fittings shall be PE3408 high density polyethylene for sanitary sewer pipe meeting
cell classification PE345464C per ASTM D 3350; and shall be listed in the name of the pipe
and fitting Manufacturer in Plastics Pipe Institute (PPI) TR-4, Recommended Hydrostatic
Strengths and Design Stresses for Thermoplastic Pipe and Fittings Compounds, with a standard
grade HDB rating of 1600 psi at seventy-three (73) degrees Fahrenheit. The Manufacturer
shall certify the materials used to manufacture pipe and fittings meets these requirements.
Permanent identification of the pipe shall be provided by co-extruding color stripes into the
pipe outside surface. The striping material shall be the same material as the pipe material except
for color. Stripes printed on the pipe outside surface shall not be accepted. Pipe shall have three
equally spaced pairs of longitudinal green stripes.
Polyethylene pipe shall be manufactured in accordance with ASTM F 714-97, Polyethylene
(PE) Plastic Pipe (SDR-PR) Based on Outside Diameter, and shall be so marked. Each
production lot of pipe shall be tested for (from material or pipe) melt index, density, percent
(%) carbon, (from pipe) dimensions, and ring tensile strength. The HDPE pipe shall have an
equivalent ductile iron pipe sizing. The minimum dimension ratio shall be DR 11.
2.) Heat Fusion Joining: Joints between plain end pipes and fittings shall be made by butt fusion
(ASTM D3261-03) using only procedures recommended by the pipe and fitting manufacturer.
External and internal beads shall not be removed. Socket fusion shall not be used. Electrofusion
joints will be allowed in areas which are difficult to access.
SECTION 4 – SANITARY
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3.) Fittings: Ductile iron fittings are preferred. HDPE fittings, as required, shall conform to the
same manufacture and material requirements as listed for the HDPE pipe. The electrofusion
fittings and couplings shall meet the requirements of ASTM D3350-02 and ASTM F1055 and
be of the same resin type as the pipe.
4.) HDPE Mechanical Joint Adaptors with Kits: HDPE Mechanical Joint Adaptors with Kits shall
be used to connect the HDPE pipe to D.I. fittings. Instead of mechanical joint adapters, the
combination of a mechanical joint restrainer and pipe stiffener may be used. Stainless steel pipe
stiffeners shall be used for insertion into the HDPE pipe for support at each mechanical joint.
The stiffeners shall be constructed of 304 stainless steel and be twelve (12) inches wide with a
diameter sized appropriately for the respective pipe.
4-2.2 (d) DUCTILE IRON PIPE AND FITTINGS
Eighteen (18) foot lengths of ductile iron pipe shall conform to the requirements of the American
National Standards Institute (ANSI) 21.51, or American Water Works Association (AWWA) C151,
Thickness Class 50 push-on joint pipe. The ductile iron pipe and fittings shall have a hot coal tar
coating in accordance with American Standards Institute for Coal-Tar Dip Coating for Cast Iron
Pipe and Fittings. Rubber gasket joints shall conform to the requirements of ANSI A21.11 or
AWWA C111. Ductile Iron Pipe that is exposed or located in structures shall have flanged joints
per AWWA C115.
Ductile iron fittings shall conform to AWWA C111/ANSI A21.11 and AWWA C110/ANSI
A21.10 for full body fittings or AWWA C153/ANSI A21.53-94 for compact fittings. All fittings
shall be mechanical joint. All fittings shall be manufactured in the United States. Ductile Iron
fittings that are exposed or located in structures shall have flanged joints per AWWA C115.
Ductile iron pipe and fittings used in the sanitary sewer system shall be lined with forty (40) mil of
a ceramic epoxy liner “Protecto 401” or equal.
4-2.2 (e) POLYETHYLENE ENCASEMENT OF DUCTILE IRON PIPE AND FITTINGS
The ductile iron pressure sewer pipe, valves, and associated fittings shall be encased (wrapped) in
polyethylene in accordance with AWWA C105/ANSI A21.5. The polyethylene wrap shall be V-
Bio enhanced. It shall consist of three layers of co-extruded linear low-density polyethylene
(LLDPE), fused into a single thickness of not less than eight (8) mils. The inside surface of the
polyethylene wrap, to be in contact with the pipe exterior, shall be infused with a blend of anti-
microbial biocide to mitigate microbiologically influenced corrosion and a volatile corrosion
inhibitor to control galvanic corrosion.
The wrap shall be overlapped one (1) foot in each direction at joints and secured in place around
the pipe. Wrap at tap locations shall be taped tightly prior to tapping. Contractor shall make all
necessary repairs to the wrap following tapping operations.
SECTION 4 – SANITARY
43
4-2.2 (f) JOINT RESTRAINT
Retainer Glands shall be wedge action with set screws. The length of restraint shall be determined
by the Design Engineer.
Concrete Thrust Blocks: Concrete thrust blocks shall only be used if designed and certified by a
Professional Engineer registered in the State of Indiana.
4-2.3 VALVES
4-2.3 (a) KNIFE GATE VALVE
Knife gates shall have a cast iron body conforming to ANSI Class 150 with 304 or 316 stainless
steel wetted parts. The valve shall be of full port design. The resilient seat shall be EPDM suitable
for use with wastewater. The actuator type shall be based on the valve’s application.
4-2.3 (b) PLUG VALVE
Plug valves shall conform to AWWA C517 with full port opening. Valve bodies shall be cast iron
conforming to ASTM A-126 Grade B. The plug shall be cast iron with a resilient coating. Joints
shall be flanged (non-buried service) or mechanical joint (buried service). The valve shall have a
two (2) inch nut operator and valve box for buried service and a hand wheel operator for non-buried
service.
4-2.3 (c) CHECK VALVE
Check valve shall comply with AWWA C508. Valve body and cover shall comply with ASTM A-
536 Grade 65-45-12 ductile iron. The disc shall be precision molded Buna N. The swing check
valve shall have an outside lever and weight. Joints shall be flanged. Check valve shall be of the
non-slam type. The check valve shall provide full flow pipe equivalent area when fully open.
4-2.3 (d) AIR RELEASE VALVE
Air release valves or other air release devices shall be installed at every intermediate apex point
where air may accumulate in the force main. Air release valves shall be by “APCO”, “Val-Matic”,
or equal. Air release valves shall be installed inside a structure, refer to Standard Drawing 4-15.
4-2.3 (e) VALVE BOX
Valve boxes shall be cast iron. Valve box assemblies shall include bottom section, top section, and
lid. Lid shall have the word “SEWER” cast into it. Valve boxes shall have a five (5) foot burial
depth.
4-2.4 STRUCTURES
4-2.4 (a) PRE-CAST
Manholes shall conform to ASTM C-478 for round structures and ASTM C-913
for rectangular/square structures. See also Section 3-3.3 for additional information.
SECTION 4 – SANITARY
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4-2.4 (b) CAST-IN-PLACE
1.) Reinforcing Steel: Reinforcing steel shall comply with INDOT Standard Specifications Section
703. All reinforcing steel shall be Grade 60 (Fy=60,000 psi).
2.) Concrete: Structural concrete shall comply with INDOT Standard Specifications Section 702.
All concrete shall have a twenty-eight (28) day compressive strength of 4,000 psi and air
content shall be six percent (6%) with a tolerance of plus or minus one percent (+/- 1%).
4-2.4 (c) JOINT SEALANT
Manhole section joints shall be sealed as noted in Standard Drawings.
4-2.4 (d) FLEXIBLE CONNECTONS
All pipe connections to manholes shall be made with integral resilient fittings complying with
ASTM C-923.
4-2.4 (e) FLOW CHANNEL AND BENCHING
Manhole flow channel and benching shall be of Class A concrete, refer to Standard Drawings.
4-2.4 (f) ADJUSTING RINGS
Adjusting rings shall be pre-cast concrete, refer to Standard Drawing 4-6.
4-2.4 (g) CASTING (FRAME AND COVER)
Manhole castings shall be heavy duty (H-20 rated) cast iron, refer to Standard Drawing 4-6.
4-2.5 BEDDING MATERIALS
The pipe bedding materials shall be as shown on Standard Drawing 4-11.
4-2.6 CURED IN PLACE PIPING (CIPP)
4-2.6 (a) CURED IN PLACE PIPING (CIPP)
1.) The CIPP (Cured In-Place Pipe) lining products shall conform to ASTM D-5813 and ASTM
F-1216 or ASTM F-1743. The CIPP liner manufacturer shall be ISO certified.
2.) The cured liner shall meet the following minimum strength requirements:
ASTM Polyester Filled
Property Test Method System Polyester System
Flexural Strength D790 4,500 psi 4,500 psi
Flexural Modulus (initial) D790 300,000 psi 400,000 psi
Flexural Modulus (50 year) D790 150,000 psi 200,000 psi
SECTION 4 – SANITARY
45
3.) Structural Requirements: Each CIPP shall be designed to withstand continuous internal and/or
external loads as dictated by the site and pipe conditions for a minimum fifty (50) year service
life. Design of the liner shall take into account the condition of the existing pipe and shall
assume no bonding to the original pipe wall. Video inspection reports and videos, when
available, can be reviewdat the office of the Engineer. Forty-eight (48) hour notice shall be
given to the Engineer, prior to video inspection review. The design thickness of the CIPP shall
be arrived at using standard engineering methodology as found in ASTM F1216, Appendix
X1, Fully Deteriorated Gravity Pipe Condition. A minimum groundwater depth of five (5) feet
above the invert shall be used in the design of the CIPP. The long-term modulus shall not
exceed fifty percent (50%) of the short-term value for the resin system and shall be verifiable
through testing. A safety factor of at least two (2) shall be used. The design calculations,
signed and sealed by a Professional Engineer Registered in the State of Indiana, shall be
submitted to the City Engineer prior to fabrication of the tube.
The layers of the finished CIPP shall be uniformly bonded. It shall not be possible to separate
any two (2) layers with a probe or point of a knife blade so that the layers separate cleanly or
such that the knife blade moves freely between the layers. If separation of the layers occurs
during testing of the field samples, new samples will be cut from the work. Any reoccurrence
of failure may be cause for rejection of the work.
4.) Liner Tube: The tube shall consist of materials meeting the requirements of ASTM F1216 or
ASTM F1743 and shall be capable of carrying resin, withstanding installation pressures, and
curing temperatures. The tube should be compatible with the resin system. The material should
be able to stretch to fit irregular pipe sections and negotiate bends. Projected changes in
groundwater level, temperature, and other loading factors shall cause no significant changes in
the service characteristics or service life of the CIPP.
The liner shall be fabricated from materials which when cured, will be chemically resistant to
reagents in domestic, commercial, and industrial sewage as specified in ASTM F1216, ASTM
F1743, and ASTM D543.
The tube should be fabricated under controlled conditions to a size that, when installed, will
tightly fit the internal circumference and the length of the original conduit. Allowances should
be made for the longitudinal and circumferential stretching that occurs during placement of the
tube. Maximum stretching allowances shall be as defined in ASTM F1216 or ASTM F1743.
The Contractor shall verify the lengths in the field before cutting the liner to length.
The tube shall be uniform in thickness and when subjected to the installation pressures shall
meet or exceed the designed wall thickness.
Any plastic film applied to the tube on what will become the interior wall of the finished CIPP
shall be compatible with the resin system used, translucent enough that the resin is clearly
visible, and shall be firmly bonded to the felt material.
At the time of manufacture, each lot of liner shall be inspected and certified to be free of defects.
The tube shall be marked for distance at regular intervals along its entire length, not to exceed
five (5) feet. Such markings shall also include the Manufacturer’s name or identifying symbol.
SECTION 4 – SANITARY
46
5.) Resin Components: The resin system shall be a corrosion resistant polyester, vinyl ester, or
epoxy and catalyst system that when properly cured within the tube composite meets the
requirements of ASTM F1216 and ASTM F1743, the physical properties herein, and those
which are to be utilized in the Design of the CIPP for this project. The resin shall produce
CIPP which will comply with the structural and chemical resistance requirements of this
specification. The resin used shall not contain non-strength enhancing fillers.
6.) Bypass Requirements: See Section 4-3.4 for requirements.
7.) The Contractor shall ensure that resin curing water release over an extended period shall not
cause dry weather overflows.
4-2.7 STRUCTURE LINING
4-2.7 (a) GENERAL
1.) Materials are to be kept dry, protected from weather, and stored under cover.
2.) Materials are not to be stored below fifty (50) degrees Fahrenheit. Care should be taken to not
store near open flame, heat, or strong oxidants.
3.) Materials are to be handled according to their Safety Data Sheets (SDS).
4-2.7 (b) SUBMITTALS FOR STRUCTURAL (SEWER AND STRUCTURES) LINING PROJECTS
Submit the following items to the City Engineer:
1.) Pre and Post lining video inspections.
2.) Technical data sheet on each product used, including ASTM test results indicating the product
conforms to, and is suitable for, its intended use per these specifications.
3.) Third party testing verifying the short-term Modulus of Elasticity used on this project,
minimum of 735,000 psi.
4.) Third party verifying Flexural Strength used on this project, minimum 14,000 psi for structural
rehabilitation.
5.) Third party testing verifying long term Flexural Modulus of Elasticity, minimum of 529,000
psi. This third-party testing will verify the long-term reduction factor (Creep Analysis) of a
minimum of seventy percent (70%). This long-term reduction factor verification shall be
conducted utilizing ASTM D2990-01 via a third party, independent certified laboratory.
6.) Bypass plan including pump sizing calculations.
7.) Traffic Maintenance and Control Plan
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8.) Safety Data Sheets (SDS) for each product used.
9.) Applicator Qualifications:
i.Manufacturer certification that Applicator has been trained and approved in the handling,
mixing, and application of the products to be used.
ii. Certification that the equipment to be used for applying the products has been
manufactured or approved by the protective coating manufacturer and applicator personnel
have been trained and certified for proper use of the equipment.
iii.Proof of any necessary federal, state, or local permits or licenses necessary for the project.
4-2.7 (c) PRODUCTS
1.) A Spray Applied Monolithic Liner System (Polyurethane) shall be used to provide structural
integrity, infiltration control, and corrosion protection of existing structures and proposed
structures from the manhole invert including flow line, through the barrel sections, up to and
including the cone.
A flexible polyamine epoxy shall be used for the spacer ring.
The finished structures shall be corrosion resistant to: Hydrogen Sulfide, twenty percent (20%)
Sulfuric Acid, seventeen percent (17%) Nitric Acid, five percent (5%) Sodium Hydroxide, as
well as other common ingredients of the sanitary sewage environment.
2.) Repair Materials: Repair materials shall be used to fill voids, structurally reinforce and/or
rebuild surfaces, etc. as determined necessary by the City Engineer and protective coating
applicator. Repair materials must be compatible with the specified polyurethane coating and
shall be applied in accordance with the manufacturer’s recommendations.
The following products may be accepted and approved as compatible repair basecoat materials
for approved top coating for use within the specifications:
i.Sprayroq SR6100 a 100% solid, solvent-free epoxy grout, or equal, specifically formulated
for approved top coating compatibility. The grout manufacturer shall provide instructions
for trowel or spray application and for approved top coating procedures.
ii.Factory blended, rapid setting, high early strength, non-shrink repair mortar that can be
troweled or pneumatically spray applied may be approved if specifically formulated to be
suitable for approved top coating. Such repair mortars should not be used unless their
manufacturer provides information as to its suitability for top coating with the approved
top coating. Project specific submittals should be provided including application, cure time,
and surface preparation procedures which permit optimum bond strength with the approved
coating.
iii.Grouting Mix: A polyurethane grout shall be used for stopping very active infiltration,
filling voids, and shall be mixed /applied according to manufacturer’s recommendations.
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iv.Approved Manufacturers/Products:
Deneef Hydroactive Cut
Sealguard
Approved Equal
3.) Protective Coating Material: The resin based material shall be used to form the sprayed
structurally enhanced monolithic liner covering interior surfaces of the structure, from the
inverts including flow line of manholes through the barrel sections, up to and including the
cone. The finished liner shall be SprayWall® as manufactured by Sprayroq, Inc. or approved
equal and conform to the minimum physical requirements listed below. The physical
requirements must be verified by an independent, certified, third party testing laboratory within
the last five (5) years and must be submitted with the bid package. Any bid package not
including the verifiable, independent third-party testing shall be ruled non-responsive and will
be rejected.
Compressive strength ASTM D 695 > 18,000 psi
Tensile strength ASTM D 638 > 7,450 psi
Flexural strength ASTM D 790 > 14,000 psi
Bond Substrate Failure
Flexural modulus (initial) ASTM D 790 > 735,000 psi
Long Term Flexural Modulus ASTM D2990 >529,000 psi
Density 87 ± pcf
Tensile Modulus ASTM 638 >425,000 psi
Chemical Resistance: Severe Municipal Sewer
Service Successful Pass: SSPWC 211-2
When the wall of the resin-based liner is to be structurally designed to withstand the hydraulic
load generated by the groundwater table the long term [fifty (50) year] value of the flexural
modulus of elasticity will be utilized to calculate the thickness of the structural liner. A
minimum groundwater depth of five (5) feet above the invert shall be used in the design of the
liner. The minimum value for coating thickness for both concrete and brick structural
rehabilitation shall be 250 mils. The initial flexural modulus of elasticity (short term) of the
submitted resin material will be utilized with the long-term deformation percentage as
determined by ASTM D2990 in the design equation outlined in ASTM 1216-07b, Appendix
X1. The value of the long term flexural modulus of the proposed product will be certified by
an independent, certified, third party testing lab, independent of the Manufacturer, and
submitted with the bid package. [The definition of long term value will be identified as initial
flexural modulus of elasticity less the reduction in value caused by Creep over a fifty (50) year
minimum period and verified by third party DMA testing (ASTM D2990).] All design
submittals will include this certified third-party DMA testing (ASTM D2990) value in their
respective design calculations for each structure being rehabilitated.
A flexible polyamine epoxy shall be used for the spacer rings. The finished liner on this portion
of the manhole shall be Parsonpoxy FP or approved equal.
Other Materials: Because of the advantages associated with rapid cure and infinite thickness
capabilities, no resin based materials other than polyurethane shall be used to achieve the
structural enhancement without prior approval of the City Engineer.
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New manholes, catch basins, and inlets recently installed, shall be lined with a non-structural
corrosion barrier. The lining shall be installed to the thickness necessary to qualify as a
monolithic (void free) line. The roughness of the substrate will dictate the thickness needed to
create the monolithic liner and eliminate any opportunity for voids in the lining. The minimum
value for coating thickness for corrosion protection for non-structural lining shall be 125 mils.
4-2.8 LIFT STATION
Section under development.
4-2.9 MISCELLANEOUS
4-2.9 (a) CONCRETE SADDLE
The concrete saddle shall be as shown on Standard Drawing 4-12.
4-2.9 (b) STEEL CASING PIPE
Steel casing pipe shall conform to ASTM A139, Grade B. The minimum wall thickness shall be
0.375 inches for casing pipe diameter up to and including twenty-six (26) inches, minimum wall
thickness shall be 0.50 inches for casing pipe diameters between twenty-seven (27) inches and
forty-two (42) inches, and minimum wall thickness shall be 0.5625 inches for casing pipe diameters
between forty-three (43) and forty-eight (48) inches. Casing spacers shall be stainless steel. The
steel casing pipe and casing spacers shall comply with Standard Drawing 4-10.
4-2.9 (c) SEWER TAP
The sewer tap shall be as shown on Standard Drawing 4-7.
4-2.9 (d) FLOWABLE FILL (REMOVABLE)
Removable flowable fill mix design shall comply with INDOT Standard Specifications Section 213.
4-2.9 (e) MISCELLANEOUS CONCRETE
Where called for, concrete shall be Class A conforming to INDOT Standard Specifications Section
702.
4-2.9 (f) PIPE INSULATION
Section under development.
4-2.9 (g) PIPE DETECTION TAPE
Detection tape shall be placed over PVC or HDPE force main pipe as shown in Standard 4-13.
Detection tape shall be three (3) inches wide with an overall thickness of five (5) mil. The tape
shall have a 0.35 mil solid aluminum foil core. The tape shall have 0.80 mil clear film, reverse
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printed with a repeating warning message and laminated to aluminum foil with a three and three-
quarter (3.75) mil clear film backing. The lettering shall be a minimum of one (1) inch. Color shall
be APWA green. The warning message shall include the words “Buried Force Main”. Tensile
strength of the detection tape shall be 15,000 psi.
4-2.9 (h) TRACER WIRE
All PVC and HDPE force main pipe shall be installed with two (2) copper tracer wires, Stranded
SS/45 MIL HDPE, 30 Volt, meeting the following requirements:
1.) Wire:
Material: Two (2) – No. 8 gauge Copper Wire
Rating: 30 Volts maximum. 1,700 lb. yield.
Thickness: 0.125-inch overall diameter
(Dimensionally equivalent to AWG8)
2.) Insulating Jacket:
Material: High Molecular Weight, High Density Polyethylene
(HMW-HDPE) to be repeated at a minimum interval of
every two (2) linear feet.
Thickness: 0.045-inch maximum (45 mil.)
Rating: 30 Volts maximum.
Label
(Minimum required): "Pipe Tracer Wire, Stranded SS/45 MIL HMW-HDPE,
30 Volt, HDD Direct Burial Use Only".
Color: Green
4-3 CONSTRUCTION METHODS
4-3.1 GENERAL
Schedule and coordinate work with the City Engineer’s Representative. A minimum of two (2)
working days (Monday – Friday) notice shall be provided prior to commencing construction.
All sewer system component installations are subject to inspection by the Project Representative
and civil authorities having jurisdiction.
4-3.2 SHUT DOWN OF EXISTING PIPES
4-3.2 (a) GENERAL
Provide for the flow of sewage around the manhole and section, or sections, of pipe designated for
sanitary pipe installation or replacement, sanitary manhole installation or replacement, CIPP
rehabilitation, manhole structural rehabilitation, and manhole non-structural lining. The bypass
shall be made by plugging the line at an existing upstream manhole and pumping the flow into a
downstream manhole. The pump and bypass lines shall be of adequate capacity and size to handle
the flow. Bypass pump and line sizing calculations shall be submitted to the City Engineer.
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4-3.2 (b) PREPARATION
Prior to commencing any bypass operations, submit proposed plan(s) to the City Engineer for
review, comment, and approval detailing the methods, materials, and procedures for providing
bypass during rehabilitation or replacement process. The Bypass Plan shall include the following
minimum information:
1.) Map or plan detailing the exact location of the bypass system components.
2.) Riser and return assemblies with identified valves, fittings, air relief, and other necessary items
and sizes.
3.) Map or plan detailing the proposed bypass route with pipe sizes, fittings, and protective
measures needed. This plan shall include the proposed time(s) operations will begin and end.
4.) Provide calculations and documentation the bypass equipment will have sufficient capacity to
handle both existing average daily flow and peak flow rates. For combined sewers and sanitary
sewers include plan for bypass pumping during wet weather events.
5.) Odor Control Plan.
6.) Identify and document how the bypass system will be monitored and controlled.
7.) Traffic Control Measures and other traffic restrictions identified.
8.) Commercial Property Access Plan.
9.) Sewer Spill Response Plan.
10.) Bypass Duration Limit.
11.) Resin curing water release plan
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4-3.2 (c) TEMPORARY BY-PASS PUMPING
1.) Under no circumstances shall the flow be interrupted or stopped such that damage is done to
either private or public property; or sewage flows or overflows into a storm sewer or natural
waterway. All pumps shall be fully automatic self-priming units of either diesel or electric
with necessary start/stop controls for each pump. A redundant backup pump shall be on-line,
isolated from the primary pump system by a valve. An additional stand-by pump of each size
shall be maintained on-site and not connected. A qualified person shall monitor the pumps,
piping, and all equipment constituting the bypass pumping system, on-site, at all times, twenty-
four (24) hours/ seven (7) days per week during the bypass system operation. Personnel must
also inspect the bypass pumping system every two (2) hours, at minimum, to ensure proper
operation. All piping, joints, and accessories shall be designed to withstand the maximum
bypass system pressure or a minimum of fifty (50) psi, whichever is greater. During bypass
pumping, no sewage shall be leaked, dumped, or spilled in or onto any area outside of the
existing sanitary sewer system. When bypass pumping operations are complete, all piping shall
be drained and flushed into the sanitary sewer prior to disassembly.
2.) Equipment shall have proper maintenance to ensure noise is kept to a minimum. All motorized
equipment will be required to have mufflers constructed in accordance with the equipment
manufacturer’s specifications or a system of equivalent noise reducing capacity. Exhaust
systems shall be maintained in good operating condition, free from leaks and holes. Any
equipment utilizing diesel engines must be sound attenuated. “Quiet Pumps” with sound
attenuated enclosures shall be provided. The equipment noise level shall not exceed ninety-
five (95) dB and shall be eighty (80) dB or less at twenty (20) feet measured on the A-scale of
a standard sound level meter at slow speed. A spill containment system (minimum size equal
to the fuel tank volume) shall be provided.
3.) If any sewage – liquid or solid – is spilled, discharged or leaked, or otherwise deposited to the
open environment as a result of bypass operations, immediately notify the City Engineer.
Cleanup procedures and other measures as part of the submitted Sewer Spill Response Plan
shall be implemented immediately. Comply with all Local, State, and Federal regulatory
requirements regarding spills. Improper disposal of liquids and solids removed from sewers
may be subject to fines by regulatory agencies and civil and/or criminal penalties from
improper disposal of removed materials under the law.
4.) Locate bypass pumping lines so as to not cause undue interference with the use of streets,
private driveways, and alleys; to include the possible temporary trenching of bypass pumping
or crossing road ramps at critical intersections. If crossing road ramps are used, then
channelization drums with low intensity steady burn light – Type D and flashing arrow displays
will be required. Multiple ramps employed together for multi-lane applications shall require
use of channelization devices to prevent lane changes in advance of ramps. All traffic control
measures shall be approved prior to execution. Permanent pavement section (patching) where
bypass pumping is trenched shall be in accordance with the City Standards. Bypass pumping
operations across multi-lane roadways shall provide for the same through lane configuration.
Ramps, where used, shall provide longitudinal grade transitions across using cold mix asphalt
in accordance with INDOT Standard Specifications Section 403. Bypass pumping operations
in effect during the winter or snow season shall not hinder or adversely affect snow remo val
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operations. During snow events and other inclement weather maintenance, extended
longitudinal grade transitions shall be provided at Road Ramps to accommodate snow plows.
4-3.2 (d) ADVANCE PREPARATION BEFORE CONNECTION TO EXISTING PIPING
Once by-pass pumping activities are complete, coordinate with the City Engineer prior to
connecting back to the existing system.
4-3.3 EXCAVATION
4-3.3 (a) GENERAL
Excavation shall comply with INDOT Standard Specifications Section 203.
4-3.3 (b) REMOVAL OF SURFACE IMPROVEMENTS
Removal of surface improvements shall be made with neat saw cut lines. Debris shall be properly
disposed. Removal of surface improvements shall comply with INDOT Standard Specifications
Section 202.
4-3.3 (c) REMOVAL AND ABANDONMENT OF EXISTING CONDUITS AND STRUCTURES
Prior to removing or abandoning existing conduits or structures, verify with owner of said utility
that they are inactive. Conduits or structures rem oved shall be properly disposed. Salvage any
useable components to its proper owner. When existing conduits are removed, the remaining
conduit ends shall be cut smooth and plugged water tight. If a conduit or structure is abandoned in
place, it shall be filled with non-removable flowable fill. Tops of structures abandoned in place
shall be removed below the subgrade elevation.
4-3.3 (d) MINIMUM AND MAXIMUM PIPE ZONE TRENCH WIDTH
The minimum pipe trench zone shall be as shown in Standard Drawing 4-11. The maximum trench
width shall be such that adjacent structures, landscaping, utilities, or workers safety are not
compromised.
4-3.3 (e) MAXIMUM LENGTH OF OPEN TRENCH
The maximum length of open trench while work activities are occurring shall be sixty (60) feet. At
the end of each work day or when work activities are not progressing, trench excavation shall be
backfilled to the subgrade elevation. The work site shall be contained with orange plastic/vinyl
construction fencing.
4-3.4 DEWATERING
Water shall be kept out of the trench until pipe joining or structure installation is completed. When
work is not in progress, open ends, or pipe, fittings, and valves shall be securely closed so that no
trench water, earth, or other substance will enter the pipes or fittings.
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Dewatering shall be performed such that dry working conditions are maintained for all the
excavated trenches and excavations for structures.
The Dewatering System shall be installed in such a manner, so it does not interfere with traffic
maintenance.
Diesel dewatering equipment, including generators, may be used. Any diesel equipment utilized
must be sound attenuated. The equipment noise level shall comply with Article 7 – Noise Control,
of the City of South Bend Code of Ordinances. A spill containment system (minimum size equal
to the fuel tank volume) shall be provided and placed.
A sediment filter shall be attached to the end of the dewatering discharge pipe. The sediment filter
shall be monitored and changed as necessary. The discharge points for the dewatering system shall
be approved by the City Engineer prior to commencing construction.
4-3.5 SANITARY SEWER SYSTEM INSTALLATION
4-3.5 (a) INSPECTION FOR DEFECTS
Before installation, the pipe shall be inspected for defects. Material found to be defective before or
after laying shall be replaced with sound material.
4-3.5 (b) CARE OF PIPE
Handle pipe and accessories to ensure delivery to the trench is in sound, undamaged condition.
Particular care shall be taken not to damage the pipe coating or lining. If the coating or lining of
any pipe or fitting is damaged, it shall be repaired immediately.
No other pipe or material of any kind shall be placed inside a pipe or fitting after the coating has
been applied. Pipe shall be carried into position and not dragged. Use of pinch bars and tongs for
aligning or tuning pipe will be permitted only on the bare ends of the pipe.
The interior of pipe and accessories shall be thoroughly cleaned of foreign matter before being
lowered into the trench and shall be kept clean during laying operations by plugging or other
approved method.
4-3.5 (c) PIPE JOINTS
Prior to making pipe joints on water main, clean and dry all surfaces of pipe joints and jointing
material. Use lubricants, primers, adhesives, and similar materials as recommended by the
manufacturers. Place, fit, joint, and adjust the jointing materials or factory fabricated joints as
recommended by the manufacturer to obtain the degree of water tightness required. As soon as
possible after the joint is made, place sufficient backfill material along each side of the pipe to resist
forces that might tend to move the pipe off line and grade.
Rubber gaskets that are not to be installed immediately shall be stored in a cool dark place.
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4-3.5 (d) PIPE LAYING
1.) Pipe and accessories shall be carefully lowered into the trench by means of derrick, ropes, belts,
slings, or other authorized equipment. Under no circumstance shall any sewer-line materials be
dropped, dragged, or dumped into the trench. Care shall be taken to avoid abrasion of the pipe
coating.
2.) Except where necessary in making connections with other lines or as authorized by the
Engineer, pipe shall be laid with the bells facing in the direction of laying.
3.) The full length of each section of pipe shall rest solidly upon the pipe bed, with recesses
excavated to accommodate bells, couplings, and joints. Pipe shall be firmly set on a good
foundation and care shall be taken that pipe does not rest on stones, rock, or any unyielding
material. Pipe that has the grade or joint disturbed after laying shall be taken up and re-laid.
Pipe shall not be laid in water or when trench conditions are unsuitable for the work.
4.) Installation of the sanitary sewer and force main pipe shall be in accordance with the pipe
manufacturer’s recommendations.
5.) Installation of PVC sanitary pipe shall conform to ASTM D-2321.
6.) Installation of VCP sanitary pipe shall conform to ASTM C-12.
7.) Installation of ductile iron pipe shall conform to AWWA C600.
8.) Installation of HDPE Pipe by the open cut method shall conform to pipe manufacturer’s written
instructions.
9.) Service lateral stubs for future connections shall be plugged water tight at the property line.
4-3.5 (e) HDPE HORIZONTAL DIRECTIONAL DRILL INSTALLATION
1.) Prepare a Plan of Operation for the horizontal directional drilled HDPE sanitary force main
installation and submit it to the City Engineer for approval. This plan should show the exact
procedures to be used in accomplishing the work (including calibration of the
transmitter/receiver, geotechnical information, setup locations, plan for storage of pipe to be
placed along with traffic control, drilling fluid plan, the horizontal and vertical tracking/plotting
of the pilot bore alignment, and handling and disposal of drilling fluids), and shall show any
special activities, and other features of the proposed work. A listing of such subcontractors
they intend to use as well as major directional drilling equipment or other specialized
equipment to be used shall be included with the submittal.
2.) All excavations and trenches for verification of existing utilities, installation of fittings and
installation of short segment of pipe shall be properly sloped or braced to furnish and provide
proper and safe working conditions for the equipment and personnel in accordance with
IOSHA requirements as set forth in Indiana Code IC-22-8-4, Section 238. Provide sheeting to
protect adjacent structures when the work is close to existing structures or facilities.
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3.) Verify the locations of all utilities and structures prior to any boring. Vacuum excavation or
hand excavation shall be used to spot verify locations of existing utilities to minimize
disturbance to surrounding facilities.
4.) The directional drilling system to be used shall have the following features:
i.The system shall be remotely steerable and permit electronic monitoring of bore/tunnel
depth and location. The system shall be able to control the depth and direction of the
pipes and must be accurate to a tolerance of plus or minus six (±6) inches.
ii.Track and plot the actual horizontal and vertical alignment of the pilot bore at intervals
not exceeding thirty (30) feet over the course of the entire horizontal directionally
drilled pipe installation. Provide and maintain instrumentation that will accurately
locate the pilot hole and measure drilling fluid flow pressure. The City Engineer shall
have access to all data and readouts pertaining to the position of the bore head and the
fluid pressures and flows.
The locating system shall, at a minimum, consist of an electronic transmitter (sonde)
positioned at the drill head and a receiver which displays the signal strength. The
transmitter shall also employ a pitch (inclination) and roll sensor.
iii.Calibrate the transmitter and receiver system per the manufacturer’s specifications for
signal strength and verify depth accuracy with a tape measure. Check other parameters
such as pitch, roll, battery life, and temperature according to the manufacturer’s
specifications. Calibration shall be conducted in an area which is clear of possible
interference sources.
After calibration of the transmitter and receiver system, walk the bore path to the extent
allowable with the receiver “on” and the transmitter “off” in order to check for signal
interference. Record the location and particulars of any unusual interference readings
and take adequate measures to ensure a proper installation.
iv.A swivel type apparatus shall be used to connect the sanitary force main pipe to the
drill pipe to prevent torsional stresses from occurring in the pipe during installation.
v.The system shall utilize a fluid cutting process, using liquid clay such as bentonite.
This clay shall be totally inert and contain no risk to the environment. Submit to the
City Engineer a Drilling Fluid Plan which details types of drilling fluids, cleaning and
recycling equipment, estimated drilling fluid flow rates, and procedures for minimizing
drilling fluid escape. This Drilling Fluid Plan shall be submitted to the City Engineer
before starting the horizontal directional drilling installation process.
vi.The liquid clay shall remain in the bore hole/tunnel to increase the stability of the bore
hole/tunnel and to provide a lubricant to reduce frictional drag when the pipe is
installed.
vii.The HDPE Pipe shall be filled with a fluid during pullback to offset buoyancy.
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viii. Immediately after installation of the HDPE Pipe, the pipe shall be filled with clean
potable water to offset buoyancy.
ix.Drilling fluids shall not be discharged into sanitary sewers, storm sewers, or
waterways. Pits shall be constructed at the pipe entry and exit points to completely
contain the drilling fluid and prevent its escape into waterways.
x.The spoils shall be recovered by use of a vacuum system mounted on a vehicle for
removal of the spoils. Spoils are not to be discharged into sewers, storm drains, or
waterways.
xi.Equipment shall be fitted with a permanent alarm system capable of detecting an
electrical current. The system will have an audible alarm to warn the ope rator when
the drill head nears electrified cables within a safe operating distance.
5.) The Contractor conducting the horizontal directional drilling shall demonstrate experience and
expertise in trenchless excavation methods by providing a list of four (4) references for which
similar work has been performed prior to commencing any work. These references shall
include a name and telephone number for contact, so the City Engineer may verify the claims.
6.) All supervisory personnel shall be adequately trained and shall have at least four (4) years of
experience in horizontal directional drilling.
4-3.5 (f) PIPE CUTTING
Cutting of pipe shall be done in a neat and workmanlike manner without damage to the pipe. Unless
otherwise recommended by the manufacturer and authorized by the Engineer, cutting shall be done
with an approved type of mechanical cutter. A wheel cutter shall be used when practicable. Squeeze
type mechanical cutters shall not be used for ductile iron.
4-3.5 (g) RESTRAINED JOINTS
Restrained joints on pressure pipe shall be placed at fittings, upstream and downstream of the
fitting. Length of restraint shall be determined by the Design Engineer.
4-3.5 (h) COVER REQUIREMENTS
The gravity sanitary sewer shall be installed with a minimum depth of cover of three (3) feet. The
force main pipe shall be installed with a minimum depth of cover of five (5) feet. The force main
may be required to be installed at a deeper depth to maintain the required eighteen (18) inches
vertical separation distance from water mains.
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4-3.6 SANITARY SEPARATION OF WATER MAIN
4-3.6 (a) PARALLEL INSTALLATION
Normal Conditions: Sanitary sewers and force mains shall be constructed at least ten (10) feet
horizontally from any existing or proposed water main, and any manhole or sewer system structure
shall be at least eight (8) feet horizontally from water mains whenever possible. The distance shall
be measured edge-to-edge.
Unusual Conditions: When local conditions prevent the prescribed horizontal separation, then
maximum horizontal separation shall be provided with vertical separation of bottom of water line
at least eighteen (18) inches above top of sewer. Where this vertical separation cannot be obtained,
the sewer shall be constructed of ductile iron pipe (Thickness Class 50) with mechanical joints or
PVC pipe (SDR 26 or SDR21) with compression seals. The pipe should be pressure tested in place
per AWWA C600 without leakage before backfilling.
4-3.6 (b) CROSSING
Normal Conditions: Sanitary sewer or force main crossing any existing or proposed water main
shall be laid to provide a minimum vertical separation of at least eighteen (18) inches between the
outside of the water line and the outside of the sewer whenever possible.
Unusual Conditions: When local conditions prevent the prescribed vertical separation, conform to
the following:
1.) Sanitary sewer or force main passing over or under water mains shall be constructed of ductile
iron pipe (Thickness Class 50) with mechanical joints or PVC pipe (SDR 26 or SDR 21) as
described in parallel installation, unusual conditions.
2.) Water mains passing over sewer lines shall be laid to provide:
i.Vertical separation of at least eighteen (18) inches between top of sewer and bottom of
water lines.
ii.Adequate structural support for the sewers to prevent excessive deflection of the joints,
resulting in the breaking of the water line.
iii.Maximum separation of water and sewer line joints.
3.) Sanitary and/or force main pipes or sewer system structures:
i.No water pipes shall pass through or come in contact with any part of a sewer, force
main, or sewer system structure.
4-3.7 PIPE BEDDING
From the bottom of the excavation to a point one (1) foot above the top of the pipe, bedding material
shall be placed as follows:
•Granular material shall be hand placed/shovel sliced in loosely measured four (4) inch layers
SECTION 4 – SANITARY
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to the spring-line of the pipe. Each layer shall be thoroughly tamped under and around the
pipe, and when sufficient layers have been placed in this manner to cover the pipe, the tamping
shall proceed across the width of the trench. Hand, pneumatic, or mechanical tampers may be
used. The bedding material shall be moist, but not wet, and it shall not include any stones
larger than two (2) inches in any dimension.
•Bedding material and compaction shall conform to the requirements shown in Standard
Drawing 4-11.
4-3.8 TRENCH BACKFILL
Backfill shall be of select native material or B-Borrow free of debris, organic material, and large
stones.
Backfill placement and compaction shall conform to the requirements shown in Standard Drawing
4-11.
4-3.9 TRENCH RESURFACING
For resurfacing of Public Right-of-Way for laterals or sewer extensions shall include the
replacement of the full lane width and full depth of pavement
4-3.9 (a) TEMPORARY RESURFACING
Once the sanitary sewer trench has been backfilled, temporary resurfacing shall commence.
Temporary resurfacing shall include:
1.) Compacted aggregate No. 73, compacted aggregate No. 53, limestone conforming to INDOT
Standard Specifications Section 303. Crushed concrete and natural gravel are also acceptable.
2.) HMA base conforming to INDOT Standard Specifications Section 402.
3.) CMA base conforming to INDOT Standard Specifications Section 403.
4.) Temporary resurfacing treatment shall have a thickness equal to the adjacent surface treatment.
Temporary resurfacing treatment shall be installed flush with the adjacent surface treatment.
5.) The surface restoration shall be capped with CMA or HMA meeting the above noted
specifications until the permanent surface is applied. The temporary patch shall be maintained
by the Contractor until the permanent surface is applied.
4-3.9 (b)PERMANENT RESURFACING
Once the sanitary sewer system has been tested and accepted, temporary resurfacing s hall be
removed, and permanent resurfacing shall be installed per the respective City Standards and
Specifications.
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4-3.10 SEWER SYSTEM STRUCTURE INSTALLATIONS
4-3.10 (a) PRE-CAST
1.) Pre-cast structure shall be placed on a six (6) inch foundation of compacted B-Borrow as shown
in Standard Drawings, unless directed otherwise.
2.) Installation of structure shall be plumb.
3.) Pipe connections shall be water tight.
4.) Provide flow channel and benching conforming to 327 IAC 3-6-16 and as shown in Standard
Drawings.
4-3.10 (b) CAST-IN-PLACE
1.) Cast-in-place structure shall be placed on a six (6) inch foundation of compacted B-Borrow.
2.) Reinforcing bars (steel bars, bending, placing, and finishing) shall be installed in conformance
with INDOT Standard Specifications Section 703.
3.) Concrete work (forming, ties, concrete mix, placement, curing, and testing) shall be installed
in conformance with INDOT Standard Specifications Section 702.
4.) Pipe connections shall be water tight.
5.) Provide flow channel and benching conforming to 327 IAC 3-6-16.
4-3.11 CURED IN PLACE PIPE (CIPP)
4-3.11 (a) NOTIFICATION AND PREPARATION
1.) All residents affected by CIPP activities shall be notified in writing at least twenty-four (24)
hours prior to any service disruption affecting their service connection. Maintenance of service
usage shall be provided throughout the duration of the project.
2.) Cleaning, video inspection and recording, and inspection of existing sewer shall be conducted
prior to installation of the CIPP. Remove all debris, solids, roots, and other deposits from
within the pipe that will interfere with the installation of the CIPP. Provide a dumpsite for such
debris removed during the cleaning operations. Any damage done to the sewer pipe during
cleaning or installation operations shall be the responsibility of the party performing such work.
3.) The City Engineer shall be notified of line obstructions, offset joints, collapsed pipe, or any
other condition that will prevent the insertion of the tube or significantly reduce the capacity
of the sewer.
4.) Protruding laterals or services (if found) shall be trimmed flush with the inside of the main
sewer wall prior to lining. Trimming shall not cause damage to the lateral or service beyond
the inside face of the main sewer.
5.) A maintenance of traffic plan shall be submitted to the City Engineer for review and approval
seventy-two (72) hours before the commencement of CIPP work.
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4-3.11 (b) TELEVISION INSPECTION
1.) Provide television equipment capable of properly documenting the conditions as found within
the pipe in a digital video format (DVD). Lighting for the camera shall illuminate the entire
periphery of the sewer. The camera shall be radial view type capable of viewing 360 degrees
within the pipe and shall provide an unobstructed view of the full pipe.
2.) The video inspection shall begin with a clear identification of the televising location, upstream
and downstream manhole designation, and pipe diameter. The DVDs shall provide an accurate
length measurement of the entire segment and of the distance to each lateral connection. Pan
all lateral connections on both the pre- and post-televising recording.
3.) Reverse televising set-ups shall be utilized when line obstructions prevent full segment
televising from the initial set-up direction.
4.) Both a pre-lining and post-lining DVD shall be submitted to the City Engineer for approval.
The DVDs shall be clearly and properly labeled. Inspection for individual sewer segments
(manhole to manhole) shall be bookmarked. Pre-lining and Post-lining DVDs and inspection
reports shall be submitted to the City Engineer within seven (7) days of inspection.
4-3.11 (c) INSTALLATION
1.) The CIPP shall be installed in accordance with the practices given in ASTM F1216 (for direct
inversion installations) or ASTM F1743 (for pulled-in-place installations). The quantity of
resin used for the tube’s impregnation shall be sufficient to fill the volume of air voids in the
tube with additional allowances being made for polymerization shrinkage and the loss of any
resin through cracks and irregularities in the original pipe wall. A vacuu m impregnation
process shall be used in conjunction with a roller system to achieve a uniform distribution of
the resin throughout the tube.
2.) The resin-impregnated tube shall be installed into the host pipe by methods approved by the
Manufacturer and proven through previous successful installations. The insertion method shall
not cause abrasion or scuffing of the tube. Hydrostatic or air pressure shall be used to inflate
the tube and mold it against the walls of the host pipe. There will be no use of sewage in place
of clean water for insertion of the tube, or for the curing of the liner.
3.) The tube is to be installed in a controlled manner at a rate sufficient to prevent damage to the
tube.
4-3.11 (d) CURING
1.) After tube installation is completed, supply a suitable heat source and recirculation equipment.
The equipment shall be capable of delivering hot water or steam throughout the section to
uniformly raise the temperature above the temperature required to effect a cure of the resin.
2.) The heat source shall be fitted with suitable monitors to gauge the temperature of the incoming
and outgoing heat supply. Thermocouples shall be placed between the tube and the host pipe
in downstream manholes at or near the bottom to determine the liner tem perature during cure.
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Water or air temperature in the pipe during the cure period shall be as recommended by the
resin Manufacturer.
3.) Initial cure shall be deemed to be completed when inspection of the exposed portions of cured
pipe appear to be hard and sound and the remote temperature sensor indicates that the
temperature is of a magnitude to realize an exotherm. The cure period shall be of a duration
recommended by the resin Manufacturer, as modified for the installation process, during which
time the recirculation of the heat and cycling of the heat exchanger to maintain the temperature
continues. The heat source shall be shut down during the post-cure.
4.) Maintain records of the curing process including water/steam temperatures, lining
temperatures, and water head. Readings shall be made and recorded at thirty (30) minute
intervals of Boiler water temperature in, Boiler water temperature out, and liner external
surface temperatures at manholes.
4-3.11 (e) COOL DOWN
Cool down may be accomplished by the introduction of cool water or air into the installation
standpipe to replace water or pressurized air being relieved from the manhole. Cool the hardened
pipe to a temperature below 100 degrees Fahrenheit before relieving the static head. A minimum
period of post-cure shall be maintained under a static head to provide a minimum hoop tension on
the tube felt. Care shall be taken in the release of the static head so that a vacuum will not be
developed. The water used for the cool down shall be released slowly to prevent dry weather
overflow downstream or cause damage to the sewer network downstream of the project.
4-3.11 (f) END SEALS
Install hydrophilic end seals to provide a water-tight connection at all pipe and manhole
connections. End Seals shall be installed per manufacturer’s recommendations.
4-3.11 (g) FINISH
1.) The finished lining shall be continuous over the entire length of an insertion run between two
(2)manholes and be as free as commercially practical from visual defects such as foreign
inclusions, dry spots, pinholes, and delamination. The lining shall be homogeneous,
impervious, and free of any leakage from the surrounding ground to the inside of the lined pipe.
2.) During the warranty period, any defects which will affect the integrity or strength of the liner,
collect solids, or reduce hydraulic flow capabilities of the product shall be repaired.
4-3.11 (h) REINSTATE LATERALS AND SERVICES
1.) Accurate location of the lateral and service connections shall be made by inspection of the pre-
installation video recording.
2.) Upon completion of the main line CIPP installation and the approved infiltration/exfiltration
testing, immediately proceed with the reinstatement of the lateral sewers. Reinstatement of
lateral sewers shall be completed within twelve (12) hours of service disruption.
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3.) After the liner has been installed, all existing active lateral sewers and services shall be
reinstated unless otherwise indicated by the City Engineer. The reinstatement of laterals and
services shall be done without excavation. Reinstatement of laterals and services will be
accomplished from the interior of the pipeline by means of a television camera directed cutting
device or by direct personnel entry when feasible. All cut lateral and service connections shall
be brushed to ensure they are free of burrs, frayed edges, or any restriction preventing free flow
of wastewater. Laterals shall be reinstated to a minimum of ninety percent (90%) of their
original diameter and no more than 100% of their minimum diameter. The CIPP liner shall be
tightly sealed at the cut openings with no gaps. All coupons cut from the liner as a result of
reopening the lateral connections shall be retrieved from the sewer and accounted for.
4-3.12 STRUCTURE LINING
4-3.12 (a) GENERAL
1.) The rehabilitation and lining shall utilize monolithic spray-application of a high-build, solvent-
free polyurethane coating from the manhole invert in working flow line, through the barrel
sections, up to and including the cone. A flexible polyamine epoxy shall be utilized for spacer
rings. The casting shall not be coated. The purpose is to eliminate infiltration, repair voids,
restore structural integrity, and provide corrosion protection. The coating is applied to the wall
and bench surfaces of brick/concrete structures.
2.) The manufacturer shall provide written certification the Applicator has been trained and
certified by the manufacturer to handle and apply their products, as well as appropriate re -
certification documentation, as necessary, by the manufacturer.
3.) Applicator shall initiate and enforce quality control procedures consistent with applicable
ASTM, NACE, and SSPC standards and the manufacturer’s recommendations.
4.) Applicator shall conform to all local, state, and federal regulations including those set forth by
OSHA, RCRA, and the EPA and any other applicable authorities.
5.) Applicator shall warrant all work against defects in materials and technique for a period of one
(1) year, unless otherwise noted, from the date of final acceptance of the project. Applicator
shall, within a reasonable time after receipt of written notice thereof, repair defects in materials
or technique which may develop during said one (1) year period, and any damage to other work
caused by such defects or the repairing of same, at their own expense and without cost to the
City.
6.) Any active flows shall be dammed, plugged, or diverted as required in Section 4-3.2 to ensure
that the liquid flow is maintained below the surfaces to be coated.
7.) Flows should be completely plugged and/or diverted when coating the invert. All extraneous
flows into the manhole or vaults, at or above the area coated, shall be plugged and/or diverted
until the polyurethane has set hard to the touch. As an option, hot air may be added to the
manhole to accelerate set time of the coating.
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8.) Installation of the protective coating shall not commence until the concrete substrate has
properly cured in accordance with these specifications.
9.) Temperature of the surface to be coated should be maintained between fifty (50) degrees
Fahrenheit and 120 degrees Fahrenheit during application. Prior to and during application, care
should be taken to avoid exposure of direct sunlight or other intense heat source to the structure
being coated. Where varying surface temperatures do exist, care should be taken to apply the
coating when the temperature is falling versus rising (i.e. late afternoon into evening vs.
morning into afternoon).
4-3.12 (b) SURFACE PREPARATION
1.) Applicator shall inspect all surfaces specified to receive a protective coating prior to surface
preparation. Applicator shall notify City Engineer of any noticeable disparity in the surfaces
which may interfere with the proper preparation or application of the repair mortar and
protective coating.
2.) All contaminants including oils, grease, incompatible existing coatings, waxes, form release,
curing compounds, efflorescence, sealers, salts, or other contaminants shall be removed.
3.) All concrete or mortar that is not sound, or that has been damaged by chemical exposure, shall
be removed to a sound concrete surface or replaced.
4.) Surface preparation method(s) should be based upon the conditions of the substrate, service
environment, and the requirements of the polyurethane protective coating to be applied.
5.) Surfaces to receive protective coating shall be cleaned and abraded to produce a sound surface
with adequate profile and porosity to provide a strong bond between the protective coating and
the substrate. Generally, this can be achieved with high pressure water cleaning using
equipment capable of 5,000 psi at four (4) gpm. Other methods such as high-pressure water
jetting (refer to NACE Standard No. 5/SSPC-SP12), abrasive blasting, shot blasting, grinding,
scarifying, or acid etching may also be used. Detergent water cleaning and hot water blasting
may be necessary to remove oils, grease, or other hydrocarbon residues from the concrete.
Whichever method(s) are used, they shall be performed in a manner that provides a uniform,
sound, clean, and neutralized surface that is not excessively damaged.
6.) Infiltration shall be stopped by using a material which is compatible with the specified repair
mortar and is suitable for top coating with the specified protective coating.
7.) The area between the manhole and the manhole ring and any other area that might exhibit
movement or cracking, due to expansion and contraction, shall be grouted with a flexible grout
or gel.
8.) All surfaces should be inspected by the City Engineer during and after preparation and bef ore
the repair material is applied.
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4-3.12 (c) APPLICATION OF REPAIR MATERIALS
1.) Repair materials shall be trowel, or spray applied, by utilizing proper equipment on to specified
surfaces.
2.) If using approved cementitious repair materials, such shall be troweled to provide a smooth
surface with an average profile equivalent to coarse sandpaper to optimally receive the
protective coating. No bugholes or honeycomb surfaces should remain after the final trowel
procedure of the repair mortar.
3.) The repair materials shall be permitted to cure according to manufacturer recommendat ions.
Curing compounds should not be used unless approved for compatibility with the specified
protective coating.
4.) Application of the repair materials, if not performed by the coating certified applicator, should
be inspected by the protective coating certified applicator to ensure proper finishing for
suitability to receive the specified coating.
5.) After abrasive blast and leak repair is performed, all surfaces shall be inspected for rem aining
laitance prior to protective coating application. Any evidence of remaining contamination or
laitance shall be removed by additional abrasive blast, shotblast, or other approved method. If
repair materials are used, refer to these specifications for surface preparation. Areas to be
coated must also be prepared in accordance with these specifications after receiving a
cementitious repair mortar and prior to application of the approved coating.
6.) All surfaces should be inspected during and after preparation as well as before the protective
coating is applied.
4-3.12 (d) APPLICATION OF PROTECTIVE COATING
1.) Application procedures shall conform to the recommendations of the protective coating
manufacturer, including material handling, mixing, environmental controls during application,
safety, and spray equipment.
2.) The spray equipment shall be specifically designed to accurately dispense a proper ratio and
application of the specified protective coating materials and shall be regularly maintained and
in proper working order.
3.) The protective coating material must be spray applied by a Certified Applicator of the
protective coating manufacturer.
4.) Specified surfaces shall be coated by spray application of a solvent-free, 100% solids,
polyurethane structural lining as further described herein.
5.) Airless spray application equipment approved by the coating manufacturer shall be used to
apply each coat of the protective coating. Air assisted spray application equipment may be
acceptable, especially for thinner coats [< ten (10) mils], only if the air source is filtered to
completely remove all oil and water.
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6.) The polyamine epoxy used to coat the manhole adjusting rings shall be applied per
manufacturer’s recommendations.
7.) If necessary, subsequent top coating or additional coats of the protective coating should occur
as soon as the basecoat becomes tack free, no later than the recoat window for the specified
products. Additional surface preparation procedures will be required if this recoat window is
exceeded.
8.) At the termination of each material, a construction joint shall be installed to ensure the coating
is an airtight barrier to protect the existing structure material.
9.) If the upstream and downstream pipe connections have been lined, the protective manhole
coating shall be applied to overlap and secure the lining material to the manhole as well as
reestablish/reconstruct the inverts.
10.) When groundwater loading is not an issue and only a corrosion barrier is required, the
rehabilitation lining shall be installed to the thickness necessary to qualify as a monolithic (void
free) liner. The roughness of the substrate will dictate the thickness needed to create the
monolithic liner and eliminate any opportunity for voids in the lining. The minimum value for
coating thickness, for corrosion protection, and for non-structural rehabilitation, shall be 125
mils and 150 mils on average.
4-3.13 LIFT STATIONS
Section under development.
4-4 TESTING
4-4.1 TRENCH COMPACTION
4-4.1 (a) TESTING REQUIREMENTS
1.) Maximum density shall be determined by AASHTO T-99 (Standard Method) as modified by
INDOT Standard Specifications Section 203.24 of the State Specifications using Method A for
soil and Method C for granular material.
2.) The minimum soil compaction requirements for trench backfill material and pavement
subgrade shall be as shown in Standard Drawing 4-11.
3.) A minimum of one (1) Compaction Test will be required on the backfill for each sewer pipe
and force main pipe transverse run that is under the pavement or concrete curb. A minimum of
three (3) Compaction Tests will be required on the backfill for sewer pipe or force main pipe
run. A pipe run is the length between structures or values.
4.) Location of the Compaction Tests will be selected by the City Engineer’s representative.
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4-4.2 SEWER SYSTEM QUALITY ASSURANCE
4-4.2 (a) TESTING REQUIREMENTS
1.) Examine each piece of pipe before installing. Remove all defective material from the site .
Ductile iron pipe is to be rung with a light hammer to detect cracks.
2.) A South Bend City Engineering representative must witness all tests. The South Bend City
Engineer requires three (3) working days prior notice before any test. The sewer pipes must be
ready for testing at the time specified. During the inspection process, if any material needs to
be replaced, the test must be performed again to include the new material.
3.) Prior to performing a sanitary sewer system test, the Contractor shall do the following: Record
drawings must be on file at the South Bend City Engineer office at least three (3) working days
prior to the sewer test. These drawings must include all sewer and force main pipe, service
laterals, and structures. Proper documentation shall be provided on official letterhead including
a detailed list of materials, sizes, and total lengths installed. The City Engineer office is located
at 227 W. Jefferson Boulevard, Suite 1300 N and the phone number is (574) 235-9251.
4-4.2 (b) GRAVITY SEWER LEAKAGE TEST
1.) PVC Pipe shall be tested for infiltration or exfiltration by either a hydrostatic test or an air test.
A hydrostatic test shall be performed with a minimum of two (2) feet of po sitive head. The
rate of exfiltration or infiltration shall not exceed 100 gallons per inch of pipe diameter per
linear mile per day for any section in the sewer system. An air test shall conform to ASTM
F1417 Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using
Low-Pressure for plastic pipe.
2.) VCP Pipe shall be tested for infiltration or exfiltration by either a hydrostatic test or an air test.
Low pressure air test shall conform to ASTM C-828. Hydrostatic infiltration and exfiltration
test shall conform to ASTM C-1091.
4-4.2 (c) MANDREL DEFLECTION TEST
1.) A five percent (5%) Mandrel Deflection Test shall be performed on all PVC gravity sanitary
sewer pipe.
2.) These pipes shall be mandrelled with a ridge device sized to pass five percent (5%) or less
deflection (or deformation) of the base inside diameter of the pipe. The mandrel test shall be
conducted no earlier than thirty (30) calendar days after reaching final trench backfill grade.
Each pipe material/type required to be mandrel tested shall be tested with a mandrel approved
by the pipe manufacturer and meeting the requirements of this section. The test shall not be
performed with the aid of a mechanical pulling device.
3.) The mandrel shall be pulled by hand through all sewer lines in a manner acceptable to the City
and any section of sewer not passing the mandrel shall be uncovered, replaced, or repaired to
the City’s satisfaction and retested.
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4.) Proving rings shall be provided to check the mandrel. Drawings of mandrels with complete
dimensions shall be furnished to the City upon request for each diameter and specification of
pipe.
4-4.2 (d) FORCE MAIN PRESSURE TEST (PVC AND DUCTILE IRON PIPE)
1.) Pressure pipe shall be subjected to hydrostatic pressure test per AWWA C600 at twice the
working pressure of the proposed pipe. Test each section by means of a pump connected
thereto. All air shall be expelled from the pipe by satisfactory means.
2.) Test all pipe after backfilling and prior to pavement placement. Pressure tests shall not be less
than two (2) hours in duration. Leakage is defined as the quantity of water required to maintain
a pressure within five (5) psi of the specified test pressure, after air has been expelled and the
pipe filled with water. Leakage permitted shall not exceed ten (10) gallons per inch of diameter
per mile of pipe per day at the specified pressure.
4-4.2 (e) FORCE MAIN PRESSURE TEST (HDPE PIPE)
1.) Butt Fusion Testing: Butt fusion testing shall be conducted at least once every day that butt
fusions are made. The first fusion of the day shall be a trial fusion. The trial fusion shall be
allowed to cool completely to ambient temperature, and then fusion test straps shall be cut out
per ASTM D 2657. The test strap shall be a minimum of twelve (12) inches, or thirty (30)
times the wall thickness, in length with the fusion in the center and shall be a minimum of one
(1)inch, or one and one-half (1.50) times the wall thickness, in width. Bend the test strap until
the ends of the strap touch. If the fusion fails at the joint, a new trial fusion shall be made,
cooled completely, and tested. Butt fusion of pipe to be installed shall not commence until a
trial fusion has passed the bent strap test.
2.) Pressure Testing: Pressure testing of the HDPE pipe shall be conducted at twice the working
pressure of the proposed sanitary force main for at least two (2) hours according to Technical
Note 802 – Leak Testing, July 2006, from Performance Pipe and per the manufacturer’s
recommendations. A copy of Technical Note 802 may be obtained at
www.performancepipe.com. Pressure testing shall be hydrostatic only. Pneumatic pressure
testing shall not be used.
3.) Test Duration: The maximum test duration is eight (8) hours including time to pressurize the
pipe, time for initial expansion, time for the test at test pressure, and time to depressurize the
segment of pipe being tested. If the test is not completed due to leakage, equipment failure, or
for any other reason, depressurize the test section completely, and allow for it to relax for at
least eight (8) hours before pressurizing the test section again.
4.) The hydrostatic test as described in Technical Note 802 is summarized as follows:
Pipe Segment Filling: Fill the test section completely with water from the lowest possible point.
Ensure that there is no air trapped in the test section by utilizing vents to expel the air.
Initial Expansion: Gradually pressurize the test section to test pressure and maintain test
pressure for three (3) hours. During the initial expansion phase polyethylene pipe will expand
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slightly. Additional test liquid will be required to maintain pressure. The water added during
this phase will not be monitored.
Testing: Immediately following the initial expansion phase, monitor the amount of make-up
water required to maintain test pressure for two (2) hours. The test pressure shall be measured
at the lowest possible point in the section being tested. The amount of make-up water required
shall not exceed the allowance shown in Table 2, Technical Note 802.
Lines or joints, which leak, shall be repaired and retested. All pipes, fittings , and other
materials found to be defective under test shall be removed and replaced by the Contractor at
their own expense.
Depressurizing: At the conclusion of the test, slowly and carefully depressurize the test section
by the controlled release of the test liquid.
4-4.2 (f) FORCE MAIN TRACER WIRE
Testing for conductivity shall be performed on each section of tracer wire, immediately following
installation and prior to final project acceptance.
4-4.2 (g) MANHOLE NEGATIVE AIR PRESSURE (VACUUM) TEST
Manholes shall be air tested in accordance with ASTM C1244-93, Standard Test Method for
Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test.
4-4.2 (h) SEWER TELEVISING
1.) Before final acceptance, the gravity sanitary sewer system shall be flushed as required and
televised.
2.) Provide television equipment capable of properly documenting the conditions as found within
the pipe in a digital video format (DVD). Lighting for the camera shall illuminate the entire
periphery of the sewer. The camera shall be radial view type capable of viewing 360 degrees
within the pipe and shall provide an unobstructed view of the full pipe.
3.) The video inspection shall begin with a clear identification of the televising location, upstream
and downstream manhole designation, and pipe diameter. The DVDs shall provide an accurate
length measurement of the entire segment and of the distance to each lateral connection. Pan
all lateral connections.
4.) Televising DVDs shall be submitted to the City Engineer for review and approval. The DVDs
shall be clearly and properly labeled. Inspection for individual sewer segments (manhole to
manhole) shall be bookmarked.
4-4.2 (i) CIPP TESTING
1.) The City Engineer shall be advised forty-eight (48) hours prior to conducting quality assurance
tests.
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2.) Material Testing
Collect two (2) samples for processing and testing per each rehabilitated sewer segment.
Process and test one (1) sample and provide one (1) sample to the City Engineer’s
Representative. Chain of Custody procedures shall be used in handling of samples. The
samples shall be restrained for all diameter of CIPP eighteen (18) inches or less; and flat plate
for diameters of CIPP larger than eighteen (18) inches. The flat plate samples shall be taken
directly from the wet out tube, clamped between flat plates, and cured in the downtube. The
restrained samples shall be tested for initial physical properties and thickness; the flat plate
samples shall be tested for initial physical properties only.
Testing shall be completed by an accredited, independent laboratory. The testing laboratory’s
accreditation documentation shall be submitted to the City Engineer for review and approval
prior to testing. Testing results shall be provided to the City Engineer within twenty-one (21)
days of CIPP installation.
Samples shall be conditioned and prepared in accordance with ASTM D618 and ASTM D5813
to ensure consistency in laboratory results.
Thickness shall be measured in accordance with ASTM D5813, latest version.
Flexural testing shall be in accordance with ASTM D790, latest version.
3.) Infiltration/Exfiltration Testing
All CIPP lined pipes shall be subjected to leakage testing in accordance with the requirements
of ASTM F126 or ASTM F1743 as applicable. Testing to be conducted prior to lateral
reinstatement. The rate of infiltration/exfiltration shall not exceed fifty (50) gallons per inch
diameter per mile per day. Low pressure air testing in accordance with ASTM 1417 will be
considered as an acceptable alternative test method by the Engineer upon written request.
4.) The City Engineer’s Representative shall be advised forty-eight (48) hours prior to conducting
all tests (including sample preparation). Testing results shall be provided to the City Engineer
within twenty-one (21) days of liner installation.
4-4.2 (j) STRUCTURE LINING TESTING
1.) The City Engineer’s Representative shall be notified forty- eight (48) hours prior to the
conducting of all tests.
2.) Holiday Detection Test: After the protective coating has set hard to the touch it shall be
inspected with high-voltage holiday detection equipment. Surface shall first be dried; an
induced holiday shall then be made on the coated concrete surface and shall serve to determine
the minimum/maximum voltage to be used to test the coating for holidays at that particular
area. The spark tester shall be initially set at 100 volts per one (1) mil [twenty-five (25) microns]
of film thickness applied but may be adjusted as necessary to detect the induced holiday (refer
to NACE RPO188-99). All detected holidays shall be marked and repaired by abrading the
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coating surface with grit disk paper or other hand tooling method. After abrading and cleaning,
additional protective coating material can be hand applied to the repair area. All touch-up/repair
procedures shall follow the protective coating manufacturer's recommendations.
3.) Adhesion Testing: The adhesion tests shall be performed on a minimum of one (1) or fifteen
percent (15%) of all rehabilitated and lined structures, whichever is greater. Adhesion testing
shall be conducted after the liner system has cured per manufacturer instruction and in
accordance with ASTM D4541 as modified herein. A minimum of one (1) twenty (20) mm
dolly shall be affixed to the lined surface of the structure at the upper section or cone area, mid-
section, and at the bottom, unless otherwise specified in the Special Provisions. Each testing
location shall be identified by the City Engineer. The adhesive used to attach the dollies to the
liner shall be rapid setting with tensile strength in excess of the liner material and permitted to
cure in accordance with manufacturer recommendations. The lining material and dollies shall
be adequately prepared to receive the adhesive. Prior to pull test, utilize a scoring device to cut
through the coating until the substrate is reached. Extreme care shall be required while scoring
to prevent micro cracking in the coating, since cracks may cause failures at diminished
strengths. Failure due to improper dolly adhesive or scoring shall require retesting. The pull
tests in each area shall meet or exceed 200 psi and shall include subbase adhered to the back of
the dolly or no visual signs of coating material in the test hole. Pull tests with results between
a minimum 150 psi and 200 psi shall be acceptable if more than fifty percent (50%) of the
subsurface is adhered to the back of the dolly. A test result can be discarded, as determined by
the City Engineer, if there is a valid non-statistical reason for discarding the test results as
directed by Sections 8.4 and 8.5 of ASTM D4541. If any test fails, a minimum of three (3)
additional locations in the section of the failure shall be tested, as directed by the City Engineer.
If any of the retests fail, all loosely adhered or unadhered liner in the failed area, as determined
by the City Engineer, shall be removed and replaced. If a structure fails the adhesion test, one
(1)additional structure or ten percent (10%) of the initial number of structures selected for
testing shall be tested at the discretion of the City Engineer.
NOTE: The mil thickness will be measured and confirmed with the scored and pulled test
samples.
4.) A final visual inspection shall be made by the City Engineer’s representative and
manufacturer's representative. Any deficiencies in the finished coating shall be marked and
repaired according to the procedures set forth herein by Applicator.
5.) The sanitary sewer system shall be put back into operational service as soon as the final
inspection has taken place.
4-4.3 LIFT STATION START-UP AND TESTING
Section under development.
4-4.4 CONCRETE TESTING
4-4.4 (a) STRUCTURAL CONCRETE
Air content test, slump test, and seven (7) day and twenty-eight (28) day compression cylinders
shall be provided for each twenty-five (25) cubic yards of concrete construction.
SECTION 4 – SANITARY
72
4-4.4 (b) FLOWABLE FILL
1.) Removable: The three (3) day average penetration resistance blow count number for removable
flowable fill shall not be less than twelve (12) or greater than thirty (30), conforming to INDOT
Standard Specifications Section 213.04 (b). The fourteen (14) day removability modulus shall
be one (1) or less, conforming to INDOT Standard Specifications Section 213.04 (c).
2.) Non-Removable: The three (3) day average penetration resistance blow count number for non-
removable flowable fill shall be greater than thirty (30), conforming to INDOT Standard
Specifications Section 213.04 (b).
4-4.5 TEST REPORTING
4-4.5 (a) REPORTING
1.) Test reports shall be prepared on official company letterhead and shall include relevant
information and documentation for each type of test conducted. The test report is not official
unless it is signed by a City Engineer representative.
2.) Any main line valves and equipment will be operated and witnessed by a South Bend City
Engineer representative. Any installed material that is not functioning properly will result in a
failed test. The accuracy of the Record Drawings will be checked at this time.
3.) All visible leaks shall be repaired and retested. All pipe, fittings, and other materials found to
be defective under test pressure shall be removed and replaced.
4.) Deviation from the above test procedures shall not be permitted.
SECTION 5 – WATER WORKS
73
SECTION 5 – WATER WORKS
5-1 GENERAL
5-1.1 DESIGN REQUIREMENTS
Design of the Water System shall comply with the current version of 327 IAC Article 8 Public Water
Supply, Recommended Standards for Water Works, Great Lakes – Upper Mississippi River Board of
State and Provincial Public Health and Environmental Managers (10 States Standards), and pipe
manufacturer’s requirements. The minimum size for a water main shall be eight (8) inches. When
extending public facilities such as water main, the facilities shall extend the width of the developed
parcel to the property line.
Developments of commercial and industrial shall have both domestic and fire services. Each service
shall have their own valve.
The current version of the City of South Bend Water Works Rules and Regulations apply. This
requirement shall include Water Leak Insurance and Cross-Connection requirements.
All materials and work shall conform to Water Department Standards and to Indiana Department of
Environmental Management and Indiana Administrative Code (IAC) Requirements.
5-2 MATERIALS
5-2.1 PIPES TWO (2) INCHES AND SMALLER
Water service pipe and fittings shall be Type K copper, conforming to ASTM B88 with compression
fittings in one (1) inch or two (2) inch diameter.
5-2.2 PIPES THREE (3) INCHES AND LARGER
5-2.2 (a) DUCTILE IRON PIPE
Eighteen (18) foot lengths of ductile iron pipe shall conform to the requirements of the American
National Standards Institute (ANSI) 21.51, or American Water Works Association (AWWA)
C151, Thickness Class 50 push-on joint pipe. The ductile iron pipe and fittings shall have a hot
coal tar coating in accordance with American Standards Institute for Coal-Tar Dip Coating for
Cast Iron Pipe and Fittings. Ductile iron pipe and fittings shall be cement-lined, conforming to
ANSI A21.4 or AWWA C104. Rubber gasket joints shall conform to the requirements of ANSI
A21.11 or AWWA C111.
5-2.2 (b) FITTINGS
Fittings shall be ductile iron conforming to AWWA C111/ANSI A21.11 and AWWA C110/ANSI
A21.10 for full body fittings or AWWA C153/ANSI A21.53-94 for compact fittings. All fittings
shall be mechanical joint. All fittings shall be manufactured in the United States.
SECTION 5 – WATER WORKS
74
5-2.3 POLYETHYLENE ENCASEMENT
The ductile iron water main pipe, valves, and associated fittings shall be encased (wrapped) in
polyethylene in accordance with AWWA C105/ANSI A21.5. The polyethylene wrap shall be V-Bio
enhanced. It shall consist of three (3) layers of co-extruded linear low-density polyethylene (LLDPE),
fused into a single thickness of not less than eight (8) mils. The inside surface of the polyethylene wrap
to be in contact with the pipe exterior shall be infused with a blend of anti-microbial biocide to mitigate
microbiologically influenced corrosion and a volatile corrosion inhibitor to control galvanic corrosion.
The wrap shall be overlapped one (1) foot in each direction at joints and secured in place around the
pipe. Wrap at tap locations shall be taped tightly prior to tapping. Contractor shall make all necessary
repairs to the wrap following tapping operations.
5-2.4 JOINT RESTRAINT
Retainer Glands shall be wedge action. The length of restraint shall be determined by the Design
Engineer.
Concrete thrust blocks shall only be used if designed and certified by a Registered Professional
Engineer registered in the State of Indiana.
5-2.5 MAIN LINE VALVES
5-2.5 (a) GATE VALVE
Resilient seated gate valves shall be Clow, Mueller, or Kennedy epoxy-coated, resilient
wedge, open right, designed for 200 psi working pressure, and meeting the requirement of
AWWA C509. Valves shall be bronze non-rising stem, MJ, two (2) inch square operating
nut for vertical installation with two (2) O-ring stem seals, and rubber-coated or rubber-sealed
gate. Valves shall be Mueller, Clow, or Kennedy.
5-2.5 (b) BUTTERFLY VALVES
Water main valves with sixteen (16) inch diameters and larger shall be butterfly type valves.
Butterfly valves shall conform to AWWA C504 – Rubber Seated Butterfly Valves.
5-2.5 (c) INSERT VALVE
Insert valve shall comply with AWWA C509 or AWWA C515. Insert valve shall have a ductile
iron body and have a resilient seated wedge for closure. Insert valve shall not be placed on water
mains larger than twelve (12) inches in diameter and at the discretion of the Water Works
Department. The insert valve shall be EZ Valve System by Advanced Technologies, Inc. or
approved equal.
5-2.5 (d) TEMPORARY LINE STOP VALVE
Temporary line stop valve shall be Hydra-Stop or approved equal. After the intended use of the
temporary line stop valve, remove the valve mechanism and plug water tight with the Hydra-Stop
completion plug and completion blind flange.
SECTION 5 – WATER WORKS
75
5-2.5 (e) TAPPING VALVES AND SLEEVES
The tapping sleeves shall be built in two (2) sections, designed to be assembled around the existing
mains without halting service. Bolts for fastening together the two (2) sections shall be closely
spaced, located so as to ensure uniform gasket pressure. End connections of the sleeves shall be a
mechanical joint complying with ANSI/AWWA C111. The end connection of the sleeve outlet
shall be flanged complying with ANSI B16.1 Class 125 with MSS SP-60.
The tapping valves shall be resilient seated valves of the non –rising stem type. The tapping valves
shall conform to ANSI/AWWA-C509. The end connection shall be a mechanical joint complying
with ANSI/AWWA-C111. The outlet end connection meeting the tapping sleeve shall be flanged
complying with ANSI B16.1, Class 125 and MSS SP-60. The valves shall be tested at twice the
working pressure of 200 psi. The valves shall have O-ring seals. The tapping valves shall be
provided with an adjustable cast iron valve box.
5-2.5 (f) VALVE BOX
Valve boxes shall be cast iron. Valve box assemblies shall include a bottom section, a top section,
and a lid. The lid shall have the word “WATER” cast into it. Valve box shall have five (5) foot
burial depth.
5-2.5 (g) CURB VALVE AND CORPORATION STOP
Curb valves and corporation stops shall be ball type, one-quarter (¼) turn clockwise from fully
open to fully closed and designed for 200 psi. working pressure. Inlet and outlet shall have
compressed connections. Curb valve boxes shall allow for valve operation, from the surface, with
the box and rod for a five (5) foot depth of curb valve. The tee head should be parallel to the pipe
when open, and perpendicular when closed. Only valves manufactured by Mueller, Ford, or
McDonald shall be permitted.
5-2.6 FIRE HYDRANT ASSEMBLY
Fire hydrant shall conform to the most recent version of AWWA C502; two (2), two and one-half
(2.50) inch nozzles with National Standard thread and one (1) , five (5) inch pumper nozzle with South
Bend Fire Department special thread; chained nozzle caps; one (1) inch square operating nut to open
clockwise; one (1) inch square nozzle caps nuts; 360 degree rotatable upper barrel of break-flange
design; painted red, white, and blue; extension for a six (6) foot trench depth; six (6) inch inlet with
gasket and wedge action retainer gland. This inlet connection (shoe) shall be oversized to fit old and
new pipe, having O.D. range from six and nine-tenths (6.90) inches to seven and one-tenth (7.10)
inches.
The nominal five (5) inch pumper nozzle shall have an I.D. of at least four and three-quarter (4.75)
inches. The main valve size shall be five and one-quarter (5.25) inches in diameter; the main valve
shall close with, and be held closed by, normal water pressure. The inside of the shoe, and the lower
plate valve, shall be epoxy-coated where exposed to pressurized water. Hydrants must be Clow
Medallion, Mueller Super Centurion, or Kennedy Guardian.
SECTION 5 – WATER WORKS
76
5-2.7 METER AND METER PIT
Meters are required for all domestic and irrigation lines. Irrigation may be fed off of the domestic
service after the meter; however, sewer and water charges will apply for all metered use. Fire service
lines are not metered and are billed a flat monthly rate. Meter, meter pit, and vault shall be as shown
on Standard Drawings 5-13 and 5-14.
5-2.8 BACKFLOW ASSEMBLY
A cross connection control program was established by local ordinance 8356-93 in support of 327
IAC. The type of backflow preventer shall be determined by a water works field inspector. For
commercial and industrial customers, a Reduced Pressure Zone (RPZ) is required for domestic service,
double check is required for fire lines, and a pressure vacuum breaker (or RPZ) is required for irrigation
systems. For further information contact the City of South Bend Water Works Cross Connection
Control Department at (574) 235-7605.
5-2.9 STEEL CASING PIPE
Steel casing pipe shall conform to ASTM A139, Grade B. The minimum wall thickness shall be 0.375
inches for casing pipe diameter up to and including twenty-six (26) inches, minimum wall thickness
shall be 0.50 inches for casing pipe diameters between twenty-seven (27) inches and forty-two (42)
inches, and minimum wall thickness shall be 0.5625 inches for casing pipe diameters between forty-
three (43) and forty-eight (48) inches. Casing spacers shall be stainless steel. The steel casing pipe
and casing spacers shall comply with Standard Drawing 5-5.
5-3 CONSTRUCTION METHODS
5-3.1 GENERAL
Schedule and coordinate work with the City Water Department.
All pipe installations are subject to inspection by the Project Representative and civil authorities having
jurisdiction.
5-3.2 EXCAVATION
Refer to Section 4-3.3 for excavation, sheeting/shoring, and trenching requirements.
5-3.3 DEWATERING
Refer to Section 4-3.4 for dewatering requirements.
Water shall be kept out of the trench until pipe joining is completed. When work is not in progress,
open ends, pipe, fittings, and valves shall be securely closed so that no trench water, earth, or other
substance will enter the pipes or fittings.
SECTION 5 – WATER WORKS
77
5-3.4 WATER MAIN INSTALLATION
5-3.4 (a) INSPECTION FOR DEFECTS
Before installation, the pipe shall be inspected for defects. Material found to be defective before
or after laying shall be replaced with sound material.
5-3.4 (b) CARE OF PIPE
Pipe and accessories shall be handled so as to ensure delivery to the trench in sound, undamaged
condition. Particular care shall be taken not to damage the pipe coating or lining. If the coating or
lining of any pipe or fitting is damaged, it shall be repaired immediately.
No other pipe or material of any kind shall be placed inside a pipe or fitting after the coating has
been applied. Pipe shall be carried into position and not dragged. Use of pinch bars and tongs for
aligning or tuning pipe will be permitted only on the bare ends of the pipe.
The interior of pipe and accessories shall be thoroughly cleaned of foreign matter before being
lowered into the trench and shall be kept clean during laying operations by plugging or other
approved method.
5-3.4 (c) PIPE JOINTS
Prior to making pipe joints on water main, clean and dry all surfaces of pipe joints and jointing
material. Use lubricants, primers, adhesives, and similar materials as recommended by the
manufacturers. Place, fit, joint, and adjust the jointing materials or factory fabricated joints as
recommended by the manufacturer to obtain the degree of water tightness required. As soon as
possible after the joint is made, place sufficient backfill material along each side of the pipe to
resist forces that might tend to move the pipe off line and grade.
Rubber gaskets that are not to be installed immediately shall be stored in a cool dark place.
Mechanical and push-on joints shall be installed in accordance with AWWA C600 for buried lines
or AWWA C606 for grooved and flanged pipe above ground or in pits.
5-3.4 (d) PIPE LAYING
Pipe and accessories shall be carefully lowered into the trench by means of derrick, ropes, belts,
slings, or other authorized equipment. Under no circumstance shall any water-line materials be
dropped or dumped into the trench. Care shall be taken to avoid abrasion of the pipe coating.
Except where necessary in making connections with other lines or as authorized by the Engineer,
pipe shall be laid with the bells facing in the direction of laying.
The full length of each section of pipe shall rest solidly upon the pipe bed, with recesses excavated
to accommodate bells, couplings, and joints. Pipe shall be firmly set on a good foundation and
care shall be taken that pipe does not rest on stones, rock, or any unyielding material. Pipe that has
the grade or joint disturbed after laying shall be taken up and re-laid. Pipe shall not be laid in water
or when trench conditions are unsuitable for the work.
SECTION 5 – WATER WORKS
78
5-3.4 (e) PIPE DEFLECTION
The maximum allowable deflection is equal to one-half (½) of the deflection allowed in AWWA
C600. If the alignment requires deflection in excess of the above limitations, special bends or a
sufficient number of shorter lengths of pipe shall be furnished to provide angular deflections within
the limits set forth.
5-3.4 (f) PIPE CUTTING
Cutting of pipe shall be done in a neat and professional manner without damage to the pipe. Unless
otherwise recommended by the manufacturer and authorized by the Engineer, cutting shall be done
with an approved type of mechanical cutter. A wheel cutter shall be used when practicable.
Squeeze type mechanical cutters shall not be used for ductile iron.
5-3.5 RESTRAINED JOINTS
Restrained joints shall be placed at fittings, upstream and downstream of the fitting, incorporating the
length of restraint as determined by the Design Engineer.
5-3.6 COVER REQUIREMENTS
The water main shall be installed with a minimum depth of cover of five (5) feet. The water main may
be required to be installed at a deeper depth to maintain the required eighteen (18) inches vertical
separation distance from sanitary and storm sewers.
5-3.7 SANITARY SEPARATION OF WATER MAIN
5-3.7 (a) PARALLEL INSTALLATION
Normal Conditions: Water mains shall be constructed at least ten (10) feet horizontally from any
existing or proposed sanitary sewer or storm sewer and at least eight (8) feet horizontally from any
manhole or inlet structure whenever possible. The distance shall be measured edge-to-edge.
Unusual Conditions: When local conditions prevent the prescribed horizontal separation, then
maximum horizontal separation shall be provided with vertical separation of bottom of water line
at least eighteen (18) inches above top of sewer. Where this vertical separation cannot be obtained,
the sewer shall be constructed of ductile iron pipe (Thickness Class 50) with mechanical joints or
PVC pipe (SDR 26 or SDR21) with compression seals. The pipe should be pressure tested in place
per AWWA C600 without leakage before backfilling.
5-3.7 (b) CROSSING
Normal Conditions: Water mains crossing any existing or proposed sanitary or storm sewer shall
be laid to provide a minimum vertical separation of at least eighteen (18) inches between the
outside of the water line and the outside of the sewer whenever possible.
SECTION 5 – WATER WORKS
79
Unusual Conditions: When local conditions prevent the prescribed vertical separation, conform to
the following:
1.Sanitary or storm sewers passing over or under water mains shall be constructed of ductile
iron pipe (Thickness Class 50) with mechanical joints or PVC pipe (SDR 26 or SDR 21)
as described in parallel installation, unusual conditions.
2.Water mains passing over sewer lines shall be laid to provide:
a.Vertical separation of at least eighteen (18) inches between top of sewer and
bottom of water lines.
b.Adequate structural support for the sewers to prevent excessive deflection of the
joints, resulting in the breaking of the water line.
c.Maximum separation of water and sewer line joints.
Sanitary and/or Combined Sewers, Storm Sewers, or Sewer Manholes: No water pipes
shall pass through, or come in contact with, any part of a sewer or sewer manhole.
5-3.8 BEDDING
From the bottom of the excavation to a point one (1) foot above the top of the pipe, bedding material
shall be placed as follows:
Granular material shall be placed in a loosely measured six (6) inch layer around the pipe. Each layer
shall be thoroughly tamped under and around the pipe, and when sufficient layers have been placed in
this manner to cover the pipe, the tamping shall proceed across the width of the trench. Hand,
pneumatic, or mechanical tampers may be used. The bedding material shall be moist, but not wet, and
it shall not include any stones larger than two (2) inches in any dimension.
If the native material is not granular and is unsuitable for pipe bedding, INDOT B-Borrow or Structure
Backfill Type 1 shall be installed around the pipe in the manner described above.
5-3.9 TRENCH BACKFILL
Refer to Section 4-4.1 for trench backfill requirements.
5-3.10 HYDRANTS
Hydrants shall be located per the Water Department Standards Details or as directed by the Water
Department. When set between the curb and sidewalk or between the sidewalk and property line, no
portion of the hydrant or nozzle cap shall be within six (6) inches of the sidewalk. All hydrants shall
stand plumb and shall have their nozzles parallel or at right angles to the curb; pumper nozzles shall
face the street. Hydrants shall fit the grade with nozzles at least twelve (12) inches above the ground.
Dirt and other foreign matter shall be removed from the hydrants before setting.
Each hydrant shall be restrained with mechanical joint fittings per City of South Bend Standard Details.
SECTION 5 – WATER WORKS
80
All hydrants are to be properly supported; and when set, shall be surrounded by 0.50 cubic yards of
loose gravel (No. 5 or No. 8), incidental to the hydrant assembly work item.
Hydrants shall be painted as shown in Standard Drawing 5-11.
5-3.11 COMMERCIAL METERS TWO (2) INCHES AND ABOVE WITH BACKFLOW
PREVENTION
The preference of the Water Department is that the meter and associated by-pass line be located inside
a building utility room.
Meters and backflow preventers shall be no closer than twelve (12) inches from the floor and no higher
than thirty-six (36) inches and the plumbing center line shall be twelve (12) inches from the wall.
Meters require an inlet and an outlet valve with a bypass. The bypass shall be at least one-half (½) the
main line size. The bypass is required to have a gate valve.
No jumpers are allowed at any time.
Floor drains shall be installed as close as possible to the meter and backflow preventer setting.
For a turbine meter, a two (2) inch test tee is required downstream of the meter before the outlet valve.
A minimum of ten (10) times the pipe diameter [or five (5) times with a strainer] of straight pipe is
required before the inlet valve and the meter. Two (2) times the pipe diameter is required on the outlet
side.
Backflow preventers are required on domestic, irrigation, and fire protection lines as specified by state
law and local ordinance. An approved backflow preventer shall be installed after the meter.
Reduced pressure zone backflow preventers cannot be installed in pits.
On irrigation systems, Pressure Vacuum Breaker (PVB) devices shall be installed a minimum of
twelve (12) inches above the highest head. If this requirement cannot be followed, an RPZ type device
shall be installed.
If water service cannot be interrupted, a comparable backflow device shall be installed in parallel.
Failure to follow these guidelines may result in termination of water service.
5-4 TESTING
5-4.1 TRENCH COMPACTION
Refer to Section 4-4.1 for trench compaction requirements.
SECTION 5 – WATER WORKS
81
5-4.2 QUALITY ASSURANCE (STATIC TEST AND DISINFECTION)
1. Testing Requirements
Examine each piece of pipe before installing. Remove all defective material from the site. Ductile iron
pipe shall be rung with a light hammer to detect cracks.
A South Bend Water Works employee must witness all static pressure tests and collect all bacteria
samples. No other results will be accepted. The South Bend Water Works requires three (3) working
days prior notice before any test. Each step must be completed before a bacteria test can be taken. The
water mains must be ready for static and bacteriological testing at the time specified. No bacteria
samples will be collected, or static pressure tests started, after noon on the designated day of testing.
During the inspection process, if any material needs to be replaced, the static pressure test must be
performed again to include the new material.
2. Prior to performing a static pressure test, the Contractor shall do the following:
As-Built drawings must be on file at the South Bend Water Works drafting office at least three (3)
working days prior to the static pressure test. These drawings must include all fire hydrants, main line
valves, hydrant valves, and curb stops. The Contractor must provide proper documentation on official
letterhead including a detailed list of material and total lengths installed. The drafting office is located
at 915 South Olive Street and the phone number is (574) 235-9279.
All hydrants will be live during a static pressure test. Table 6A from the AWWA Standard C600-99
will be used to determine testing allowances.
All hoses used for flushing will have a South Bend Water Works approved backflow/cross connection
prevention device. All contractors must keep track of the amount of water used for flushing. All water
added to the water main must be from the South Bend municipal water system and water cannot be
added during the static pressure test per Table 6A, in the AWWA Standard 600, unless it can be
measured.
Pressure pipe shall be subjected to 150 pounds per square inch hydrostatic pressure test per AWWA
C600. Test each section by means of a pump connected thereto. All air shall be expelled from the pipe
by satisfactory means. The pump, connections, fittings, and all necessary labor and materials for
conducting the tests, shall be furnished by the Contractor.
Test all pipe after backfilling and prior to pavement placement. Pressure test shall not be less than two
(2) hours duration. Leakage is defined as the quantity of water required to maintain a pressure within
five (5) psi of the specified test pressure, after air has been expelled and the pipe filled with water.
Leakage permitted shall not exceed ten (10) gallons per inch of diameter per mile of pipe per day at
the specified pressure.
3. After a static pressure test, the Contractor shall do the following:
The Contractor shall have a form on official letterhead with the start time and pressure along with the
end time and pressure. The static pressure test is not official unless it is signed by a Water utility
representative.
SECTION 5 – WATER WORKS
82
All hydrants, main line valves, and hydrant valves will be operated by the Contractor and witnessed
by a South Bend Water Works representative. Any installed material that is not functioning properly
will result in a failed test. The accuracy of the as-built drawings will be checked at this time.
All visible leaks shall be repaired and retested. All pipe, fittings, and other materials found to be
defective under test pressure shall be removed and replaced.
Deviation from the above test procedure shall not be permitted.
4. Disinfection
The water main must be flushed so that the chlorine residual is representative of the South Bend Water
Works distribution system. No bacteria samples will be taken until the free chlorine residual in the
water main is at least 0.50 mg/L and no higher than one and one-half (1.50) mg/L. After the flushing
is complete and before a sample is taken, the newly installed water main must be isolated from existing
potable water mains by closing the necessary valve(s). The Contractor must open this valve(s) prior to
bacteriological testing.
The form of chlorine, concentration, and points of application and sampling shall be as directed by the
South Bend Water Department. The chlorination procedure shall be in accordance with AWWA
Standard C651 – Disinfecting Water Mains, and as outlined herein.
As per AWWA standard C651-99, a sample will be taken every 1,000 feet of installed water main and
at all dead-end water mains. The samples will be collected at the appropriate fire hydrants. Each 1,000
foot section will pass its bacteria test before moving on to the next 1,000 foot section.
Tests shall indicate the water to be completely free from the members of the coliform group.
In the event of a failed bacteria test, the Contractor is responsible for flushing the system and re-
chlorinating.
SECTION 6 – TRAFFIC AND LIGHTING
83
SECTION 6 – TRAFFIC AND LIGHTING
6-1 GENERAL
6-1.1 PURPOSE
The purpose of this Section is to provide design guidance to developers and designers of projects
impacting the Right-of-Way of the City of South Bend. All work within the City’s Right-of-Way shall
comply with the following specifications. Work within the City’s Right-of-Way that is not addressed
by the following specifications shall comply with INDOT’s Standard Specifications and Design Manual.
6-1.2 ADDITIONAL SUBMITTAL REQUIREMENTS FOR TRAFFIC AND LIGHTING ITEMS
Design calculations shall include traffic signal designs and timing plans; structural design of traffic
signal and lighting equipment including criteria for wind loading, maximum horizontal deflection,
maximum stresses, fixture loads, material strengths, welds, and bolts; lighting photometric layout
sheets illustrating light levels and uniformity checks; voltage drop calculations.
6-2 SERVICE POINTS
6-2.1 GENERAL
Service points are to provide electrical power distribution for signals, street and/or pedestrian lighting,
landscape irrigation circuits, and any other electrical load requirements with sockets to meter electrical
power usage. Cabinets shall have the general shape and color as provided in the City’s Standard
Drawings.
6-2.2 SINGLE & DUAL METERS
The single meter installation is for applications needing electrical service for either a traffic signal
installation, up to eight (8) lighting circuits. The dual meter is for applications needing electrical
service for a combination of a traffic signal and up to eight (8) lighting circuits. The single meter
cabinet shall be a Tesco Service Pedestal, Single, 200 AMP, 120 Volt, Model T-24-200 lbs. or
approved equal. The dual meter installation option is for instances that permit different usage rates on
separate electrical circuits. The dual meter cabinet shall be a Tesco Service Pedestal, Dual, 200 AMP,
120 Volt, Model T-24-200 lbs., or approved equal.
6-2.3 LOCATION
Service points shall be located to provide easy access for maintenance, while minimizing impacts by
errant vehicles. Refer to City’s Standard Drawings for guidance on locating service points at
signalized intersections. A service point that controls lighting circuits shall take into consideration its
location and orientation of the photocell to effectively turn on and off the lights.
SECTION 6 – TRAFFIC AND LIGHTING
84
6-2.4 CONTROLLER CABINET WRAPS
Section under development.
6-3 SIGNALS
6-3.1 GENERAL
For traffic signal installation, an engineering study should be performed to determine the validity of
signal installation. New traffic-signal proposals should satisfy at least one (1) or more of the primary
warrants listed in IMUTCD Chapter 4C. The IMUTCD provides the criteria and procedures used to
determine if the warrant is satisfied. If a traffic signal is not warranted a multi-way “Stop” sign
application may be appropriate. The warrants provided in the IMUTCD should be followed. The
IMUTCD describes the warrants for where a multiway “Stop” sign installation may be considered.
However, it should not be used unless the traffic volume for each approach leg of the intersection is
approximately equal.
Signals require a surge protector and battery back-up system with blue light indicator, LED signal
indication modules (all colors), back plates on all signal heads, and pole mounted supplementary signal
heads for all new signal installations or modernization projects, otherwise existing conditions may be
maintained. New signal installations shall also provide fiber optic, Ethernet radio, or cell modem
connections to the Centracs central management system. Contact the Bureau of Traffic and Lighting
to determine which connection type is appropriate for the intersection location and for specific
requirements on equipment and standards.
Pedestrian heads with count down display and push buttons are required where marked crosswalks
exist, are planned, or pedestrian volumes warrant.
After the installation and acceptance of a traffic signals by the City of South Bend, the City will
become responsible for the operation and maintenance. Therefore, the City should be consulted early
in the design process regarding the feasibility of the selected signal equipment and its location, e.g.,
controllers, cabinets, signal heads, etc. The selected equipment must satisfy the operator’s capability
to adjust the signal and maintain. To reduce the City’s n eed for additional resources and personnel
training, the design shall match existing traffic signal hardware and capabilities.
All traffic signal equipment is to be barcoded. Contractor shall provide a list to the Bureau of Traffic
and Lighting. The Bureau will create the bar codes which are then to be secured to the equipment by the
contractor.
6-3.2 TRAFFIC SIGNAL CONTROLLERS
The controller shall be a TS2 Type 2 controller, a malfunction management unit (MMU), and be
interchangeable with existing controllers used and maintained by the City of South Bend. The controller
shall have a small switch panel and compartment (police door).
SECTION 6 – TRAFFIC AND LIGHTING
85
6-3.3 TRAFFIC SIGNAL CABINET AND FOUNDATION
A Type P-1 foundation shall be provided for a TS2 Cabinet. All Cabinets shall come provided with all
necessary equipment to function properly and shall provide an Ethernet switch. The Type P-1 foundation
shall be in accordance with INDOT Standard Drawings.
6-3.4 CONTROLLER AND CABINET LOCATION
Traffic signal cabinets shall be located to provide easy access for operation and maintenance while
minimizing impacts by errant vehicles. Refer to Standard Drawing 6-5 for guidance on location of
controller cabinets at signalized intersections. Lighted intersections shall consider a tree canopy for
photocell operation.
Each time a controller cabinet door is opened, records are to be kept for why the door was opened.
New traffic signal installations shall include a cabinet log for documentation purposes.
6-3.5 ACCESSIBLE PEDESTRIAN SIGNALS
The use of an Accessible Pedestrian Signal (APS) shall be considered at locations where a visually
impaired pedestrian has made a request or at locations where a visually impaired pedestrian is present.
APS shall also be considered at an intersection adjacent to traffic signals that currently have, or will be
equipped with, APS. An Accessible Pedestrian Signals (APS) Study Report shall be conducted for any
new traffic signal installation and shall be submitted for review to Engineering.
6-3.6 SIGNAL HANDHOLES
The maximum spacing between handholes in the same conduit run is not to exceed 200 feet for lighting
and 300 feet for fiber circuits. Desirably handholes shall not be located within the pedestrian access route.
If site restrictions require, handholes shall have a casting that meets section R302.7 in the ADA PROWAG
regarding vertical alignment and surface discontinuities.
No cable splices shall be permitted anywhere below surface grade. The cover of the handhole shall be as
shown on Standard Drawing 6-19.
Handholes should be located within the tree-lawn area when possible. Other locations may include
sidewalks, behind guardrails or non-mountable curb, paved shoulder, or as directed by Engineering.
Handholes shall not be located within the curb ramps. The handhole shall be made of concrete in
accordance with INDOT Standard Drawings. Handholes made of polymer concrete are not allowed.
A handhole that needs to be placed directly in a travel lane will require a special design and plan detail to
provide a means by which the cover and ring are to be secured to the handhole.
6-3.7 CONDUIT
Conduit shall have a minimum diameter of three (3) inches or equivalent area with no greater than thirty
percent (30%) of the interior area filled by wiring. Two (2) additional conduit runs shall be install from
the controller cabinet foundation to first handhole. Conduits for advanced detection may have a minimum
diameter of two (2) inches.
SECTION 6 – TRAFFIC AND LIGHTING
86
6-3.8 DETECTION
Detection at signalized intersections shall be from thermal imaging sensors mounted on traffic signal
strain poles or mast arms capable of monitor traffic and bicycle activities in all weather conditions.
Preformed loops shall be used with concrete at locations that are unsuitable for thermal detection and loop
detectors with saw cuts should only be used at locations that are unsuitable for thermal detection and
preformed loops. Loop detector housings shall be installed outside of the travel lanes, in the shoulders,
or in the median if the lane is adjacent to one of these. Refer to Standard Drawing 6-6 to locate detector
housings on roadways with curbs and no shoulders.
Advanced detection may be required on all approaches with design speeds greater than thirty (30) mph,
unless specifically waived by Engineering. Each lane of an approach shall have its own detection channel
on the controller. Adjacent lanes of the same movement may not be configured as a single channel.
Multiple approach lanes must have individual lane by lane detection.
6-3.9 APPROVED EQUIPMENT
All signal components shall be NEMA TS-2 compliant with the following approved equipment used
unless otherwise approved by South Bend Bureau of Traffic and Lighting.
Signal cabinets: Econolite ‘P’, ‘M’, or ‘G’ Cabinets.
Controller: Econolite ASC/3-2100 with Ethernet port and Purdue Data Logging enabled
or Econolite Cobalt 2100 controller
Video Detection: FLIR thermal sensors processed by Autoscope RackVision Terra
Conflict Monitor: Reno A&E MMU2-1600GE
Loop Detectors: New construction, under pavement, Reno A&E PLH Preformed Loop
Replacement or Retrofit, saw cut installed, Reno A&E PLB Preformed Loop
In-Pavement Det.: TrafficWare POD Wireless Detection System
Loop Amplifier: Reno A&E Model C-1203 with counting enabled
Load Switches: Reno A&E LS-200
Advance Detection: Loop or In-Pavement (see above).
Signal Heads: Econolite, polycarbonate, black aluminum backplates with reflective tape
Pedestrian Head: General Electric Model GT1 LED sixteen (16) inches by eighteen (18)
inches with countdown module Model PS7- CFF1-27A or Leotek TLS-
PED-16-CIL-P1
Pedestrian Button: Campbell Company AAPS with cabinet located APC or Campbell Company
AGPS
SECTION 6 – TRAFFIC AND LIGHTING
87
Battery Back-up: Sensata Technologies 48M18-WBE. UPS and batteries housed in separate
cabinet mounted on side of controller cabinet.
Conduit: PVC meeting the requirements of NEMA TC-2, Type 2
LED Modules: InterTek-ETL certified to meet ITE specifications
Cabinet Fiber/
Ethernet Switch: MOXA model SFP-1GLXLC-T
Ethernet Radio: Intuicom Nitro58, 5.8 Ghz Range, Integrated Panel Preferred
Time Switch for
Flasher Activation: Solar Traffic Controls STC-01 Solid-State Time Switch
Speed Limit
Indicators: Traffic & Parking Control Co., Inc. solar powered indicators
6-3.10 WARNING BEACON
A warning beacon shall be provided at mid-block crosswalks with a push button for pedestrian activation.
6-3.11 SPEED LIMIT SIGN BEACON
A speed limit sign beacon shall be provided with each School Speed Limit Assembly in accordance with
IMUTCD Chapter 4C and Standard Drawing 6-7. The sign beacons shall be solar powered, secured to a
four and one-half (4.50) inch diameter pedestal pole, base, and foundation and equipped with a time switch
for flasher activation.
6-3.12 SPEED LIMIT INDICATORS
A speed limit indicator, also called “Your Speed” sign, displays the speed of an approaching vehicle and
may be installed in conjunction with a Speed Limit sign in accordance with IMUTCD INDOT Standard
Specifications, Section 802, and shall be FCC compliant. Speed limit indicators are to be located on
roadways, as determined by the City, for slowing down motor-vehicle traffic to improve safety for
pedestrians and cyclists. The indicator shall be a solar powered twelve (12) inch amber LED display on a
twenty-four (24) inches wide by thirty (30) inches high sign with the words “YOUR SPEED” printed
above the LED screen. The legend will have a black legend on a yellow background.
6-4 SIGNS
6-4.1 GENERAL
Street name lettering shall be in Highway C font and shall be in Upper and Lower case with medium
kerning. Street numbers shall be the same with wide kerning. Standard abbreviations may be used
following the street name or number for ground mounted and overhead signs.
The upper-case letter on new installations for overhead signs are to be twelve (12) inches high. The upper-
case lettering for existing overhead signs may remain eight (8) inches high.
SECTION 6 – TRAFFIC AND LIGHTING
88
The removal of existing signs shall be coordinated with the Bureau of Traffic and Lighting (574-235-
9925) and arrangements made for the convenient time to deliver City signs and poles. All salvaged traffic
signs shall be delivered to the Bureau of Traffic and Lighting at 731 S. Lafayette Blvd. All deliveries to
the Bureau of Traffic and Lighting requires a minimum of two (2) working days prior to returning or
delivering any sign and/or sign related material.
The white on black signs located in Historic Districts shall remain unless directed otherwise by the City.
All signs are to be barcoded. The Contractor shall provide a list to the Bureau of Traffic and Lighting.
The Bureau will create the barcodes which are then to be secured to the sign by the contractor.
6-4.2 MATERIALS
Signs shall be of 0.10 gauge aluminum for widths up to sixty (60) inches and 0.125 gauge aluminum for
widths greater than sixty (60) inches. The background color, based on street type, shall be 3M
ElectroCutTM Film Series 1170 (1171c Yellow, 1175c Blue, 1177c Green, or 1179c Brown) or approved
equal. The white legend shall be Diamond GradeTM DG3 Reflective Sheeting, Series 4090 (4090 White)
or approved equal.
Sign posts shall be two (2) inches by two (2) inches (INDOT Type 2) ASTM designation A570, Grade
50 steel meeting the provisions of Buy America.
6-5 TRAFFIC MARKINGS
6-5.1 GENERAL
Longitudinal lines, other than on bridge decks and RCBA’s, should be grooved when durable marking
materials of thermoplastic, multi-component, or preformed plastic are used. Grooving pavement for
longitudinal lines extends the service life of the marking by reducing the likelihood of snow plow damage
and improves marking adherence to the pavement surface.
In the central business district where parking is prohibited, curb markings shall be IMUTCD compliant
with red located in front of fire hydrants, yellow for no parking regulations, and blue to designate parking
spaces for persons with disabilities.
Green pavement markings shall be used in extensions of bicycle lanes through intersections and traffic
conflict areas.
6-5.2 MATERIALS
6-5.2 (a) THERMOPLASTIC
Thermoplastic is a durable marking material that should be used on asphalt pavements with an
Annual Average Daily Traffic (AADT) value greater than or equal to 10,000 to 20,000 Vehicles
per Day (VPD) or designated as a Collector and for transverse markings, unless otherwise directed
by the City.
SECTION 6 – TRAFFIC AND LIGHTING
89
6-5.2 (b) MULTI-COMPONENT (EPOXY)
Multi-Component is a durable marking material that can be used on any asphalt or on concrete
pavement with an AADT value greater than 20,000 VPD or designated as an Arterial route, unless
otherwise directed by the City.
6-5.2 (c) PREFORMED PLASTIC
Preformed Plastic markings shall be used where there is a need for more durable, retained retro-
reflectivity, increased detection distance, and wet retro-reflectivity characteristics. Preformed
Plastic is a durable marking material that can be used on either bituminous or concrete pavement
with an AADT greater than 20,000 VPD or designated as an Arterial route, unless otherwise
directed by the City. Preformed plastic longitudinal skip line markings with pavement grooves
shall be considered on all multi-lane concrete pavement projects.
6-5.2 (d) TRAFFIC PAINT
Paint marking material is to be used where the additional cost of durable pavement markings is
not warranted as determined by the Engineering Department.
6-5.3 GUIDANCE DEVICES
Guidance Devices shall be provided to delineate curb extensions to mark the curb line from damage
caused by heavy equipment during snow plowing operations. P.S.B GESMA Inc.’s R-6 curb markers
shall be located and installed per manufacturer’s recommendation at the intersections to locate the face of
curb.
6-6 LIGHTING
6-6.1 GENERAL
The lighting criteria shall be the illuminance design method meeting the guidelines listed in AASHTO
Roadway Lighting Design Guide. The road surface for asphalt pavements shall be considered an R3
classification, unless directed otherwise. The general land use term “commercial” shall be considered the
boundary defined by the central business district. The lighting system shall take into account the effects
that trees have on light distribution. The City Engineer shall approve all light fixtures installed within the
Right-of-Way.
The electrical power supply shall be single (1)-phase. If only three (3)-phase service is available, then a
step down to single (1)-phase is required. The lighting layouts shall have wiring circuits A or B designed
to avoid dark zones if either of the wire circuits would fail. Luminaires along a straight section of roadway
typically have the A and B connections alternating with the opposite designation across the street. The
lighting circuit shall be controlled at the service point by a photocell.
All new lighting luminaire installations shall be a LED light source with color temperature between 4,500
K to 5,000 K without blue light. The bases, poles, mast arm, and fixtures shall be made of cast aluminum
or steel with a black powder coat finish.
Provisions for dark skies within the City right-of -way shall be considered.
SECTION 6 – TRAFFIC AND LIGHTING
90
Plans should indicate light source type, luminaire wattage, total initial lumen output, estimated light loss
factor, the average illumination level, uniformity ratio, equipment location, luminaire table, and service
point amp table.
Connections between lights shall be No. 4 gauge copper wire with No. 10 gauge copper wire installed
from base of pole to luminaire.
The lighting of a roundabout should be in accordance with AASHTO Roadway Lighting Design Guide
and NCHRP Report 672. Lighting should include the central circulatory roadway and extend at least 400
feet from the circulatory roadway along all approaches. Light of the approaches should also extend
through any pedestrian crosswalks and/or splitter islands.
All lighting equipment is to be barcoded. The Contractor shall provide a list to the Bureau of Traffic
and Lighting. The Bureau will create the barcodes which are then to be secured to the equipment by the
contractor.
6-6.2 LIGHTING HANDHOLES
Refer to Section 6-3.6 SIGNAL HANDHOLES for lighting handhole requirements.
6-6.3 CONDUIT
Conduit shall be two (2) inch Schedule 80 HDPE and installed with tracer wire for future locates. The
HDPE shall be suitable for direct burial applications and shall not be installed when either the temperature
or ambient temperature is below negative ten (–10) degrees Fahrenheit. Schedule 40 HDPE conduit may
be used in an existing tree-lawn area that is already developed.
SECTION 7 – EARTHWORK & EROSION AND SEDIMENT CONTROL
91
SECTION 7 – EARTHWORK & EROSION AND SEDIMENT CONTROL
7-1 GENERAL
7-1.1 DESIGN REQUIREMENTS
Design of the Erosion and Sediment Control measures shall comply with the current version of the
City of South Bend Stormwater Management Ordinance and the Indiana Stormwater Quality
Manual, Issuance of Permits, Construction and Permit Requirements, and product manufacturer’s
requirements.
7-2 CONSTRUCTION METHODS
7-2.1 GENERAL
All Erosion and Sediment Control items shall be installed in strict conformance with the
manufacturer’s instructions for proprietary items. On-site construction methods shall conform to
these Specifications and City of South Bend Standards and the Indiana Stormwater Quality
Handbook.
A typical layout for Erosion and Sediment Control measures on an individual lot is included in
Standard Drawing 7-8. While this will not encompass every situation, it should be used as a
guideline when determining which measures to use and where they should be located.
Prior to site work, Erosion Control measures shall be installed to control erosion and prevent
sediment from exiting the site. This shall include but not be limited to silt fences and filter socks,
construction entrances, inlet protection, and other items as necessary to control sediment.
Construction operations shall be carried out in a manner so as to minimize erosion and control
sediment. Any material excavated from the project shall be contained.
A plan shall be submitted to the Division of Engineering for a site that will be inactive for fifth-
teen (15) days. This plan shall include the method and schedule for stabilizing the site until work
can resume and the original erosion and sediment program can be reimplemented.
The Notice of Intent and required rain gauge shall be clearly posted at the site prior to commencing
construction activities.
7-2.2 INSPECTION AND MAINTENANCE
7-2.2 (a) GENERAL
Inspection and maintenance of all temporary and permanent measures shall be in accordance
with the approved self-monitoring program submitted by the individual lot operator and adhere
to Section 7 of the South Bend Standards.
SECTION 7 – EARTHWORK & EROSION AND SEDIMENT CONTROL
92
Mud and sediment tracked or washed onto public roads shall be removed immediately by
brushing or sweeping, at a minimum, daily. Flushing should only be used if the water is
conveyed into an inlet that is protected.
Construction site inspection should occur at least weekly, and within twenty-four (24) hours
following each storm event with 0.50 inches of rain or greater.
7-2.3 REMOVAL
Upon completion of all earth disturbing activities, all temporary Erosion and Sediment Control
measures shall be removed, taking care to prevent any sediment from entering the stormwater system
and disposing of any material built-up around the control measure.
Upon completion of a project, the erosion and sediment control measures shall remain in place until
the site has stabilized and the erosion and sediment control are no longer necessary.
SECTION 8 – LANDSCAPING
93
SECTION 8 - LANDSCAPING
8-1 GENERAL
8-1.1 PURPOSE
The purpose of this Section is to provide design guidance to protect and enhance the community’s
environmental, economic and aesthetic quality, thereby contributing to the overall objective of
promoting the public’s health, safety and general welfare. The following design guidance is intended
to enhance, preserve and develop the City’s environment by:
•Managing development impacts by planting trees and landscaping in order to increase the real
estate values of properties; and
•Creating innovative and environmentally friendly landscape designs that enhance and define
the public and private spaces.
The City of South Bend Forester and Engineering will work together with respect to clarification and
guidance during plan reviews. Communication for tree plantings and landscaping requirements shall
be through Engineering during these plan reviews.
8-1.2 OVERVIEW
This guidance is to address landscaping applied as part of a development project or to be incorporated
as part of the surface restoration from work performed within the right-of-way. This section is not
intended to be a substitute for code requirements required in Chapter 19 - Trees and Vegetation of the
Municipal Code found within the Subdivision Ordinance. Where design guidance conflicts between
this section and the subdivision ordinance, the more restrictive requirement shall govern.
8-1.3 PLANTING SEASONS
Landscape and other planting work performed within the right-of-way shall be performed in their
respective species’ planting season. Typically, these planting seasons are either spring or fall. Spring
Planting shall occur from the time the soil first becomes workable up to June 15. Fall Planting shall
occur from September 1 to November 15. Evergreen shrub plantings shall occur no later than
November 1, and evergreen tree plantings shall occur no later than October 15. Plantings that occur
outside of the specified planting seasons shall be approved by the City.
Plantings occurring in the summer season, generally from June through August, or other unseasonable
conditions may require watering and additional measures to sustain said plantings. Approval to plant
in these unseasonable conditions shall be acquired prior to execution. Proposed plantings shall be
placed to the extent possible when conditions are optimal for their long-term viability.
8-1.4 PERMITS
See the City of South Bend’s Venues Parks & Arts – Forestry page for information regarding permit
requirements.
SECTION 8 – LANDSCAPING
94
8-2 DESIGN REQUIREMENTS
8-2.1 GENERAL
Landscaping features shall be designed in accordance with the Municipal Code City of South Bend
Zoning Ordinance Section 21-09.01 Landscape, Chapter 19 - Trees and Vegetation, and the South
Bend Tree & Lawn Regulations. Further, all plantings shall be in accordance with ANSI A300 Tree
Planting Standards part 6. Placement of landscaping features relative to intersections, drives and other
roadway features shall be in accordance with Section 2 – Streets, Walkways & Paths. Wherever
possible, landscaping features shall be centered between curb and sidewalk. Unless otherwise
specified, trees and shrubs shall be selected from the Street Tree Master Planting List. For a listing of
prohibited tree and shrub species, see Sections 19-13 and 19-14.
8-2.2 WATER
An adequate water supply shall be provided as part of any proposed planting or seeded grassed area
until these plantings are viable or a stand of grass is in place. Irrigation systems shall be considered
and may be required in areas containing planting beds or other similar landscaping features that will
be later maintained by City staff or located within the right-of-way.
8-2.3 TOPSOIL
Topsoil shall be stockpiled and reused to the extent possible as part of any construction activity. This
topsoil shall be kept separate from other soil material when stockpiling. It shall be clean and free from
large roots, sticks, weeds, brush, stones larger than 1 inch in diameter, or other litter and waste products.
At least 95 percent must pass the No. 10 sieve and the pH must be between 6.5 and 7.2. Any topsoil
imported from off-site sources shall be consistent with the above listed requirements. A minimum
topsoil depth of 6 inches for seeded areas and 4 inches for sodded areas shall be provided.
8-2.4 SEEDING
Seeding shall be installed consistent with these standards and in accordance with provisions set forth
in INDOT Specifications, Section 621. All seeding shall be Type U, or approved equal. Mulch shall
only be hydromulch using wood cellulose fiber on 6 inches of topsoil after fine grading. Straw mulch
shall not be used for seeding applications.
8-2.5 SODDING
Nursery sodding shall be installed consistent with INDOT Specifications, Section 621. All lawn areas
shall be graded and receive 4 inches of topsoil that complies with Section 8-2.3 prior to sod placement.
Generally, all parkway areas within one foot adjacent and behind the sidewalk and other disturbed
areas within the right-of-way shall be sodded. Within these areas, fine grading shall be performed
between the curb line and sidewalks and topsoil placed to establish a minimum depth of 4 inches prior
to placement of sod.
8-2.6 PERMANENT EROSION CONTROL
Permanent erosion control materials, such as turf reinforcement mats, shall comply with INDOT
Specifications, Section 621. All installed turf reinforcement mats shall be biodegradable.
SECTION 8 – LANDSCAPING
95
8-2.7 STRUCTURAL SOIL
Structural Soil shall provide a layer suitable for supporting the growth of permanent vegetation. All
materials shall be obtained from the existing soils within the construction limits, an approved
commercial source, or project-specific borrow pits. The Structural Soil shall be a fertile, friable and
loamy soil of uniform quality free from any objectionable plant material or undesirable vegetative
debris which would be harmful to plant life. All landscape shrub beds and tree pits within paved areas
shall be backfilled with a Structural Soil mix as further described below.
All materials used to develop the Structural Soil shall consist of 40-45% sand, 7-20% clay,
and 35-40% silt and must be placed at the depth of the tree root ball at a minimum depth of
24 inches.
All components and amendments to the Structural Soil shall be added and mixed with
pulverized topsoil and prepared offsite at the supplier’s facility creating a uniform mix.
Structural Soil shall be installed uniformly in grassed parkway locations and urban
environments as may be necessary for the viability of trees and other landscape amenities.
Structural Fill shall be stored in stockpiles at the producer’s or supplier’s facility and be protected from
erosion, absorption of excess water, and contamination at all times.
8-2.8 TREE GRATES
The size and location of Tree Grates shall be in accordance with the tree species size classes listed in
the Street Tree Master Planting List and Section 9-2.3(c). All tree grates shall be installed with a metal
frame, such as angle iron, on which the grate will rest. At all tree grate locations, a water percolation
test shall be conducted to ensure not standing water is present within planting beds for greater than 12
hours. If proper drainage cannot be achieved, underdrains are to be provided where standing water
will restrict healthy plant growth.
8-3 MAINTENANCE AND WARRANTY
All vegetative features, where applied, shall be warranted for a period not less than 2 growing seasons
from project completion. During the warranty inspection period, planting areas will be rated per the
following scale:
Good: 81-100% of foliage, no major structural defects, no insect or disease concern,
high vigor
Fair: 66-80% of foliage, minor structural defects, minor insect or disease concern,
medium vigor
Poor: 26-65% of foliage, major structural defects, mechanical damage, insect or
disease noticeable decline, poor vigor – remediation plan and action required
Dead: 0-25% of foliage – replacement required
Areas rated as “poor” will require a remediation plan and action. Areas rated as “dead” will require
replacement.
SECTION 9 – FIXTURES AND FINISHES
96
SECTION 9– FIXTURES AND FINSIHES
9-1 GENERAL
9-1.1 PURPOSE
The purpose of this Section is to provide design guidance to developers, consultants, and others for
projects within the right-of-way or otherwise under the jurisdictional authority of the City of South
Bend. All work within the City’s limits shall comply with the following standards and guidance
provided. These fixtures and finishes standards encourage a more consistent approach for
improvements within the City. The improvements covered under this section do not and cannot provide
for all conditions nor are they intended to limit innovation. In some circumstances additional guidance,
information, assistance, or direction may be needed in coordination with City staff. The design
consultant is encouraged to seek this guidance. City Engineering may approve “equals” for any
specified manufacturer listed in this section. Variations to the standards shall be submitted in
accordance with Section 1–3 - Variance Process of the standards.
9-2 DESIGN REQUIREMENTS
9-2.1 PURPOSE
This Section outlines the fixtures and finishes to be used throughout the City of South Bend based on
five distinct districts. The Typology District Map separates the City into the following districts:
•Downtown
•Neighborhood Center
•Auto-Oriented
•Industrial
•Residential
Where development or redevelopment lie on the edge or within multiple districts, the
designer/developer shall work with City staff to select appropriate fixtures and finishes for the site.
Table 9-2.2(1) summarizes the standard finishes and fixtures for each district.
If right-of-way improvements or other development is proposed in a Historic District under the review
and jurisdiction of the Historic Preservation Commission (HPC), the HPC Standards and Guidelines
shall hold over the requirements of this section where conflicts may exist. Any development within
wellhead protection areas shall comply with the City’s Wellhead Protection Plan and Ordinance.
9-2.2 GENERAL ITEM DESCRIPTIONS
The City of South Bend embraces the concept of “Complete Streets” and incorporates these
requirements as further described in Section 2-2.1(a). This Section is intended to explicitly address the
context of the District within the community and the expected amenities and street features in place
making. Table 9-2.2(1) summarizes the various types of fixtures and finishes associated with their
corresponding Districts.
SECTION 9 – FIXTURES AND FINISHES
97
Table 9-2.2(1)
Feature
District
Downtown Neighborhood
Center Auto-Oriented Industrial Residential
Lighting Type 1
(A through F)
Type 1
(A through F)
Type 2
(A through D)
Type 3
(A)
Type 5
(A or B)
Type 4
(A)
Type 5
(A or B)
Type 3
(A)
Type 5
(C)
Street Trees See Section 8 - Landscaping
On-Street
Parking See Section 2 – Streets, Walkways, & Paths
Bicycle
Facilities See Section 2 – Streets, Walkways, & Paths
Bicycle
Racks
Type 1
(A or B)
Pavers Type 1
(A or B)
Trash
Receptacles
Type 1
(A or B)
Type 1
(A or B)
Type 2
(A or B)
Type 1
(A or B)
Tree Grates Type 1
(A)
Planters Type 1
(A or B)
Seating Type 1
(A or B)
Type 2
(A or B)
Notes:
The Historic Preservation Committee HPC Standards and Guidelines shall govern in designated historic
areas.
SECTION 9 – FIXTURES AND FINISHES
98
9-2.3 STREET FEATURES
9-2.3 (a) GENERAL
This Section provides guidance on the different types of street furniture and amenities within the
City of South Bend. Street furniture is intended to make pedestrian activity such as walking,
bicycling, and public transit more inviting; improve the street economy and City prosperity;
enhance public space; and create a place for social interaction. It is important to avoid excessive
quantities of furnishings that will result in clutter, obstruct the pedestrian access route, and
potentially reduce access to adjoining properties or other sidewalk functions. Street furniture may
be placed on cross streets within 50 feet of the intersection. Street furniture shall be placed in
accordance with ADA guidelines and at least 3 feet clear behind the face of curb at intersections
and driveway openings.
9-2.3 (b) LIGHTING
See Section 6-6 of the South Bend Standards for lighting design requirements such as mounting
height. All proposed lighting poles will be reviewed by City Engineering for approval. Installation
of small cell infrastructure equipment shall comply with the City’s Aesthetic Requirements for
Small Cell Infrastructure Installations and IC 8-1-32.3.
Type 1A: Beacon (8-Pane Luminaire), Singular, Bare
Type 1B: Beacon (8-Pane Luminaire), Singular with Banner Arms
Type 1C: Beacon (8-Pane Luminaire), Singular with Floral Hanger Arm
Type 1D: Beacon (8-Pane Luminaire), Offset Luminaire, Singular with Banner Arms and
Floral Hanger Arms
Type 1E: Beacon (8-Pane Luminaire), Dual, Bare
Type 1F: Beacon (8-Pane Luminaire), Dual with Banner Arms
Type 2A: Sternberg Lighting (Candy Cane), Singular, Decorative
Type 2B: Sternberg Lighting (Candy Cane), Singular, Decorative with Banner Arms
Type 2C: Sternberg Lighting (Candy Cane), Dual, Decorative
Type 2D: Sternberg Lighting (Candy Cane), Dual, Decorative with Planter Arms
Type 3A: Sternberg Lighting (4-Pane Luminaire), Singular, Bare
Type 4A: Lithonia Lighting D-Series LED
Type 5A: Sternberg Lighting (Cobra Head), Decorative with Pedestrian Downlighting and
Banner Arms
Type 5B: AEP (Cobra Head), Pedestrian Signal Attached to Pole
Type 5C: AEP (Cobra Head), Bare
SECTION 9 – FIXTURES AND FINISHES
99
9-2.3 (c) TREE GRATES
Tree grates shall be used in all urban environments to protect the soil from compaction and to
prevent the root system from becoming a tripping hazard for pedestrians. Tree grates shall be used
for all street trees planted within the sidewalk and be ADA compliant. All tree grates shall be from
the NEENAH Foundry Avenue Collection. The tree grate sizes may vary pending tree species and
space constraints. For additional design requirements see Section 8 – Landscaping.
Type 1A: Neenah Foundry R-8712, 5' x 5' Square Cast Iron
9-2.3 (d) STREET TREES
See Section 8 – Landscaping for acceptable species, spacing and additional Street Tree design
requirements.
9-2.3 (e) ON-STREET PARKING
On-Street Parking has proven to increase pedestrian and vehicular safety while simultaneously
making efficient use of available land. On-Street Parking is most common in urban and
commercial areas and shall be perpetuated or provided as required.
See Section 2 – Streets, Walkways & Paths for typical sections and further details regarding On-
Street Parking.
9-2.3 (f) BICYCLE FACILITIES
In conjunction with the concept of “Complete Streets” and promoting increased pedestrian
activity, the City of South Bend is engaged in a continuous effort to promote bicycling as a form
of transportation. The South Bend Bikeway Planning Map illustrates existing facilities that
accommodate bicycle traffic. Developments within the areas outlined on the map shall coordinate
with City Engineering to ensure compliance for bicycle access provisions throughout the City.
See Section 2 – Streets, Walkways & Paths for further details on Bicycle Facilities.
9-2.3 (g) BICYCLE RACKS
Bicycle racks shall be considered for installation in the public right-of-way primarily within the
Downtown and Neighborhood Center Districts. Bicycle racks shall be considered and may be
required at commercial establishments and destinations. Bicycle racks shall be installed in the
public right-of-way, in proximity to pedestrian traffic signals, a minimum 3 feet clear from back
of curb, 3 feet clear from other bike racks, 2 feet clear and not conflict with the pedestrian access
route, and a minimum of 6 feet removed from trees or tree grates where provided. All installed
bike racks must be surface mounted and perpendicular to the street as space allows.
Type 1A: Black Metal Powder Coated Finish; Dero Hitch
Type 1B: Black Metal Powder Coated Finish; Dero Hitch in Series
SECTION 9 – FIXTURES AND FINISHES
100
9-2.3 (h) PAVERS
Pavers shall be used primarily within Downtown and Neighborhood Center Districts. Pavers may
be used between the back of curb and edge of sidewalk, parking areas on major roadways, or for
local roadways. The use, extent and location of pavers, with drainage and maintenance provisions
will require approval by City Engineering prior to use.
Type 1A: Sidewalk Pavers, Decorative (see more information in Section 2-6.6)
Type 1B: Street Pavers (see more information in Section 2 – Streets, Walkways & Paths)
9-2.3 (i) PLANTERS
Planters shall be used where impervious surfaces or underground utilities prohibit the direct
planting of vegetation into the ground.
Type 1A: WAUSAU TF4111, reinforced precast concrete, Charcoal Weatherstone finish
Type 1B: WAUSAU TF4124, reinforced precast concrete, Charcoal Weatherstone finish
Type 1C: EarthPlanter EPMV41, Urban Vase 41, Millstone finish
9-2.3 (j) SEATING
Seating should be attractive, accessible, and easy to maintain. Seating shall be considered and may
be required on streets with ground-floor commercial uses, shared use paths, and medium to high
pedestrian volumes. Fixtures shall provide seating for three (3) people, such as one (1) 6-foot
bench. Bench design shall consider center armrests or other options to minimize prolonged use.
Seating may be adjacent to the building façade and shall be 5 feet clear of the pedestrian access
route. Seating should be oriented toward points of interest; this can be the adjacent building, an
open space, or the street itself if it’s lively. Where sidewalk width permits, seating can also be
oriented perpendicular to the curb. All seating shall be surface mounted in paved areas in
accordance with manufacturer recommendations.
Type 1A: Black Metal Frame with Decorative Back
Type 1B: Black Metal Frame with Gray Inserts and Flared Arms
Type 2A: Presidio, (Wood Slats), with back and armrests
Type 2B: Presidio, (Wood Slats), without back and armrests
SECTION 9 – FIXTURES AND FINISHES
101
9-2.3 (k) TRASH RECEPTACLES
Trash receptacles should be attractive and easy to maintain. Trash receptacles shall be provided on
opposite corners of each intersection along bus routes within the Downtown and Neighborhood
Center districts and adjacent to ground-floor commercial uses. Trash receptacles shall be City
standard with small openings, contain easily removable liner bags, be located at least 5 feet clear
from seating, pedestrian access route, and in the shade where feasible. Note that Type 2 trash
receptacles should be limited to parks and other recreational facilities.
Type 1A: Black Metal with Flat Topper
Type 1B: Black Metal with Concaved Topper
Type 2A: Presidio, Black
9-2.4 MISCELLANEOUS FEATURES
9-2.4 (a) BOLLARDS
Bollards shall be placed at the start of the curb ramp at sidewalk grade along protected bicycle
lanes or shared use paths as required to protect cyclists and pedestrians at roadway crossing points.
Bollards shall be metal with a black powder coated finish and surface mounted per manufacturer
recommendations. At select Downtown and Neighborhood Center districts, Sternberg Lighting
lighted bollards may be required. Consult with City Engineering where bollard installations are
required.
9-2.4 (b) CURB MARKERS
Curb markers shall be placed along roadways containing curb extensions and on-street parking to
identify the front face of curb for snowplows. Approved curb markers are manufactured by
Produits & Services Balisage Gesma, Inc., Type R-6, orange in color, 36 inch in length. When
installed, curb markers shall also include the ground anchoring base and summer plug for when
not installed. These shall be installed coincidental with pavement marking locations for
perpendicular, angle, or back end parking where curb overhang is anticipated.
9-2.4 (c) FENCING
All fencing shall be approved by City Engineering and compliment the overall aesthetics of the
area. Fencing shall comply with all zoning ordinance requirements. On the occasion when a fence
is required in the right-of-way to channel or restrict pedestrian movements, additional aesthetic
requirements or appearance considerations shall be required.
9-2.4 (d) WAYFINDING KIOSKS
Wayfinding kiosks shall be placed in high pedestrian volume areas. The kiosks shall list nearby
attractions with directional arrows and a map of the area with labeled attractions.
SECTION 9 – FIXTURES AND FINISHES
102
9-2.4 (e) CURB EXTENSIONS/TRAFFIC CALMING MEASURES
Traffic calming measures, such as curb extensions, shall be incorporated into designs to meet the
intent of the City of South Bend’s “Complete Streets” vision as described in Section 2-2.1(a).
Careful consideration shall be extended for the context and expected surrounding land use when
reviewing requirements for walks, bike lanes (dedicated or shared), on-street parking, and other
amenities for proposed transportation facilities. For existing facilities that are being reconstructed
or realigned, these additional features shall be considered and included as required with the
proposed design.
9-3 SUBMITTALS
For all fixtures, developers shall submit the following for City approval for items that are proposed to
be installed within the right-of-way:
•Manufacturer cut sheet
•Proposed fixture location(s)
•Proposed fixture orientation
•Clear distance from curbs, signals, pedestrian access route, drives, or other fixed features
(including but not limited to utilities vaults, electric poles, water valves, hydrants, signage,
landscaping, and buildings)
SECTION 9 – FIXTURES AND FINISHES
103
9-4 DOWNTOWN
9-4.1 GENERAL DESCRIPTION
The Downtown District consists of a mixture of mid-rise and high rise mixed-use developments,
including a variety of compatible building types and urban uses; buildings with active building
frontages set at or close to the sidewalk; and pedestrian -oriented scale with wide sidewalks,
regularly spaced street trees, and amenities that create an aesthetically pleasing and walkable
environment.
9-4.2 STREET FEATURE TYPES
•Lighting: Type 1 (A through F)
•Bicycle Racks: Type 1 (A or B)
•Pavers: Type 1 (A or B)
•Trash Receptacles: Type 1 (A or B)
•Tree Grates: Type 1 (A)
•Planters: Type 1 (A or B)
•Seating: Type 1 (A or B)
See Section 2-Streets, Walkways & Paths Tables 2-2.2(1) and 2-2.3(1) for additional information
regarding minimum right-of-way, number of lanes, and lane width.
9-4.3 PRIORITIES
Required priorities are items that must be incorporated into the project. Other considerations are
additional items that may be required after an initial development review by the City.
Required:
•Lighting
•Street Trees
•On-Street Parking
•Bicycle Racks
•Trash Receptacles
•Tree Grates or Planters
•Seating
Other Considerations:
•Bicycle Facility
•Pavers
•Fencing
•Wayfinding Signage and Kiosk
•Curb Extensions/Traffic Calming Measures
SECTION 9 – FIXTURES AND FINISHES
104
9-5 NEIGHBORHOOD CENTER
9-5.1 GENERAL DESCRIPTION
Neighborhood Centers contain storefront retail, professional offices, and dwelling units located either
in townhouse developments or in the upper stories or rear of mixed-use buildings. Such areas are
designed to encourage a pedestrian oriented design throughout the District. They are also designed to
maintain an appropriate pedestrian scale, massing, and relationship between buildings and structures
within the District.
9-5.2 STREET FEATURE TYPES
•Lighting: Type 1 (A through F), Type 2 (A through D), Type 3 (A)
•Bicycle Racks: Type 1 (A or B)
•Pavers: Type 1 (A or B)
•Trash Receptacles: Type 1 (A or B), Type 2 (A or B)
•Tree Grates: Type 1 (A)
•Planters: Type 1 (A or B)
•Seating: Type 2 (A or B)
See Section 2-Streets, Walkways & Paths Tables 2-2.2(1) and 2-2.3(1) for additional information
regarding minimum right-of-way, number of lanes, and lane width.
9-5.3 PRIORITIES
Required priorities are items that must be incorporated into the project. Other considerations are
additional items that may be required after an initial development review by the City.
Required:
•Lighting
•Street Trees
•On-Street Parking
•Bicycle Racks
•Trash Receptacles
•Seating
Other Considerations:
•Bicycle Facility
•Pavers
•Tree Grates
•Planters
•Fencing
•Curb Extensions/Traffic Calming Measures
SECTION 9 – FIXTURES AND FINISHES
105
9-6 AUTO-ORIENTED
9-6.1 GENERAL DESCRIPTION
The Auto-Oriented District consists of mixed-use areas outside of the Downtown and
Neighborhood Center districts. These areas are more oriented to accommodate vehicular use and
mid-range transportation with minor improvements geared toward pedestrian uses.
9-6.2 STREET FEATURE TYPES
•Lighting: Type 5 (A or B)
•Bicycle Racks: Type 1 (A or B)
•Pavers: Type 1 (A or B)
•Trash Receptacles: Type 1 (A or B), Type 2 (A or B)
•Tree Grates: N/A
•Planters: N/A
•Seating: N/A
See Section 2-Streets, Walkways & Paths Tables 2-2.2(1) and 2-2.3(1) for additional information
regarding minimum right-of-way, number of lanes, and lane width.
9-6.3 PRIORITIES
Required priorities are items that must be incorporated into the project. Other considerations are
additional items that may be required after an initial development review by the City.
Required:
•Lighting
•Street Trees
Other Considerations:
•On-Street Parking
•Curb Extensions/Traffic Calming Measures
•Bicycle Facility
•Bicycle Racks
•Pavers
•Trash Receptacles
•Tree Grates
•Planters
•Seating
•Fencing
SECTION 9 – FIXTURES AND FINISHES
106
9-7 INDUSTRIAL
9-7.1 GENERAL DESCRIPTION
The Industrial District provides a location for medium to high intensity industrial uses, typically
grouped along highways and major streets and separated from residential uses.
9-7.2 STREET FEATURE TYPES
•Lighting: Type 4 (A), Type 5 (A or B)
•Bicycle Racks: Type 1 (A or B)
•Pavers: Type 1 (A or B)
•Trash Receptacles: Type 1 (A or B)
•Tree Grates: N/A
•Planters: N/A
•Seating: N/A
See Section 2-Streets, Walkways & Paths Tables 2-2.2(1) and 2-2.3(1) for additional information
regarding minimum right-of-way, number of lanes, and lane width.
9-7.3 PRIORITIES
Required priorities are items that must be incorporated into the project. Other considerations are
additional items that may be required after an initial development review by the City.
Required:
•Lighting
•Street Trees
Other Considerations:
•On-Street Parking
•Bicycle Facility
•Bicycle Racks
•Pavers
•Trash Receptacles
•Planters
•Seating
•Fencing
SECTION 9 – FIXTURES AND FINISHES
107
9-8 RESIDENTIAL
9-8.1 GENERAL DESCRIPTION
The Residential District encompasses all properties and land within the City that are not contained
within the other districts. These primarily consist of urban and suburban housing.
9-8.2 STREET FEATURE TYPES
•Lighting: Type 3 (A), Type 5 (C)
•Bicycle Racks: Type 1 (A or B)
•Pavers: Type 1 (A or B)
•Trash Receptacles: N/A
•Tree Grates: N/A
•Planters: N/A
•Seating: N/A
See Section 2-Streets, Walkways & Paths Tables 2-2.2(1) and 2-2.3(1) for additional information
regarding minimum right-of-way, number of lanes, and lane width.
9-8.3 PRIORITIES
Required priorities are items that must be incorporated into the project. Other considerations are
additional items that may be required after an initial development review by the City.
Required:
•Lighting
•Street Trees
Other Considerations:
•On-Street Parking
•Bicycle Facility
•Bicycle Racks
•Pavers
•Fencing
•Curb Extensions/Traffic Calming Measures
Table of Contents
SECTION 1 – GENERAL ‐ MISCELLANEOUS ...................................................................................................................... 1
1-1 TYPICAL TITLE SHEET ...................................................................................................................................................... 1
SECTION 2 – STREETS, WALKWAYS & PATHS ................................................................................................................. 2
2-1 TYPICAL SECTION SCHEDULE ......................................................................................................................................... 2
2-2 TYPICAL SECTION ‐ RESIDENTIAL 1 ................................................................................................................................ 3
2-3 TYPICAL SECTION ‐ RESIDENTIAL 2 ................................................................................................................................ 4
2-4 TYPICAL SECTION ‐ COLLECTOR ..................................................................................................................................... 5
2-5 TYPICAL SECTION ‐ COMMERCIAL CORRIDOR .............................................................................................................. 6
2-6 TYPICAL SECTION ‐ COMMERCIAL DOWNTOWN ......................................................................................................... 7
2-7 TYPICAL SECTION ‐ COMMERCIAL MULTI‐LANE ........................................................................................................... 8
2-8 TYPICAL SECTION ‐ INDUSTRIAL .................................................................................................................................... 9
2-9 TYPICAL SECTION ‐ MULTI PURPOSE PATH ................................................................................................................. 10
2-10 TYPICAL SECTION ‐ ALLEYWAY .................................................................................................................................. 11
2-11 MINIMUM PAVEMENT SECTION ............................................................................................................................... 12
2-12 PAVEMENT DETAILS ‐ CONCRETE JOINTS ................................................................................................................. 13
2-13 PAVEMENT DETAILS ‐ CONCRETE JOINTS ................................................................................................................. 14
2-14 PAVEMENT DETAILS ‐ CONCRETE JOINTS ................................................................................................................. 15
2-15 PAVEMENT DETAILS ‐ BRICK PAVER REPLACEMENT ................................................................................................. 16
2-16 PAVEMENT DETAILS ‐ STRUCTURE ISOLATION JOINTS ............................................................................................. 17
2-17 GEOMETRY ‐ INTERSECTION DETAILS ........................................................................................................................ 18
2-18 GEOMETRY ‐ CUL‐DE‐SAC .......................................................................................................................................... 19
2-19 GEOMETRY ‐ TURNAROUNDS .................................................................................................................................... 20
2-20 DETAILS ‐ VAN ACCESSIBLE PARALLEL PARKING DETAILS ......................................................................................... 21
2-21 GEOMETRY ‐ PROTECTED BIKE LANE INTERSECTION ............................................................................................... 22
2-22 GEOMETRY ‐ MINI ROUNDABOUT ............................................................................................................................ 23
2-23 DRIVES AND APPROACHES ‐ RESIDENTIAL ................................................................................................................ 24
2-24 DRIVES AND APPROACHES ‐ RESIDENTIAL DEPRESSED CURB ................................................................................. 25
2-25 DRIVES AND APPROACHES ‐ COMMERCIAL ............................................................................................................. 26
2-26 DRIVES AND APPROACHES ‐ INDUSTRIAL ................................................................................................................. 27
2-27 DRIVES AND APPROACHES ‐ URBAN ALLEYS ............................................................................................................ 28
2-28 DETAILS ‐ RESIDENTIAL SIDEWALK ............................................................................................................................ 29
2-29 DETAILS ‐ COMMERCIAL SIDEWALK .......................................................................................................................... 30
2-30 DETAILS ‐ DECORATIVE PAVERS ................................................................................................................................ 31
2-31 DETAILS ‐ STANDARD CURB ....................................................................................................................................... 32
2-32 DETAILS ‐ COMBINATION CURB AND GUTTER, TYPE A ............................................................................................ 33
2-33 DETAILS ‐ COMBINATION CURB AND GUTTER, TYPE B ............................................................................................ 34
2-34 DETAILS ‐ COMBINATION CURB AND GUTTER, TYPE C ............................................................................................ 35
2-35 DETAILS ‐ MODIFIED COMBINATION CURB AND GUTTER ....................................................................................... 36
2-36 DETAILS ‐ STANDARD HEADER .................................................................................................................................. 37
2-37 DETAILS ‐ SIDEWALK CURB RAMP, TYPE A ............................................................................................................... 38
2-38 DETAILS ‐ SIDEWALK CURB RAMP, TYPE B ................................................................................................................ 39
2-39 DETAILS ‐ SIDEWALK CURB RAMP, TYPE C ................................................................................................................ 40
2-40 DETAILS ‐ SIDEWALK CURB RAMP, TYPE D ............................................................................................................... 41
2-41 DETAILS ‐ SIDEWALK CURB RAMP, TYPE E ................................................................................................................ 42
2-42 DETAILS ‐ SIDEWALK CURB RAMPS: DETECTABLE WARNING SURFACE ................................................................. 43
2-43 DETAILS ‐ RAISED CROSSWALK .................................................................................................................................. 44
2-44 DETAILS ‐ TABLED INTERSECTION ............................................................................................................................. 45
2-45 DETAILS ‐ SPEED HUMP ............................................................................................................................................. 46
2-46 DETAILS – CONCRETE SPEED HUMP PLAN AND DETAILS ......................................................................................... 47
2-47 PAVEMENT PATCHING AND UTILITY CUTS ‐ CONCRETE .......................................................................................... 48
2-48 PAVEMENT PATCHING AND UTILITY CUTS ‐ ASPHALT ............................................................................................. 49
2-49 PAVEMENT PATCHING AND UTILITY CUTS ‐ BRICK .................................................................................................. 50
2-50 PAVEMENT PATCHING AND UTILITY CUTS INVESTIGATIVE POTHOLE REPAIRS ..................................................... 51
SECTION 3 – STORMWATER ......................................................................................................................................... 52
3-1 TYPE A MANHOLE ‐ STANDARD PRE‐CAST .................................................................................................................. 52
3-2 TYPE B MANHOLE (ROUND OR RECTANGLE/SQUARE) .............................................................................................. 53
3-3 STANDARD SHALLOW MANHOLE ............................................................................................................................... 54
3-4 SADDLE STRUCTURE ..................................................................................................................................................... 55
3-5 TYPICAL STRUCTURE CASTINGS & ADJUSTING RINGS ............................................................................................... 56
3-6 STANDARD INLET .......................................................................................................................................................... 57
3-7 CATCH BASIN ................................................................................................................................................................ 58
3-8 PERFORATED PIPE DETAIL ............................................................................................................................................ 59
3-9 PRE‐CAST PERFORATED DRYWELL DETAIL .................................................................................................................. 60
3-10 PIPE BEDDING DETAIL ............................................................................................................................................... 61
SECTION 4 – SANITARY ................................................................................................................................................. 62
4-1 TYPE A MANHOLE ‐ STANDARD PRE‐CAST .................................................................................................................. 62
4-2 TYPE B MANHOLE (ROUND OR RECTANGLE/SQUARE) .............................................................................................. 63
4-3 STANDARD DROP MANHOLE ....................................................................................................................................... 64
4-4 STANDARD SHALLOW MANHOLE ............................................................................................................................... 65
4-5 SADDLE STRUCTURE ..................................................................................................................................................... 66
4-6 TYPICAL MANHOLE CASTING & ADJUSTING RINGS .................................................................................................... 67
4-7 SEWER TAPPING STANDARD ....................................................................................................................................... 68
4-8 VERTICAL AND SLANT STACKS ..................................................................................................................................... 69
4-9 TYPICAL CLEAN‐OUT ..................................................................................................................................................... 70
4-10 TYPICAL SEWER CASING DETAIL ................................................................................................................................ 71
4-11 PIPE BEDDING DETAIL ................................................................................................................................................ 72
4-12 CONCRETE SADDLE DETAIL ........................................................................................................................................ 73
4-13 FORCE MAIN TRACER WIRE RISER ............................................................................................................................. 74
4-14 DROP MANHOLE WITH FORCEMAIN CONNECTION ................................................................................................ 75
4-15 FORCE MAIN CLEANOUT STRUCTURE ....................................................................................................................... 76
4-16 AIR RELEASE VALVE STRUCTURE ............................................................................................................................... 77
4-17 FLOW METER VAULT .................................................................................................................................................. 78
4-18 ELECTROMAGNETIC FLOWMETER/REMOTE TRANSMITTER ................................................................................... 79
4-19 SAMPLE LIFT STATION PLAN ...................................................................................................................................... 80
4-20 SAMPLE LIFT STATION SECTION ................................................................................................................................ 81
4-21 ACCESS COVER ............................................................................................................................................................ 82
4-22 STILLING WELL ............................................................................................................................................................ 83
SECTION 5 – WATER WORKS ........................................................................................................................................ 84
5-1 TAPPING REQUIREMENTS ............................................................................................................................................ 84
5-2 TAPPING SLEEVE AND VALVE ...................................................................................................................................... 85
5-3 TYPICAL WATER SERVICE CONNECTION ..................................................................................................................... 86
5-4 CROSS OVER ................................................................................................................................................................. 87
5-5 TYPICAL WATER CASING DETAIL ................................................................................................................................. 88
5-6 TRENCH DETAIL FOR WATER MAIN IN SUITABLE SOIL ............................................................................................... 89
5-7 TRENCH DETAIL FOR WATER MAIN IN UNSUITABLE SOIL ......................................................................................... 90
5-8 TYPICAL GATE VALVE AND BOX ................................................................................................................................... 91
5-9 TYPICAL BUTTERFLY VALVE AND BOX ......................................................................................................................... 92
5-10 FIRE HYDRANT LOCATION AND CLEARANCES .......................................................................................................... 93
5-11 FIRE HYDRANT ASSEMBLY ......................................................................................................................................... 94
5-12 WALL REQUIREMENTS FOR HYDRANTS .................................................................................................................... 95
5-13 METER PIT SPECS. FOR 1", 1 1/2", AND 2" METERS ................................................................................................. 96
5-14 METER VAULT FOR COMPOUND AND TURBINE METERS ....................................................................................... 97
SECTION 6 – TRAFFIC AND LIGHTING ........................................................................................................................... 98
6-1 SERVICE POINT ‐ SINGLE METER (CABINET AND FOUNDATION DETAILS) ................................................................ 98
6-2 SERVICE POINT ‐ SINGLE METER (ELECTRICAL SCHEMATIC) ...................................................................................... 99
6-3 SERVICE POINT ‐ DUAL METER (CABINET AND FOUNDATION DETAILS) ................................................................. 100
6-4 SERVICE POINT – DUAL\COMBINATION METER (ELECTRICAL SCHEMATIC) ........................................................... 101
6-5 SERVICE POINT AND CONTROLLER CABINET LOCATION ......................................................................................... 102
6-6 SIGNAL ‐ ACTUATION (LOOP DETECTORS) ................................................................................................................ 103
6-7 SIGNS ‐ SCHOOL ZONE SIGNAGE ............................................................................................................................... 104
6-8 SIGNS ‐ STOP SIGN WITH RESIDENTIAL D3 SIGN ...................................................................................................... 105
6-9 SIGNS ‐ RESIDENTIAL D3 SIGN ................................................................................................................................... 106
6-10 SIGNS ‐ OVERHEAD RESIDENTIAL D3 SIGN ............................................................................................................. 107
6-11 MARKINGS ‐ CROSSWALK & TURN LANE ARROW .................................................................................................. 108
6-12 MARKINGS ‐ BICYCLE SYMBOL AND CHEVRON ...................................................................................................... 109
6-13 MARKINGS ‐ BICYCLE LANE AND SHARED LANE MARKINGS ................................................................................. 110
6-14 ROUNDABOUT ‐ MARKINGS & SIGNING ................................................................................................................. 111
6-15 MINI ROUNDABOUT ‐ MARKINGS AND SIGNING ................................................................................................... 112
6-16 MARKINGS ‐ SPEED HUMP AND CROSSWALK ........................................................................................................ 113
6-17 MARKINGS ‐ PARKING SPACES ................................................................................................................................ 114
6-18 LIGHTING ‐ LAYOUT AND DESIGN ........................................................................................................................... 115
6-19 TRAFFIC & LIGHTING ‐ HANDHOLE COVER ............................................................................................................. 116
6-20 LIGHTING ‐ FOUNDATION ......................................................................................................................................... 117
SECTION 7 – EARTHWORK & EROSION AND SEDIMENT CONTROL ............................................................................ 118
7-1 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE .................................................................................................. 118
7-2 INLET PROTECTION INSERT (BASKET) ........................................................................................................................ 119
7-3 INLET PROTECTION ALONG CURB ............................................................................................................................. 120
7-4 TEMPORARY SILT FENCE ............................................................................................................................................ 121
7-5 FILTER SOCK ................................................................................................................................................................ 122
7-6 CONCRETE WASHOUT ................................................................................................................................................ 123
7-7 EROSION CONTROL BLANKET .................................................................................................................................... 124
7-8 TYPICAL INDIVIDUAL LOT EROSION AND SEDIMENT CONTROL MEASURES (LESS THAN 1‐ACRE) ........................ 125
SECTION 9 ‐ FIXTURES AND FINISHES .......................................................................................................................... 126
9-1 LIGHTING ‐ TYPE 1A ..................................................................................................................................................... 126
9-2 LIGHTING ‐ TYPE 1B ..................................................................................................................................................... 127
9-3 LIGHTING ‐ TYPE 1C ..................................................................................................................................................... 128
9-4 LIGHTING ‐ TYPE 1D ..................................................................................................................................................... 129
9-5 LIGHTING ‐ TYPE 1E ..................................................................................................................................................... 130
9-6 LIGHTING ‐ TYPE 1F ..................................................................................................................................................... 131
9-7 LIGHTING ‐ TYPE 2A ..................................................................................................................................................... 132
9-8 LIGHTING ‐ TYPE 2B ..................................................................................................................................................... 133
9-9 LIGHTING ‐ TYPE 2C ..................................................................................................................................................... 134
9-10 LIGHTING ‐ TYPE 2D................................................................................................................................................... 135
9-11 LIGHTING ‐ TYPE 3A ................................................................................................................................................... 136
9-122 LIGHTING ‐ TYPE 5A ................................................................................................................................................... 137
Mayflower Rd.Western Ave.
Ave.Ewing
Rd.Ireland Miami St.Michigan St.IronwoodLoganBlvd.
JeffersonCity LimitsMcKinley Hwy.St. Joseph RiverU.S. 31S.R. 23S.R. 23
S.R. 2
U.S. 2
0U.S. 31Pkwy
.Bendix Dr.Por
tag
e
Ave
.
Nimtz
F. Jay
Ind. E/W Toll Rd.Main St.Chippewa
Fellows St.Edison Rd.
Corby Blvd.
36"
3 4"2"41 2"11"1'-4"13 4"34"24"2"2"114"4"8"514"34"83 4"83 4"
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL TITLE SHEET 1-1
June 26, 2018
SECTION 1 - GENERAL - MISC.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION SCHEDULE 2-1
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
REFERENCE TABLE
LANE DISTRIBUTION
TOTALPAVEMENTWIDTHSTREET TYPE R.O.W.PARKINGBICYCLETRAVELTWLTL*TRAVELBICYCLEPARKINGResidential 1 50' - -12'-12'--24'
Residential 2 60' 8' - 11' - 11' - 8' 38'
Collector 60' -5'11' 11' 11'5'- 43'
Commercial Corridor 80' - 120' 8'5'11' 11' 11'5'8' 59'
Commercial Downtown 80' - 120' 8'5'11' 11' 11'5'8' 59'
Commercial Multi-Lane 80' - 120' 8' -24'-24'- 8' 64'
Industrial 80' - 120' - -12'13'12'- - 37'
Multi-Purpose Path 20' - 30' ------- 10'
Alleyway - Subdivision 20' ------- 18'
Alleyway - Urban 14' -------12'
Parking Lot VARIES------- -
NOTES:
1.Street types as defined in Section 2-2 or as directed by the Division of Engineering.
2.Pavement width does not include curb offset or curb, where required.
3.A minimum 1 ft. curb offset is required for travel lanes.
*TWLTL as warranted or otherwise required. Where truck volume exceeds 200 VPD 12 ft.
travel lanes should be used for roadways without TWLTL.
13'-6"
Min.
12'-0"
Min.
2'-0"
5'-0"
Parkway
Grass 5'-0"
4" Conc.
Walk
5'-0"
Parkway
Grass
5'-0"
4" Conc.
Walk
6"
Pavement & Curb in Accordance
With Latest City Standards (Standard 2-1)
Curb & Gutter 1 2 SectionStandard Curb 1 2 Section
50' R/W
R/W LineR/W Line1.5%Var.1.5%Var.1.5%1.5%
Profile Grade & CL
(For Utilities South & West Side)(For Utilities North & East Side)5'-0" Min.2'-6"1'-0"
Water 3'-0"1'-0"
Gas
Storm Sewer
Grade as Req'd.
Sanitary Sewer if in Street
Grade as Req'd.
Subgrade
Top of Curb Elev.
Gutter Elev.
Top of Curb Elev.Gutter Elev.
Elec.Tel.
5'-0"
Utility Esmt.
5'-0"
Utility Esmt.
1'-0"
2'-6"
Min.
12'-0"
Travel Lane
12'-0"
Travel Lane
Cable / Fiber1'-0"
1'-0"
(Typ.)
10'-0"
Min.
2'-6"
Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - RESIDENTIAL 1 2-2
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Where possible public utilities should be installed between the back of the curb and back
of sidewalk or in an available utility easement.
2. Right of Way width in accordance with the approved plat.
3. Sidewalk width is to be 5 ft. minimum.
4. Maximum gradient on residential streets and sidewalks shall be 8%.
5. Minimum gradient shall be not less than five-tenths of one percent (0.50%) at gutter.
19'-0"
Min.
17'-6"
Min.
2'-0"
5'-0"
Parkway
Grass 5'-0"
4" Conc.
Walk
5'-0"
Parkway
Grass
5'-0"
4" Conc.
Walk
6"
Pavement & Curb in Accordance
With Latest City Standards (Standard 2-1)
Curb & Gutter 1 2 SectionStandard Curb 1 2 Section
60' R/W
R/W LineR/W Line1.5%Var.1.5%Var.1.5%1.5%
Profile Grade & CL
(For Utilities South & West Side)(For Utilities North & East Side)2'-6"1'-0"3'-0"1'-0"
Gas
Storm Sewer
Grade as Req'd.
Subgrade
Top of Curb Elev.
Gutter Elev.
Top of Curb Elev.
Gutter Elev.Elec.Tel.
5' Utility
Esmt.
1'-0"
2'-6"
Min.
5' Utility
Esmt.8'-0"
Parking
Lane
11'-0"
Travel
Lane
8'-0"
Parking
Lane
11'-0"
Travel
Lane
6"5'-0" Min.Water
Sanitary Sewer if in Street
Grade as Req'd.
10'-0"
Min.
2'-6"
Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - RESIDENTIAL 2 2-3
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Where possible public utilities should be installed between the back of the curb and back
of sidewalk or in an available utility easement.
2. Right of Way width in accordance with the approved plat.
3. Sidewalk width is to be 5 ft. minimum.
4. Maximum gradient on residential streets and sidewalks shall be 8%.
5. Minimum gradient shall be not less than five-tenths of one percent (0.50%) at gutter.
21'-6"20'-0"2'-0"
5' Min. Parkway
Grass
5'-0"
4" Conc.
Walk
5' Min. Parkway
Grass
5'-0"
4" Conc.
Walk
6"
Pavement & Curb in Accordance
With Latest City Standards (Standard 2-1)
Curb & Gutter 1 2 SectionStandard Curb 1 2 Section
60' R/W
R/W LineR/W Line1.5%Var.1.5%Var.1.5%1.5%Profile Grade & CL
(For Utilities South & West Side)(For Utilities North & East Side)
Storm Sewer
Grade as Req'd.
Subgrade
Top of Curb Elev.
Gutter Elev.
Top of Curb Elev.
Gutter Elev.
5' Utility
Esmt.
5' Utility
Esmt.
11'-0"
Travel
Lane
5'-0"
Bicycle
Lane
11'-0"
Travel
Lane
5'-0"
Bicycle
Lane
2'-6"1'-0"Elec.
Tel.
1'-0"3'-0"1'-0"
Gas
11'-0"
Two Way Left
Turn Lane
Sanitary Sewer if in Street
Grade as Req'd.
Water
10'-0"
Min.
5'-0" Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - COLLECTOR 2-4
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Where possible public utilities should be installed between the back of the curb and back
of sidewalk or in an available utility easement.
2. Right of Way width in accordance with the approved plat.
3. Sidewalk width is to be 5 ft. minimum.
4. Maximum gradient on residential streets and sidewalks shall be 6%.
5. Minimum gradient shall be not less than five-tenths of one percent (0.50%) at gutter.
29'-6"28'-0"
2'-0"
6'-0"
Parkway
Grass
5'-0"
4" Conc.
Walk
Pavement & Curb in Accordance
With Latest City Standards (Standard 2-1)
Curb & Gutter 1 2 SectionStandard Curb 1 2 Section
80'-120' R/W
R/W LineR/W Line1.5%Var.1.5%Var.1.5%1.5%Profile Grade & CL
(For Utilities South & West Side)(For Utilities North & East Side)
Gas
Storm Sewer
Grade as Req'd.
Sanitary Sewer if in Street
Grade as Req'd.
Subgrade
Top of Curb Elev.
Gutter Elev.
Top of Curb Elev.Gutter Elev.
Elec.
Tel.
11'-0"
Two-Way
Left-Turn Lane
11'-0"
Travel Lane
8'-0"
Parking
Lane
11'-0"
Travel Lane
8'-0"
Parking
Lane
5'-0"
4" Conc.
Walk
6"3'-0"2'-6"1'-0"
6'-0"
Parkway
Grass 5'-0"
Bicycle
Lane
5'-0"
Bicycle
Lane
Water
10'-0"
Min.
5'-0" Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - COMMERCIAL CORRIDOR 2-5
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Where feasible it is recommended that public utilities be installed between the back of
the curb and back of sidewalk.
2.Right of Way width in accordance with the approved plat.
3.Sidewalk width is to be 5 ft. minimum. Parkway may be infilled to curb in commercial
zones. No asphalt shall be used for infill.
4.Maximum gradient on commercial streets and sidewalks shall be 6%. Minimum gradient
shall be not less than five-tenths of one percent (0.50%) at gutter.
29'-6"28'-0"
2'-0"
Pavement & Curb in Accordance
With Latest City Standards (Standard 2-1)
Curb & Gutter 1 2 Section
30'-0"
Standard Curb 1 2 Section
30'-0"
80'-120' R/W
R/W LineR/W Line1.5%Varies 1.5%Varies1.5%1.5%
Profile Grade & CL
(For Utilities South & West Side)(For Utilities North & East Side)
Gas
Storm Sewer
Grade as Req'd.
Sanitary Sewer if in Street
Grade as Req'd.
Subgrade
Top of Curb Elev.
Gutter Elev.
Top of Curb Elev.
Gutter Elev.
Elec.
Tel.
11'-0"
Two-Way
Left-Turn Lane
11'-0"
Travel Lane
8'-0"
Parking
Lane
11'-0"
Travel Lane
8'-0"
Parking
Lane
5'-0"
6"3'-0"2'-6"1'-0"
5'-0"5'-0"5'-0"
5'-0"
Bike
Lane
5'-0"
Bike
Lane
5" Conc. Walk 5" Conc. Walk
Water
10'-0"
Min.
5'-0" Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - COMMERCIAL DOWNTOWN 2-6
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Where feasible it is recommended that public utilities be installed between the back of
the curb and back of sidewalk.
2. Right of Way width in accordance with the approved plat.
3. Sidewalk width is to be 10 ft. minimum. Parkway may be infilled to curb in commercial
zones. No asphalt shall be used for infill.
4. Maximum gradient on commercial streets and sidewalks shall be 6%.
5. Minimum gradient shall be not less than five-tenths of one percent (0.50%) at gutter.
32'-0"30'-6"
2'-0"
Parkway
Grass 5'-0"
4" Conc.
Walk
Pavement & Curb in Accordance
With Latest City Standards (Standard 2-1)
Curb & Gutter 1 2 SectionStd. Curb 1 2 Section
80'-120' R/W
R/W LineR/W Line1.5%Var.1.5%Var.1.5%1.5%
Profile Grade & CL
(For Utilities South & West Side)(For Utilities North & East Side)
Gas
Storm Sewer
Grade as Req'd.
Sanitary Sewer if in Street
Grade as Req'd.
Subgrade
Top of Curb Elev.
Gutter Elev.
Top of Curb Elev.
Gutter Elev.
Elec.
Tel.
12'-0"
Travel Lane
12'-0"
Travel Lane
8'-0"
Parking
Lane
12'-0"
Travel Lane
8'-0"
Parking
Lane
5'-0"
4" Conc.
Walk
6"3'-0"2'-6"1'-0"
Parkway
Grass
12'-0"
Travel Lane
Water
10'-0"
Min.
5'-0" Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - COMMERCIAL MULTI-LANE 2-7
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Where feasible it is recommended that public utilities be installed between the back of
the curb and back of sidewalk.
2. Right of Way width in accordance with the approved plat.
3. Sidewalk width is to be 5 ft. minimum. Parkway may be infilled to curb in commercial
zones. No asphalt shall be used for infill.
4. Maximum gradient on commercial streets and sidewalks shall be 6%.
5. Minimum gradient shall be not less than five-tenths of one percent (0.50%) at gutter.
20'-0"18'-6"
2'-0"
Pavement & Curb in Accordance
With Latest City Standards (Standard 2-1)
Curb & Gutter 1 2 SectionStd. Curb 1 2 Section
80'-120' R/W
R/W LineR/W Line12:1 Max.12:1 Max.1.5%1.5%Profile Grade & CL
(For Utilities South & West Side)(For Utilities North & East Side)
Gas
Storm Sewer
Grade as Req'd.
Sanitary Sewer if in Street
Grade as Req'd.
Subgrade
Top of Curb Elev.
Gutter Elev.
Top of Curb Elev.Gutter Elev.
Elec.
Tel.
12'-0"
Travel Lane6"3'-0"2'-6"1'-0"
12'-0"
Travel Lane
13'-0"
Two-Way
Left-Turn Lane
Water
10'-0"
Min.
5'-0" Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - INDUSTRIAL 2-8
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Right of Way width in accordance with the approved plat.
2. Maximum gradient on industrial streets shall be 8%.
3. Minimum gradient shall be not less than five-tenths of one percent (0.50%) at gutter.
20'-30' R/W
R/W LineR/W Line1.5%1.5%
2'-0"2'-0"10'-0"
4:1
Max.
4:1
Max.
Ex. Ground
Ex. Ground
1.5%
Max.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - MULTI PURPOSE PATH 2-9
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Right of Way width in accordance with the approved plat, but a minimum of 30' required.
2.Width is to be 10 ft. minimum.
3.Maximum gradient on paths should not exceed 5%.
4.When used in conjunction with street a minimum 5 ft. parkway should be available
between curb and path. 10 ft. clear space should be available for uncurbed sections.
CUT FILL
9'-0"9'-0"
Pavement in Accordance
With Latest City Standards
20' R/W
R/W LineR/W Line1.5%
Profile Grade & CL
Subgrade
1.5%
6'-0"6'-0"
Pavement in Accordance
With Latest City Standards
14' R/W
R/W LineR/W Line1.5%
Profile Grade & CL
Subgrade
1.5%
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SECTION - ALLEYWAY 2-10
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Right of Way width in accordance with the approved plat.
2. Maximum gradient on alleys shall be 6%.
3. Minimum gradient shall be not less than five-tenths of one percent (0.50%).
4. Drainage structures shall be placed 10' from approach limits.
5. Underground utilities within alleyways shall be located a minimum of 18" below ground.
SUBDIVISION
URBAN
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
MINIMUM PAVEMENT SECTION 2-11
2-2, 2-3
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. See prevailing specifications for method of testing existing soil subbase purposes.
2. Alternate pavement designs (AASHTO 93) and input parameters shall be
submitted to the City Engineer for review.
3. Arterial pavements shall meet IAW Mechanistic Empirical Pavement Design Guide
requirements.
MINIMUM PAVEMENT THICKNESS REQUIREMENT
STREET TYPE CATEGORY
SUBGRADE
TREATMENT
SUBBASE
No. 53
PLAIN
CEMENT
CONC.
HMA
SURFACE HMA INT. HMA BASE
Residential Minor Type II 6" 7"
Residential Minor Type II 6"1 1 2"
(165#/SYS)
2 1 2"
(275#/SYS)
4"
(440#/SYS)
Collector | Commercial Collector Type II 6" * 10"
Collector | Commercial Collector Type II 6"1 1 2"
(165#/SYS)
2 1 2"
(275#/SYS)
8"
(880#/SYS)
Industrial Major Type I 6" *11.5"
Industrial Major Type I 10"1 1 2"
(165#/SYS)
2 1 2"
(275#/SYS)
8"
(880#/SYS)
Multi-Purpose Path Minor Type III 4"5"
Multi-Purpose Path Minor Type II 4"1 1 2"
(165#/SYS)
2 1 2"
(275#/SYS)
Alleyway Minor Type III 6" 6"
1 1 2"
(165#/SYS)
2 1 2"
(275#/SYS)
Parking Lot Minor Type III 6"4-5"**1 1 2"
(165#/SYS)
2 1 2"
(275#/SYS)
* If underdrains are recommended per the Geotechnical Report, the Subbase
shall include 3" of #8 Coarse Aggregate above the Subbase No. 53 to serve as
a drainage layer.
** Based on joint spacing.
NOTES:
1. Joint sealant shall be hot applied asphalt in accordance with ASTM D6690, Type II.
2. No keyway is to be used on any conc. pavement replacement.
Epoxy Coated Tie-Bar
at 1'-0" c/c
Reference INDOT
Butt Joint Formed
by Bulk Head
1 4" RadiusSaw Cut Depth = D/3
Epoxy Coated Dowel Bars at 1'-0" O.C.,
at 6" Min. from Edge of PCCP
(See Table for Dowel Bar Diameter)
Preformed 1/2" Expansion
Joint Material
DDD1 4" Radius
D/2D/2TYPE A
EXPANSION JOINT
TYPE A - ALTERNATE
EXPANSION JOINT
TYPE C
TRANSVERSE CONSTRUCTION JOINT
Fill With Joint Sealer
1 4" Radius
Fill With Joint Sealer
Fill With Joint Sealer
Preformed 1/2" Expansion
Joint Material
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT DETAILS - CONCRETE JOINTS 2-12
2-5
June 26, 2018
SECTION 2 - STREETS AND PATHS
TIE-BAR SIZES FOR TRANSVERSE JOINT
CONSTRUCTION
PAVEMENT THICKNESS, D TIE-BAR
SIZE
Min. Length of
Embedment, le
Less than 9"#5 1'-0"
9" Through 12"#8 1'-8"
Greater than 12"#10 2'-0"
DEpoxy Coated Dowel Bars at 1'-0"
O.C., at 6" Min. from Edge of PCCP
(See Table for Dowel Bar Diameter)
TYPE D-1
CONTRACTION JOINT
Sawed Contraction Joint Seal
D/2D/39"9"
Epoxy Coated Tie-Bar
Reference INDOTButt Joint Formed
by Bulk Head
1 4" RadiusSaw Cut Depth = D/3
DD/2TYPE E
LONGITUDINAL CONSTRUCTION JOINT
Fill With Joint Sealer
le le
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT DETAILS - CONCRETE JOINTS 2-13
2-5
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Joint sealant shall be hot applied asphalt in
accordance with ASTM D6690, Type II.
DOWEL BAR SIZES
PAVEMENT THICKNESS, D DOWEL BAR
DIAMETER
Less than 9"1"
9" Through 12"1 1 4"
Greater than 12"1 1 2"
PAVEMENT
THICKNESS, D
LONGITUDINAL CONSTRUCTION JOINT
TIE-BAR SIZE SPACING MIN. LENGTH OF
EMBEDMENT, le
LESS THAN 9"#5 3'-0" c/c 1'-0"
9" TO 12"#6 3'-0" c/c 1'-3"
GREATER THAN
12"
#6
or #7
2'-0" c/c
3'-0" c/c 1'-6"
DApproved Chemical Anchor System
TYPE G
TRANSVERSE CONSTRUCTION JOINT
RETROFIT CONSTRUCTION TIE-BAR EMBEDMENT DETAIL
Fill with Joint Sealant
D/2le 1'-0"
Epoxy Coated Tie-Bar
Conc. Pvmt. in Place Conc. Pvmt. to be Placed
TYPE H
BUTT JOINT DETAIL
Fill with Joint Sealant
5'3"Conc. Pvmt. to be Placed Asphalt Pvmt. in Place
Preformed 1/2" Expansion
Joint Material
1 4" Radius
1 4" Radius
Preformed 1/2" Expansion
Joint Filler
NOTES:
1. Joint sealant shall be hot applied asphalt in accordance with ASTM D6690, Type II.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT DETAILS - CONCRETE JOINTS 2-14
2-5
June 26, 2018
SECTION 2 - STREETS AND PATHS
1"12"#12 Limestone Chips
Setting Bed 1" Min.
Compacted #53 Base
Course, 12" Min.
Compacted Subgrade
Concrete Street PavementStreet Pavers Slope to Exist. Gutter
BRICK PAVER REPLACEMENT DETAIL
Pavers 18" Proud at Install#12 Limestone Chips
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT DETAILS - BRICK PAVER REPLACEMENT 2-15
2-6
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
Brick Paver Preparation
1. Remove organic, unstable or unconsolidated material from site, verify conformance of
subgrade preparation, compacted density and elevations to specified requirements.
2. Clean and re-use existing street brick pavers removed during site demolition.
Remaining pavers not used will be returned to the City.
3. Place Compacted Aggregate No. 53 to lines and grade.
4. Spread #12 limestone chips evenly over crushed stone base course and screed rails.
(Screed to 1 inch minimum thickness)
a. Do not spread #12 limestone chips beyond area to be covered by pavers the
same day. Prior to recommencement of work, remove, replace and re-screed
#12 limestone chips not covered with pavers the previous work day.
b. Do not disturb screeded setting bed. Re-screed disturbed setting bed.
4.Lay pavers by hand in pattern(s) matching existing layout.
a.Lay full pavers first.
b. Mix pavers from at least two pallets to produce uniform color blends.
5. Provide
116 inch to 3 16 inch wide joints between pavers. Adjust pavers to form straight
bond lines and appropriate joint widths. Maximum bond line variation shall be +-_
inch over a 50 foot string line.
6. Fill gaps at paved area edges with cut pavers.
a.Cut pavers shall not be smaller than 1 3 (one-third) of a whole paver except wherepattern is to be maintained and a smaller piece is surrounded by a full paver
and concrete banding.
7. Do not permit traffic, including construction equipment, on pavers before initial
compaction and joint filling. Disturbed areas of pavers shall be taken up, the setting
bed re-screeded and pavers re-laid.
8. Vibrate pavers into setting bed using a high frequency/low-amplitude plate compactor
capable of 3,000 lbf to 5,000 lbf at a 75 to 100 Hz frequency. Protect pavers from
chipping during compaction by using a rubber matt, rubber rollers or other approved
materials placed over pavers. Do not compact within 6 feet of unrestrained edges.
Remove cracked or damaged pavers and replace with new units.
9. After pavers are fully settled and free from movement, simultaneously spread, sweep
and compact dry #12 limestone chips into joints until they are completely filled and
chips no longer falls into joints.
10. Protect areas not covered with cut and compacted pavers with waterproof covering
overnight.
Square Manhole Boxout Square Boxout With Fillets Diagonal Manhole Boxout
Telescoping ManholeCircular Manhole BoxoutManhole (No Boxouts)
Square Inlet (No Boxouts)
No Boxout or Isolation Joint Neccessary
Isolation Joint Isolation Joint Isolation Joint
Isolation Joint Isolation Joint
Isolation Joint
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT DETAILS - STRUCTURE ISOLATION JOINTS 2-16
2-5
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Isolation joints shall be at filled with preformed 1/2" expansion joint material.
2.Boxouts should be large enough to provide at least 1 ft. clearance between the
fixture and surrounding isolation joint.
DETAILS FOR BOXING OUT FIXTURES
FOR USE WITH CONCRETE PAVEMENT
20' R.
30
'
R
.10' R.(Typ.)8'
30°
30' R.30' Min.On-Street Parking without Parking
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
GEOMETRY - INTERSECTION DETAILS 2-17
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
STANDARD INTERSECTION
NOTES:
1.See Standards 2-37 through 2-42 for Curb Ramp Details.
2.Drainage structures should be located upstream of curb ramps.
3.Alley to alley approaches shall have approach radii of 30 ft.
4.Approaches at intersecting multi-lane streets shall have 10 ft. radii.
5.See Standard 6-17 for guidance device requirements for Intersections with Curb
Extensions.
INTERSECTION WITH CURB EXTENSIONS
WCUL-DE-SAC OPEN CENTER
WCUL-DE-SAC FULLY PAVED50' Min. R175'
R
.50' Min. R175'
R
.
25'
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
GEOMETRY - CUL-DE-SAC 2-18
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
20'120'
60'
30
'
R
.
Ty
p
.Length (L)Street Width
(W)
6/26/18
CITY OF SOUTH BENDItemRevision
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APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
GEOMETRY - TURNAROUNDS 2-19
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Road surfaces must be capable of supporting the imposed load of fire apparatus
weighing at the least 75,000 pounds.
2. See the International Fire Code for additional information and requirements.
120' HAMMERHEAD
LENGTH
(FEET)
WIDTH
(FEET)
TURNAROUNDS
REQUIRED
0' - 150' 20'
None Required
151' - 500' 20'
120' Hammerhead or
100' Dia. Cul-De-Sac
501' - 750' 26'
120' Hammerhead or
100' Dia. Cul-De-Sac
Over 750'SPECIAL APPROVAL REQUIRED
20'10' R.30°10'
R
.
4'
7.5%
Max.
20'10' R
.10'
R
.4'7.5%Max.10' R.10' R.12'TYPE A
TYPE B 5'30°
30°
6/26/18
CITY OF SOUTH BENDItemRevision
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APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - VAN ACCESSIBLE PARALLEL PARKING DETAILS 2-20
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.See Standard 6-17 for pavement marking and signing details.
Architectural Finish
or Landscaping1' R.1'
R
.1' R
.1' R.14
14
14
F6
2% Ma
x
.
Any Dir
.
7.5%
Max.4.0%Max.7.5%Max.5'
Min.
A
2'1'
R
.
2'
6'
R
.1' R.1' R.Sidewalk SidewalkBicycle Facility1' R.1' R
.1' R.1'
R
.1' R.Architectural Finish
or Landscaping
Detectable
Warning
Surface
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
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REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
GEOMETRY - PROTECTED BIKE LANE INTERSECTION 2-21
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
CURB RAMP DETAIL
PROTECTED BICYCLE FACILITIES
F6
LEGEND:
Detectable Warning Surface
Concrete Sidewalk, 6 in.
Concrete Curb, 6 in.
Curb Ramp, Type -
14
-
15'
Min.
AA
Curb Ramp
15'Min. Dia.6'
12" Colored Concrete on
6" Compacted Aggregate No. 53 Base
Ex. Pvmt.Ex. Pvmt.7"Max.2'-0"12"8"5"
1
'
-
6
"
R
1'
-6
"
R
1 4" R
Colored Concrete
3"
Ex. Pvmt.
Fill with Joint Sealant
Preformed 1/2" Expansion
Joint Filler
6/26/18
CITY OF SOUTH BENDItemRevision
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REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
GEOMETRY - MINI ROUNDABOUT 2-22
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
SECTION A-A
Rolled Curb
NOTES:
1.See Standard 6-15 for pavement marking and signing details.
CURB DETAIL
PLAN
B
B
16'-0" Max.
10'-0" Min.
A
B
A
B
A A
D
D/2
See
Note 3
W/2 + 2
Depressed With 1" lip
2'-0" Transition to Existing
Curb or Curb and Gutter
2'-0"
Wing
Max. WingDepth 7'-0"2'-0" Transition to Existing
Curb or Curb and Gutter
2'-0"
Wing
5'-0"
1.5%6"Min.B
Full Depth Expansion Joint
(1/2" Thickness Minimum)8"Typ.6"8"
6/26/18
CITY OF SOUTH BENDItemRevision
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EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DRIVES AND APPROACHES - RESIDENTIAL 2-23
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Class "A" concrete to be used in all walks and approaches.
2.Radii may be used if approved by the City Engineer.
3.Contraction joint required on approach center when D is 12 ft. or more.
4."Curing Concrete"- As per INDOT Standard Specifications Section 501 (Paragraph
501.20). Use a curing compound immediately (White membrane only accepted cure).
5.
6.
Concrete forms shall be at least as high as the thickness of the item shown. Lumber of
nominal dimension shall not be used to equal the specified dimension.
All walks and approaches shall require proper compaction as per INDOT Standard
Specifications Section 200 (Paragraphs 207.02 and 207.05).
7.Curb Casting - Preformed 1/4" expansion joint material shall to be placed on each side of
curb return.
8.Blankets shall be utilized on concrete when temperature is expected to fall below 50°.
9.No wire mesh or rebar allowed in any concrete (sidewalk, approaches, curbs) placed
within the right of way.
10.When a new drive is constructed with existing vertical curb, the existing curb shall be
depressed in accordance with the detail for existing vertical curb on Standard 2-24.
11.When a drive is constructed within the limits of new road construction, the curb shall be
depressed in accordance with the detail for new curb on Standard 2-24. Rolled Curb and
Gutter Type 'A' does not require depression.
12.Max slope for all approaches is 8%, with max algebraic difference of 10%.
13.Drive width shall match existing approach width at the Right-of-Way, not less than
10' wide.
14.The maximum driveway width in suburban areas is not greater than 20'.
RESIDENTIAL APPROACH
SECTION B-B
LEGEND:
Expansion Joint - Full Depth
Contraction Joint
W Width
D Dimension
1"New Curb and Gutter
See Note 2
1 2" Pre-formed Joint Material
New Drive Construction
8"8"1"1 2" Pre-formed Joint Material
Sawcut
Existing Curb and Gutter
See Note 1
Remove
New Drive Construction
Grind Edge to 12" Min. Radius
8"8"
1 2" Pre-formed Joint Material
New Drive Construction1"8"8"
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DRIVES AND APPROACHES - RESIDENTIAL DEPRESSED CURB 2-24
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. When depressing existing vertical curb, the gutter pan shall not be removed.
2. New vertical curb shall be depressed for all drives within the limits of new road
construction. The depressed curb shall be constructed integral with adjacent curb in
order to maintain a consistent gutter line through the drive.
DEPRESSED CURB AND GUTTER FOR NEW
RESIDENTIAL DRIVE CONSTRUCTION
EXISTING VERTICAL CURB DEPRESSED FOR
NEW RESIDENTIAL DRIVE CONSTRUCTION
DEPRESSED STANDARD CURB FOR
NEW RESIDENTIAL DRIVE
CONSTRUCTION
A
A
W/2 W/2W/2W10' Min.5' R. Allowed if Typ. Radius is
Obstructed (I.E. Telephone
Pole) or Parking Lane Adjacent
Curb as Specified2'-0"Min.Typ. Street Light 20' R. (Typ.)Ex. Bldg.
1/2" Preformed Expansion
Joint Against Building
Foundation
D
See Note 9
A B B B B B B B
A
A
B
B
B
A
B
D/2 D/2
Walk Width
1.5%6"Min.8"Typ.1"8"
Typ.
Varies GradeBreakVaries
B B
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DRIVES AND APPROACHES - COMMERCIAL 2-25
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Class "A" concrete to be used in all walks and approaches.
2.Radii as specified.
3.Utility poles, hydrants, etc. must be wrapped with 1/2" expansion joint material
prior to concrete pour.
4.Contraction joint required on approach center when D is 12 ft. or more.
5."Curing Concrete"- As per INDOT Standard Specifications Section 501
(Paragraph 501.20). Use a curing compound immediately (white membrane only
accepted cure).
6.Concrete forms shall be at least as high as the thickness of the item shown.
Lumber of nominal dimension shall not be used if less than the design thickness.
7.All approaches shall require proper compaction as per INDOT Standard
Specification Section 207.
8.Blankets shall be utilized on concrete when temperature is expected to fall below
50°F.
9.Business Approach- 24'-0" at throat, with 20'-0" approach curb radius. 10' radius
may be used if adjacent to on street parking.
COMMERCIAL APPROACH
SECTION A-A
LEGEND:
Expansion Joint - Full Depth
Contraction Joint
W Width
D Approach Width
A
A
BB
B
D
See Note 9
D/2 D/2
Curb as Specified
Ex. Bldg.
1/2" Preformed Expansion
Joint Against Building
Foundation
B B
B
B
BAB AB
Walk Width
1.5%8"Min.B
8"Typ.1"Varies
8"
Typ.GradeBreakVaries
B
6/26/18
CITY OF SOUTH BENDItemRevision
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EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DRIVES AND APPROACHES - INDUSTRIAL 2-26
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Class "A" concrete to be used in all walks and approaches.
2.Radii as specified.
3.Utility poles, hydrants, etc. must be wrapped with 1/2" expansion joint material
prior to concrete pour.
4.Contraction joint required on approach center when D is 12 ft. or more.
5."Curing Concrete"- As per INDOT Standard Specifications Section 501
(Paragraph 501.20). Use a curing compound immediately (white membrane only
accepted cure).
6.Concrete forms shall be at least as high as the thickness of the item shown.
Lumber of nominal dimension shall not be used if less than the design thickness.
7.All approaches shall require proper compaction as per INDOT Standard
Specification Section 207.
8.Blankets shall be utilized on concrete when temperature is expected to fall below
50°F.
9.Industrial Approach - 30'-0" Max. at throat, 40'-0" Max. radius.
INDUSTRIAL APPROACH
SECTION A-A
LEGEND:
Expansion Joint - Full Depth
Contraction Joint
D Approach Width
A
B
W
12'
A
A
B
B
A10'Drainage Structure
A
3
0
'
R
.
B BB B
Pay Limits include Sidewalk
to Expansion Joint
1.5%6"1"L
L/2 L/2
B
8"
Typ.8"Typ.GradeBreak6/26/18
CITY OF SOUTH BENDItemRevision
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EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DRIVES AND APPROACHES - URBAN ALLEYS 2-27
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
ALLEY APPROACH - PLAN
ALLEY APPROACH
SECTION A-A
NOTES:
1.Class "A" concrete to be used in all approaches.
2.Radii as specified.
3.Sidewalk as per INDOT Standard Drawings.
4.Contraction joints required on approach center when W is 12 ft. or more.
5."Curing Concrete" - As per INDOT Standard Specifications Section 501 (Paragraph
501.20) use a curing compound immediately (white membrane only accepted cure).
6.Concrete forms shall be at least as high as the thickness of the item shown. Lumber
of nominal dimensions shall not be used if less than the design thickness.
7.All approaches shall require proper compaction, as per INDOT Standard
Specifications Section 207.
8.Blankets shall be utilized on concrete when temperature is expected to fall below 50°
F.
9.Radii may be reduced to 20' if travel way is separated by parking.
LEGEND
Expansion Joint - Full Joint
Contraction Joint
W Width
L Length
A
A
A BB
A
A
A
5'-0" W
40'-0" Max.
W
5'-0"3'-6"
Max.Tree Lawn 5'-0" Typ.
Slope 1 4"/Ft.
Toward Curb
Service Walk
Where Permitted
BB B B AB
Existing Private Walk
5'-0"
1.5%4"Typ.6/26/18
CITY OF SOUTH BENDItemRevision
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EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - RESIDENTIAL SIDEWALK 2-28
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Class "A" concrete to be used in all walks and approaches.
2."Curing Concrete"- As per INDOT Standard Specifications Section 501
(Paragraph 501.20). Use a curing compound immediately (white membrane only
accepted cure).
3.Concrete forms shall be at least as high as the thickness of the item shown.
Lumber of nominal dimension shall not be used if less than the design thickness.
4.Proper compaction per INDOT Standard Specification Section 604 (Paragraph
604.03(b)) is required for all walks and approaches.
5.Blankets shall be utilized on concrete when temperature is expected to fall below
50°F.
6.No wire mesh or rebar allowed in any concrete (sidewalk, approaches, curbs)
placed within the right of way.
CONCRETE SIDEWALK - RESIDENTIAL
SECTION A-A
LEGEND:
Expansion Joint - Full Depth
Contraction Joint
W Width
B
B
B
A
W/2 W/2W/2W10' Min.Curb as Specified
Ex. Bldg.1.5% PreferredA
2'-0"Min.Typ. Hydrant
1/2" Preformed Expansion Joint
Against Building Foundation Face
A
W/2
1.5%4"Min.B
W/2
Curb as Specified
Grade Break if Req'd.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - COMMERCIAL SIDEWALK 2-29
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1.Class "A" concrete to be used in all walks and approaches.
2.Utility poles, hydrants, etc. must be wrapped with 1/2" expansion material prior to
concrete pour.
3."Curing Concrete"- As per INDOT Standard Specifications Section 501
(Paragraph 501.20). Use a curing compound immediately (White membrane only
accepted cure).
4.Concrete forms shall be at least as high as the thickness of the item shown.
Lumber of nominal dimension shall not be used if less than the design thickness.
5.Proper compaction per INDOT Standard Specification Section 604 (Paragraph
604.03(b)) is required for all walks and approaches.
6.Blankets shall be utilized on concrete when temperature is expected to fall below
50°F.
7.A Pedestrian Access Route (4'-0" min. width, 1.5% max. cross slope) shall be
provided within all commercial sidewalks.
CONCRETE SIDEWALK - COMMERCIAL
SECTION B-B
LEGEND:
Expansion Joint - Full Depth
Contraction Joint
W Width
Compacted Sand Subgrade
#8 Stone
Permeable Decorative Paver
Limestone Chips (#12)
Setting bed
Geotextile Fabric,
4 mil, Non-woven
Limestone Chips (#12)16"2"2-14"Geotextile Fabric,
4 mil, Non-woven
Decorative Pavers
4"5"Min.2-14"Compacted Sand Subgrade
Compacted #53 Coarse Aggregate Base
5" min. Conc. Slab
2" dia. Core Drilled Weep Holes
@ 4'-0" O.C. Grid, Fill w/
Limestone Chips #12 and
Cap/Cover w/ Filter Fabric
1"Geotextile Fabric,
4 mil, Non-woven
Limestone Chips (#12)
Setting bed
Limestone Chips (#12)
6/26/18
CITY OF SOUTH BENDItemRevision
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EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - DECORATIVE PAVERS 2-30
2-6
June 26, 2018
SECTION 2 - STREETS AND PATHS
PERMEABLE DECORATIVE PAVERS
DECORATIVE PAVERS
NOTES:
1.Permeable decorative pavers may be used where vehicle traffic is not expected.
2.Decorative pavers shall be used when the pavement surface is 8 ft. or greater in
width.
NOTES:
1. All curb to be constructed of class "A" concrete.
2. Control joints to be placed every 10'.
3. Expansion joints to be placed every 80' or as specified on construction drawings.20" Min.71 2"
6"
1 4" R
2
"
R12"1 2" Preformed Expansion Joint
(Reference INDOT)6"Broom Finish
1
66/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - STANDARD CURB 2-31
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
2'-0"12"8"1'-0"
4
"
R
1'
-2"
R
1 4" R24" - #4 Rebar @ 36" C.C.
NOTES:
1. All curb to be constructed of class "A" concrete.
2. Control joints to be placed every 10'.
3. Expansion joints to be placed every 80' or as specified on construction drawings.
4. Eliminate longitudinal bars if roadway is asphalt pavement.
5. Curb depth at pavement edge shall match pavement depth where concrete is used.6/26/18
CITY OF SOUTH BENDItemRevision
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EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - COMBINATION CURB AND GUTTER, TYPE A 2-32
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. All curb to be constructed of class "A" concrete.
2. Control joints to be placed every 10'.
3. Expansion joints to be placed every 80' or as specified on construction drawings.14"8"7"
1"6"1"
R
2
"
R
2.0%
1'-5"
2'-0"
2.0%
6"
HMA Base Course
HMA Base Course (As Req'd)
Subgrade Treatment
2'-0"
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - COMBINATION CURB AND GUTTER, TYPE B 2-33
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. All curb to be constructed of class "A" concrete.
2. Control joints to be placed every 10'.
3. Expansion joints to be placed every 80' or as specified on construction drawings.14"8"7"
1"6"1"
R
2
"
R
2.0%
2'-0"
2'-7"
2.0%
6"
HMA Base Course
HMA Base Course (As Req'd)
Subgrade Treatment
2'-0"
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - COMBINATION CURB AND GUTTER, TYPE C 2-34
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
NOTES:
1. Used to separate disparate longitudinal types of pavement only.
2. Concrete Header to be constructed of class "A" concrete.
3. Control joints to be placed every 10'.
4. Expansion joints to be placed every 80' or as specified on construction drawings.
6"
Min.
6"
Min.12"Min.1 4" R
HMA Pavement Concrete Pavement
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - STANDARD HEADER 2-36
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
12'
Transition
8'
Crosswalk
Treatement
18"
Buffer
12'
Transition
18"
Buffer
Top of Curb
Flowline
Bottom of Pvmt.
8'12'
1.5' Buffer
12'
6/26/18
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - RAISED CROSSWALK 2-43
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
ELEVATION
PLAN
* Bevel Joints Sawcut in 2'x2' Pattern
** Smooth Finish, No Broom
NOTE:
See Standard Drawing 6-16 for pavement markings.
12'12'12'1.5'20
'
R
.20' R.18"
Buffer
12'
Transition
Tabled Intersection
Top of Curb
Flowline
Bottom of Pavement
Epoxy Coated Dowel Bars,
1-12" dia., at 1'-0" C-C.
Epoxy Coated Dowel Bars,
1" dia., at 1'-0" C-C.
(if adjacent to concrete pavement)
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - TABLED INTERSECTION 2-44
2-2
June 26, 2018
SECTION 2 - STREETS AND PATHS
PLAN
SECTION A-A
AA
NOTE:
See Standard Drawing 6-16 for pavement markings.
Horizontal Surface
3.5"6'10'6'
Depth of Roadway Pavement
(8" Typ.)3.5"Width of Roadway
(Excluding Gutter)
12"12"
GutterGutter
Depth of Roadway Pavement
(8" Typ.)
Direction of Travel
Direction of Travel
Parabolic Surface
(See Detail A)
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - SPEED HUMP 2-45
2-2
July 28, 2020
SECTION 2 - STREETS AND PATHS
B
B
PLAN VIEW
SECTION A-A
SECTION B-B
AA
Speed Hump
Gutter
Gutter
Face of Curb
Face of Curb
24" No. 4 Tie Bars
@ 36" O.C.
18" x 11 4" Dowels
@ 12" O.C.
NOTES:
1. Speed humps should be at least 50 ft. from an uncontrolled intersection and at least
200 ft. from a controlled intersection.
Depth of Roadway Pavement
(8" Typ.)
12"
6'
12"12"12"12"12"1.07"1.94"2.63"3.11"3.40"3.50"3.5"Depth of Raodway Pavement (8" Typ.)
Concrete Speed Hump12"
Curb and Gutter
Tie Bars
Base Coarse
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC 2-2
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DETAILS - CONCRETE SPEED HUMP PLAN AND DETAILS 2-46
July 28,2020
SECTION 2 - STREETS AND PATHS
PARABOLIC SURFACE
DETAIL A
CURB DETAIL
GENERAL NOTES:
1. Temporary Patch:
If it is not possible, due to weather conditions, for the contractor to replace the
pavement within 24 hours following backfilling of cut, a coarse aggregate base 8"
thick and a cold asphaltic surface of 4" shall be applied and maintained as a
temporary patch until permanent repairs can be made. When temperature falls below
50°F within 72 hour cure time, concrete to be used shall be 7 bag w/ 2% accelerator.
Such temporary patches shall be replaced with permanent repairs no later than June 1
of the following year.
2. All utilities must be located prior to making pavement cut.
Backfill
Cleared to
Nearest Joint
Cleared to
Nearest Joint
Concrete Patch
Concrete Pavements Shall be
Sawed to the Full Depth From
top of Concrete
CONCRETE PAVEMENT NOTES:
1. Depth of concrete patch shall be a minimum of 8" or the same
depth as original pavement, whichever is greater.
Trench Cut
Slopes as per Trenching Safety Policy
29 CFR 1926, Subpart P -
Excavation & Trenching
Trench Cut
Max. 24" Wider Than
O.D. of Utility
See Section 3 for Bedding
and Backfill Requirements
6/26/18
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT PATCHING AND UTILITY CUTS - CONCRETE 2-47
2-6
June 26, 2018
SECTION 2 - STREETS AND PATHS
GENERAL NOTES:
1. Temporary Patch:
If it is not possible, due to weather conditions, for the contractor to replace the
pavement within 24 hours following backfilling of cut, a coarse aggregate base 8"
thick and a cold asphaltic surface of 4" shall be applied and maintained as a
temporary patch until permanent repairs can be made. When temperature falls below
50°F within 72 hour cure time, concrete to be used shall be 7 bag w/ 2% accelerator.
Such temporary patches shall be replaced with permanent repairs no later than May 1
of the following year.
2. All utilities must be located prior to making pavement cut.
12"12" Min.
all Sides
Slopes as per Trenching Safety Policy
29 CFR 1926, Subpart P -
Excavation & Trenching
Trench Cut
Max. 24" Wider Than
O.D. of Utility
11
2" Milling of HMA to Nearest Lane or
Edge of Road in Transverse Direction,
and 2 ft. Past Trench cut in Both
Directions, Longitudinally
Asphalt Pavements Shall be Patched With
Minimum 11
2" HMA Surface and Minimum 61
2"
of HMA Base in two Lifts or Thickness of
Existing Pavement, Whichever is Greater.
HMA Surface Existing AsphaltBituminous
Crackseal
Brick
Clean Sawcut
HMA Base
Backfill
ASPHALT PAVEMENT NOTES:
1. Depth of asphalt patch shall be a minimum of 8" or the same
depth as original pavement, whichever is greater.
2. A concrete patch on asphalt pavement may be allowed by the
City Engineer if the road is scheduled to be rehabilitated in the
near future or other like circumstances.
Existing Concrete
or Asphalt
See Section 3 for Bedding
and Backfill Requirements
12" (Typ.)
6/26/18
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT PATCHING AND UTILITY CUTS - ASPHALT 2-48
2-6
June 26, 2018
SECTION 2 - STREETS AND PATHS
GENERAL NOTES:
1. Temporary Patch:
If it is not possible, due to weather conditions, for the contractor to replace the
pavement within 24 hours following backfilling of cut, a coarse aggregate base 8"
thick and a cold asphaltic surface of 4" shall be applied and maintained as a
temporary patch until permanent repairs can be made. When temperature falls below
50°F within 72 hour cure time, concrete to be used shall be 7 bag w/ 2% accelerator.
Such temporary patches shall be replaced with permanent repairs no later than May 1
of the following year.
2. All utilities must be located prior to making pavement cut.
BRICK PAVER PREPARATION:
1. Remove organic, unstable or unconsolidated material from site. Verify conformance
of subgrade preparation, compacted density and elevations to specified requirements.
2. Clean and re-use existing street brick pavers removed during site demolition.
Remaining pavers not used will be returned to the city.
Backfill
Brick Pavements Shall be Removed for a Width
3 ft. Greater Than the Anticipated Trench and
Restored Upon Completion
Trench Cut3'3'12"Compacted #53 Base Course,
12" min.
Compacted Sand Setting
Bed 1" min.
Street Pavers
1"Slopes as per Trenching Safety Policy
29 CFR 1926, Subpart P -
Excavation & Trenching
Trench Cut
Max. 24" Wider Than
O.D. of Utility
See Section 3 for Bedding
and Backfill Requirements
6/26/18
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT PATCHING AND UTILITY CUTS - BRICK 2-49
2-6
June 26, 2018
SECTION 2 - STREETS AND PATHS
GENERAL NOTES:
1. Temporary Patch:
If it is not possible, due to weather conditions, for the contractor to replace the
pavement within 24 hours following backfilling of cut, a coarse aggregate base 8"
thick and a cold asphaltic surface of 4" shall be applied and maintained as a
temporary patch until permanent repairs can be made. When temperature falls below
50°F within 72 hour cure time, concrete to be used shall be 7 bag w/ 2% accelerator.
Such temporary patches shall be replaced with permanent repairs no later than May 1
of the following year.
2. All utilities must be located prior to making pavement cut.
12" Min.
all Sides
POT HOLING NOTES:
1. Maximum pot Hole Diameter of 2 ft., otherwise, asphalt or concrete pavement cut
repairs apply.
11
2" min. HMA Surface if Asphalt Pavement
Applied Over Tack Coat/Binder
Concrete
Saw Cut for Utility
Cuts Req'd. (Typ.)
6/26/18
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PAVEMENT PATCHING AND UTILITY CUTS
INVESTIGATIVE POTHOLE REPAIRS 2-50
2-6
June 26, 2018
SECTION 2 - STREETS AND PATHS
4'-0" Dia. Min.
(See Note 4)Varies3'-0"Grade
Heavy Duty Casting
(Refer to Standard 3-5)
Adjusting Rings to Bring Frame to Grade.
(Refer to Standard 3-5) 12" Max.
Reinforced Conc. Pre-Cast Manhole Section
Pipe Sizes
8" to 24"
Pre-Cast Base
Eccentric Cone
6" Min.
(Typ.)6"Min.B-Borrow (Compacted)
SECTION VIEW
PLAN VIEW
Precast Manhole Section
B-Borrow Backfill Unless
Otherwise Required by City Engineer
Min. Distance Between Openings shall be 6"
for pipe up to 10" Nominal Diam. For Larger
Pipes the Min. Distance Between Openings
shall be 1/2 O.D. of Smallest Pipe
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.
4" Min. Clearance Between Lowest
Pipe Invert and Manhole Bottom
Watertight Joint (A-Lok) up to 24"16" O.C.Copolymer polypropylene plastic manhole
steps with 1 2" grade 60 reinforcing steel
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPE A MANHOLE - STANDARD PRE-CAST 3-1
3-2, 3-3
June 26, 2018
SECTION 3 - STORM
NOTES:
1.All manholes shall be manufactured and installed in compliance with ASTM C-478.
2.All pipe connections shall be made with integral resilient fittings complying with ASTM
C-923.
3.Refer to manhole size vs. pipe size chart on Standard 3-2.
4.The Design Engineer to be responsible for setting pipe invert elevations to account for
minor losses through the manhole.
Heavy Duty Casting
(Refer to Standard 3-5)
Precast Conc. Manhole
Dia.B-Borrow (Compacted)Varies12" Min.Depth as Req'd.Grade
8"Min.1'-0"Max.Adjusting Rings to Bring
Frame to Grade (Refer to
Standard 3-5)
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.8" Min.Size as Shown on Plans
Pipe Thickness
+ (1 2) Dia. + 2"
4'-0" Dia.
1'-0" Min. Over Highest
Entering Pipe
PLAN VIEW
Precast Manhole Section
B-Borrow Backfill Unless Otherwise
Required by City Engineer
Min. Distance Between Openings shall be 6"
for pipe up to 10" Nominal Diam. For Larger
Pipes the Min. Distance Between Openings
Shall be 1/2 O.D. of Smallest Pipe
SECTION VIEW
Pre-Cast Base
* The Differential Angle of Inlet/Outlet Pipes Shall
not be Less Than 90° or Greater Than 270°.
** For Larger Pipe Sizes, Provide Pre-Cast Manhole
Manufacturer's Sizing Documentation.
MANHOLE
DIAMETER
(INCHES)
MAX. NOMINALPIPE SIZE
(INCHES)
DIFFERENTIAL ANGLE OF
INLET/OUTLET PIPES
135° - 225°90° - 134° or
226° - 270° *
48 24 18
60 30 24
72 42 30
84 48** 36**
6"
Min.
6"
Min.
6" Min.
(Typ.)6"Min.4"
Min.
6"
Min.16" O.C.Copolymer polypropylene plastic
manhole steps with 1 2" grade 60
reinforcing steel
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPE B MANHOLE (ROUND OR RECTANGLE/SQUARE)3-2
3-2, 3-3
June 26, 2018
SECTION 3 - STORM
NOTES:
1. All manholes shall be manufactured and installed in compliance with ASTM C-478
(round str.) or ASTM C-913 (rectangle / square str.).
2. All pipe connections shall be made with integral resilient fittings complying with ASTM
C-923.
3. The Design Engineer to be responsible for setting pipe invert elevations to account for
minor losses through the manhole.
3'-0" to 4'-6"6"Min.8"4'-0" Dia.
GradeHeavy Duty Casting
(Refer to Standard 3-5)
"D"
Slab Reinf. #4 Bars
6" O.C. (Two Mats)
Extra Bars Around
Opening
PLAN SLAB REINFORCING
Adjusting Rings to Bring Frame to Grade
(Refer to Standard 3-5)
B-Borrow (Compacted)
6" Min.
(Typ.)6"Min.Pre-Cast Base
SECTION VIEW
PLAN VIEW
Precast Manhole Section
B-Borrow Backfill Unless Otherwise
Required by City Engineer
Min. Distance Between Openings
shall be 6" for Pipe up to 10"
Nominal Diam. For Larger Pipes
the Min. Distance Between
Openings Shall be 1/2 O.D. of
Smallest Pipe
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
STANDARD SHALLOW MANHOLE 3-3
3-2, 3-3
June 26, 2018
SECTION 3 - STORM
NOTES:
1.All manholes shall be manufactured and installed in compliance with ASTM C-478.
2.All pipe connections shall be made with integral resilient fittings complying with ASTM
C-923.
3.Refer to manhole size vs. pipe size chart on Standard 3-2.
4.The Design Engineer to be responsible for setting pipe invert elevations to account for
minor losses through the manhole.
Min. Dia. =
Pipe O.D. + 28"
6" Min.
(Typ.)2"10"2" Clear From Pipe O.D.
Grout and Finish Smooth
#4 Bars @ 6" O.C. (Both Ways)
Cement Grout
Remove Exist. Pipe
Crown by Saw Cutting
3"Heavy Duty Casting
(Refer to Standard 3-5)12" Min.8"914"Finished Grade
Dia.
Pre-Cast
Reinforced
Conc.
Cast-In Place
Conc. (Class "A")
Slab Reinf. #4 Bars
6" O.C. (Two Mats)
Extra Bars Around
Opening
PLAN SLAB REINFORCING
6" Min.
(Typ.)6"Min.Compacted #53 Base or
Engineer's Recommendation
SECTION VIEW
END VIEW - TYPICAL
Adjusting Rings to Bring
Frame to Grade (Refer to
Standard 3-5)
12"
Min.
12"
Min.
Dia.
Class A
Concrete
6" Min.
(Typ.)
END VIEW - ALTERNATE 6"Min.12"
Min.
12"
Min.1'-0"1/2 PipeO.D.Min. Dia. =
Pipe O.D. + 28"
2" Clear From Pipe
O.D. Grout and
Finish Smooth
Remove Exist.
Pipe Crown by
Saw Cutting
Waterstop (Typ.)
Seal all Joints w/
Conseal CS-102, Bidco
C-56 or Approved Equal.
Wrap all Joints with
Conseal CS-212 Exterior
Joint Wrap or Approved
Equal. Apply Joint Wrap
Primer per
Manufacturers
Requirements.
Waterstop (Typ.)
Pre-Cast
Manhole
Section
6"
Min.
(Typ.)
Compacted #53 Base or
Engineer's Recommendation
Remove Ex. Pipe
Crown by Sawcutting 6" (Typ.)
Cast-In Place
Conc. (Class "A")
Compacted #53 Base or
Engineer's Recommendation
Class A
Concrete
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SADDLE STRUCTURE 3-4
3-2, 3-3
June 26, 2018
SECTION 3 - STORM
NOTES:
1. All manholes shall be manufactured and installed in compliance with ASTM C-478.
MODIFIED TYPE 'B' MANHOLE
TRENCH DETAIL
#8 Stone
Geotextile (Typ.) in
Accordance With
INDOT Standard
Specification 918.03
Overlap, X
DXXXX
Smooth Interior
Perf. Pipe (Typ.)
Standard Manhole
Ring and Cover or
Inlet Casting
Manhole Type B
See SB Std. 3-2
DDia. ofPer. PipeDDia. ofPer. PipeSmooth Interior
Perf. Pipe (Typ.)3-2" Dia. Weep Holes Required
8" O.C. Centered on Storm Sewer
#8 Stone, See
Trench Detail (Typ.)
Geotextile (Typ.) in Accordance With
INDOT Standard Specification 918.03
7'-0"
D, Pipe Size (in)X (in)
12 (Min.) 12
15 15
18 18
24 241'-0"Max.D Dia. Tee
D Dia. Cap
1 1 2" Stainless Steel
Straps (3 Req'd.)
Top of Stone of Upstream
End of Inlet Pipe
1 2"x4" Stainless Steel Expansion
Anchors (6 Req'd.) w/3 1 2" Min.
Embedment
Treated Wood Blocks
6x6x28 (3 Req'd.)
Do Not
Compact
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PERFORATED PIPE DETAIL 3-8
3-2, 3-3
June 26, 2018
SECTION 3 - STORM
NOTES:
1. This system is not approved for installation under street pavement.
2. Perforated pipes are not permitted within wellhead protection areas.
3. Stone size to be dependent upon design requirements.
4. Do not compact walls of trench.
PIPE BEDDING DETAIL
90°12"Grade
Min. Width "W"
=1.25 x O.D.+12"
Hand Placed/Shovel-Sliced and Mechanically Tamped in
4" Layers Compact to 95% Standard Proctor Density
RIGID PIPE
Pipe Shall be Bedded Firmly on Undisturbed Ground.
Excavate for Bells. No Weight Shall be Supported by
the Bells.
The Lower 90° Arc of the Barrel of the Pipe
Should be in Firm Contact With Undisturbed
Earth. The Bedding Shall be Continuous
and Uniform for the Length of the Pipe.
Small Excavations Should be Made for the Bells. No
Weight Shall be Supported by the Bells.These Should
be no Larger Than Necessary to Clear the Bell.
Compaction not Req'd.
if Using Flowable Fill
(INDOT Spec.)
Mechanically Tamped Layers not Exceeding
6" Compact to 95% Standard Proctor Density
Backfill - In Streets, Alleys, or Driving Areas:
Backfill Shall be of Select Native Granular Material or B-Borrow
Material Free of Debris, Organic Material and Large Stones.
Placed in 6" Layers, Solidly Tamped to Sub-Grade of Street Base.
Backfill Shall be Compacted to 100% Standard Proctor Density.
Backfill - In Easement or Open Areas:
Backfill Material Shall be of Select Native Granular Material,
Placed in 12" Layers, Free of Debris, Organic Material, and Large
Stones.
Backfill Shall be Compacted to 95% Standard Proctor Density.
Pipe Embedment
(See Notes 4 and 5)
Geotextile Required if #8
or #9 Aggregate is Used
"O.D."FLEXIBLE PIPE
4" Min. Pipe Bedding
UNSUITABLE MATERIAL
Remove Unsuitable Material as
Required and Place Class I or II
Material per ASTM D2321
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC 3-3
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PIPE BEDDING DETAIL 3-10
June 26, 2018
SECTION 3 - STORM
NOTES:
1.These trench and bedding details are for pipe structural requirements only. The
contractor is solely responsible for safety of operations. The contractor shall slope trench
walls, provide protective work boxes, and/or shore and brace all excavations as the
contractor determines necessary for safety of operations, and in conformance to IOSHA
Regulation 29 C.F.R. 1926, Subpart P for Trench Safety Systems.
2.All PVC pipe for sanitary sewers shall be installed in accordance with ASTM D2321.
3.There shall be no rocks or stones greater than 2" in any dimension within 6" of the pipe
wall or bell.
4.Flexible Pipe: Embedment materials for bedding, haunching and initial backfill shall
comply with the requirements of ASTM D2321, Classes I (INDOT #8 or #9), II (INDOT
#53, #73, or B-Borrow), or III and shall be compacted as noted. Removable flowable
backfill shall be placed for all areas within 5' of pavement to 12" above pipe crown.
above this limit, structure backfill shall be used. Refer to pipe manufacturers
recommended bedding and embedment material class type requirements.
5.Rigid Pipe: Embedment materials for bedding, haunching and initial backfill shall comply
with the requirements of ASTM C12 (VCP) Classes A, B, C or crushed stone (INDOT #8,
#9 or B-Borrow) and shall be compacted as noted. Removable flowable backfill shall be
placed for all areas within 5' of pavement to 12" above pipe crown. Above this limit,
structure backfill shall be used.
6.Final backfill shall not contain debris, organic material, frozen material, unstable material
or boulders or stones greater than 2" in any dimension. Flowable fill optional.
7.The placement and compaction of backfill shall not cause displacement of the pipe.
8.For multiple pipes in same trench:
a.Place bedding to Spring Line of first pipe across entire trench width.
b.Placement of next pipe, re-excavate trench as needed.
Then place bedding as noted above.
c.For additional pipes repeat as required.
9.Refer to INDOT Standard Specification Section 213 for flowable fill (removable)
requirements.
4'-0" Dia. or
5'-0" Dia.
(See Note 4)Varies3'-0"GradeHeavy Duty Casting
(Refer to Standard 4-6)
Adjusting Rings to Bring Frame to Grade.
(Refer to Standard 4-6)
Reinforced Conc. Pre-Cast Manhole
Pipe Sizes
8" to 24"
Conc. Bench
(Class A)
Pre-Cast Base
Eccentric Cone
6" Min.
(Typ.)6"Min.B-Borrow (Compacted)
SECTION VIEW
PLAN VIEW
Precast Manhole Section
B-Borrow Backfill Unless
Otherwise Approved by City Engineer
Conc. Bench (Class A)(Typ.)
4% Slope (Typ.)
Flow Channel
(See Note 3)
Min. Distance Between Openings shall be 6"
for pipe up to 10" Nominal Diam. For Larger
Pipes the Min. Distance Between Openings
shall be 1/2 O.D. of Smallest Pipe
Flow Channel
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.
4" Min. Clearance Between Lowest
Pipe Invert and Manhole Bottom
Inlet Pipe
FlowOutlet Pipe
Flow
80% of PipeDiameter80% of PipeDiameterSanitary Manhole
DETAIL A16" O.C.Copolymer polypropylene plastic manhole
steps with 1 2" grade 60 reinforcing steel
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPE A MANHOLE - STANDARD PRE-CAST 4-1
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.All manholes shall be manufactured and installed in compliance with ASTM C-478.
2.All pipe connections shall be made with integral resilient fittings complying with ASTM
C-923.
3.Flow channel shall conform to the shape of the connecting sanitary sewer and be
made through the bottom surface of the manhole. The channel walls shall be formed
or shaped to the full height of the crown of the outlet sewer.
4.Refer to manhole size vs. pipe size chart on Standard 4-2.
5.Completed manholes shall be tested with negative air pressure (vacuum) in
accordance with ASTM C-1244-93.
6.At manholes where a smaller diameter sewer joins a larger diameter sewer, the invert
of the larger sewer shall be lowered such that the elevation at 80% of the pipe
diameter of both sewers is matched (Refer to Detail A above).
7.The Design Engineer to be responsible for setting pipe invert elevations to account for
minor losses through the manhole.
Heavy Duty Casting
(Refer to Standard 4-6)
Precast Conc. Manhole
Dia.6"Min.B-Borrow (Compacted)
Class "A" Conc. Fillet Varies12" Min.Depth as Req'd.Grade
8"Min.1'-0"Max.Adjusting Rings to Bring
Frame to Grade (Refer to
Standard 4-6)
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.8" Min.Size as Shown on Plans
Pipe Thickness
+ (1 2) Dia. + 2"
4'-0" Dia.
1'-0" Min. Over Highest
Entering Pipe
6" Min.
(Typ.)
PLAN VIEW
Precast Manhole Section
B-Borrow Backfill Unless Otherwise
Approved by City Engineer
Conc. Bench (Class A)(Typ.)
4% Slope (Typ.)
Flow Channel
(See Note 3)
Min. Distance Between Openings shall be 6"
for pipe up to 10" Nominal Diam. For Larger
Pipes the Min. Distance Between Openings
Shall be 1/2 O.D. of Smallest Pipe
SECTION VIEW
Pre-Cast Base
Flow Channel
Conc. Bench (Class A)4% (Typ.)* The Differential Angle of Inlet/Outlet Pipes Shall
not be Less Than 90° or Greater Than 270°.
** For Larger Pipe Sizes, Provide Pre-Cast Manhole
Manufacturer's Sizing Documentation.
MANHOLE
DIAMETER
(INCHES)
MAX. NOMINALPIPE SIZE
(INCHES)
DIFFERENTIAL ANGLE OF
INLET/OUTLET PIPES
135° - 225°90° - 134° or
226° - 270° *
48 24 18
60 30 24
72 42 30
84 48** 36**
4" Min. Clearance Between
Lowest Pipe Invert and
Manhole Bottom. For Pipes
36 inches and Larger,
Provide Pre-Cast
Manufacturer's Clearance
Requirements.16" O.C.Copolymer polypropylene plastic
manhole steps with 1 2" grade 60
reinforcing steel
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPE B MANHOLE (ROUND OR RECTANGLE/SQUARE)4-2
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.All manholes shall be manufactured and installed in compliance with ASTM C-478
(round str.) or ASTM C-913 (rectangle / square str.).
2.All pipe connections shall be made with integral resilient fittings complying with ASTM
C-923.
3.Flow channel shall conform to the shape of the connecting sanitary sewer and be made
through the bottom surface of the manhole. The channel walls shall be formed or
shaped to the full height of the crown of the outlet sewer.
4.Flow channel / invert shall be field cast.
5.Completed manholes shall be tested with negative air pressure (vacuum) in accordance
with ASTM C-1244-93.
6.At manholes where a smaller diameter sewer joins a larger diameter sewer, the invert
of the larger sewer shall be lowered such that the elevation at 80% of the pipe
diameter of both sewers is matched (Refer to Detail A Standard 4-1).
7.The Design Engineer to be responsible for setting pipe invert elevations to account for
minor losses through the manhole.
6" Min.
Grade Heavy Duty Casting
(Refer to Standard 4-6)
Adjusting Rings to Bring Frame to Grade
(Refer to Standard 4-6)
Drop Connection
Inlet
Pre-Cast Base
Outlet
Manhole
Brick Dam 2 5Dia. of Pipe
Eccentric Cone
8" Min. Pipe Size
4'-0" Dia.
(See Note 4)
Conc. Bench
(Class A)
Flowable Fill (Removable)
(See Note 7)
B-Borrow (Compacted)6"Min.6" Min.
(Typ.)
PLAN VIEW
Precast Manhole Section
B-Borrow Backfill Unless Otherwise
Approved by City EngineerConc. Bench
(Class A)(Typ.)4% Slope (Typ.)
Flow Channel
(See Note 3)
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.
Drop Connection
Flowable Fill (Removable) (See Note 8)
SECTION VIEW
Flow
Channel
4" Min. Clearance Between Lowest
Pipe Invert and Manhole Bottom 16" O.C.Copolymer polypropylene plastic
manhole steps with 1 2" grade 60
reinforcing steel
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
STANDARD DROP MANHOLE 4-3
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.All manholes shall be manufactured and installed in compliance with ASTM C-478.
2.All pipe connections shall be made with integral resilient fittings complying with ASTM
C-923.
3.Flow channel shall conform to the shape of the connecting sanitary sewer and be made
through the bottom surface of the manhole. The channel walls shall be formed or
shaped to the full height of the crown of the outlet sewer.
4.Refer to manhole size vs. pipe size chart on Standard 4-2.
5.Completed manholes shall be tested with negative air pressure (vacuum) in accordance
with ASTM C-1244-93.
6.The Design Engineer to be responsible for setting pipe invert elevations to account for
minor losses through the manhole.
7.Refer to INDOT Standard Specification Section 213 for removable flowable fill
requirements.
3'-0" to 4'-6"6"Min.8"4'-0" Dia.
Grade
Class "A" Conc.
Conc. Bench
Heavy Duty Casting
(Refer to Standard 4-6)
"D"
Slab Reinf. #4 Bars
6" O.C. (Two Mats)
Extra Bars Around
Opening
PLAN SLAB REINFORCING
Adjusting Rings to Bring Frame to Grade
(Refer to Standard 4-6)
B-Borrow (Compacted)
6" Min.
(Typ.)6"Min.Pre-Cast Base
SECTION VIEW
PLAN VIEW
Precast Manhole Section
B-Borrow Backfill Unless Otherwise
Approved by City Engineer
Conc. Bench
(Class A)(Typ.)4% Slope (Typ.)
Flow Channel
(See Note 3)
Min. Distance Between Openings
shall be 6" for Pipe up to 10"
Nominal Diam. For Larger Pipes
the Min. Distance Between
Openings Shall be 1/2 O.D. of
Smallest Pipe
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.
4" Min. Clearance Between
Lowest Pipe Invert and Manhole
Bottom
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
STANDARD SHALLOW MANHOLE 4-4
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.All manholes shall be manufactured and installed in compliance with ASTM C-478.
2.All pipe connections shall be made with integral resilient fittings complying with ASTM
C-923.
3.Flow channel shall conform to the shape of the connecting sanitary sewer and be made
through the bottom surface of the manhole. The channel walls shall be formed or
shaped to the full height of the crown of the outlet sewer.
4.Refer to manhole size vs. pipe size chart on Standard 4-2.
5.Completed manholes shall be tested with negative air pressure (vacuum) in accordance
with ASTM C-1244-93.
6.At manholes where a smaller diameter sewer joins a larger diameter sewer, the invert
of the larger sewer shall be lowered such that the elevation at 80% of the pipe
diameter of both sewers is matched (Refer to Detail A Standard 4-1).
7.The Design Engineer to be responsible for setting pipe invert elevations to account for
minor losses through the manhole.
Min. Dia. =
Pipe O.D. + 28"
6" Min.
(Typ.)2"10"2" Clear From Pipe O.D.
Grout and Finish Smooth
#4 Bars @ 6" O.C. (Both Ways)
Cement Grout
Remove Exist. Pipe
Crown by Saw Cutting
3"Heavy Duty Casting
(Refer to Standard 4-6)12" Min.Class "A" Conc. Flow Channel
and Bench Formed Around
Exist. Pipe 8"914"Finished Grade
Dia.
Pre-Cast
Reinforced
Conc.
Cast-In Place
Conc. (Class "A")
Slab Reinf. #4 Bars
6" O.C. (Two Mats)
Extra Bars Around
Opening
PLAN SLAB REINFORCING
6" Min.
(Typ.)6"Min.Compacted #53 Base or
Engineer's Recommendation
SECTION VIEW
END VIEW - TYPICAL
Adjusting Rings to Bring
Frame to Grade (Refer to
Standard 4-6)
12"
Min.
12"
Min.
Dia.
Class A
Concrete
6" Min.
(Typ.)
END VIEW - ALTERNATE 6"Min.12"
Min.
12"
Min.1'-0"1/2 PipeO.D.Min. Dia. =
Pipe O.D. + 28"
2" Clear From Pipe
O.D. Grout and
Finish Smooth
Remove Exist.
Pipe Crown by
Saw Cutting
Class 'A' Conc.
Flow Channel
and Bench
Waterstop (Typ.)
Seal all Joints w/
Conseal CS-102, Bidco
C-56 or Approved Equal.
Wrap all Joints with
Conseal CS-212 Exterior
Joint Wrap or Approved
Equal. Apply Joint Wrap
Primer per
Manufacturers
Requirements.
Waterstop (Typ.)
Pre-Cast
Manhole
Section
6"
Min.
(Typ.)
Compacted #53 Base or
Engineer's Recommendation
Remove Ex. Pipe
Crown by Sawcutting
Conc. Bench
(Class A)
6" (Typ.)
Cast-In Place
Conc. (Class "A")
Compacted #53 Base or
Engineer's Recommendation
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SADDLE STRUCTURE 4-5
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1. All manholes shall be manufactured and installed in compliance with ASTM C-478.
2. Flow channel shall conform to the shape of the connecting sanitary sewer and be made
through the bottom surface of the manhole. The channel walls shall be formed or
shaped to the full height of the crown of the outlet sewer.
3. Completed manholes shall be tested with negative air pressure (vacuum) in accordance
with ASTM C-1244-93.
Tapping Area 120°"df"60°60°
"df"
Vertical Axis
Horizontal Axis
Core Drill and
Seal Water Tight
Maximum 1" Protrusion
into Existing Pipe
"D"
Sewer Main Flow
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SEWER TAPPING STANDARD 4-7
4-2
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1. When "df" >
1 3 "D" use wye.
2. When "df" < 1 3 "D" use manufactured saddle or if not available cut tap pipe per sketch.
SLANT STACK
PLAN
VERTICAL STACK
8"8"6"12"6"60°
Vitrified Plug
Single Outlet Use Wye or Tee
Double Outlet may be Wye or Tee
Tee Shown 90°
out of Position
Flowable Fill (Removable)
(See Note 1) Encasement
Min. 6" Around Stack Pipe
30° Curve Long Radius
Sewer Main
Flow
Flowable Fill (Removable) (See Note 1)
Around at Wye Branch Sewer MainFlowMin. 1 8" Slope Per Ft.
Compacted Trench Wall
Flowable Fill (Removable)
(See Note 1) at Main Branch
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
VERTICAL AND SLANT STACKS 4-8
4-2 and 4-3
June 26, 2018
SECTION 4 - SANITARY
NOTE:
1.Refer to INDOT Standard Specification Section 213 for removable flowable fill
requirements.
2.Wye replacement: Remove old wye, trim existing as pipe required, install new wye and
pipe and connect to existing pipes with Fernco couplings.
TYPICAL END OF LINE CLEAN-OUT DETAIL
PLUG
I.D. Socket
8" Min.12" Min.12" Min.
Grade
Depth Socket
3 8" ∅ Rod
for Lifting 8" Min.Tarred Felt Disk
Plug
Class "A" Conc. Pad
O.D. Jacket Plus 16"
8" Min. Thickness
45° Cut Elbow
Same Size as Service Lateral
45° Cut Elbow
Blocking Class "A" Conc.
Service Lateral
Pipe (Typ.)
Service Tap or Wye
Sewer Main
Mid-Run Clean-Out
End of Line Clean-Out
150' Max.
PLAN VIEW - SERVICE LINE CLEAN-OUTS
Wye
45° Elbow
Sanitary Service From Building
8" Min.
Grade
8" Min.Tarred Felt Disk
Plug
Class "A" Conc. Pad
O.D. Jacket Plus 16"
8" Min. Thickness
TYPICAL MID-RUN CLEAN-OUT DETAIL
Same Size as Service Lateral
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL CLEAN-OUT 4-9
4-2
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.Insert a manhole in service lateral if its length exceeds 150 ft.
2.The minimum service lateral size shall be 6-inches diameter, placed at a minimum slope
of 0.61%. Larger sized service laterals shall be installed according to the minimum
slopes required by 317 IAC 3-6-12(a).
Fill Void w/ Flowable Fill (Removable)
or Pea Gravel as Directed by Engineer
Cement Mortar
Under Pipe
Sanitary Pipe
(Size and
Slope per
Plan
and Specs.)
Seal Ends w/
Concrete
Steel Pipe Casing
(Size and Slope per Plan and Specs.)
Steel Pipe Casing
(Size per Plan and Specs.)
Carrier Pipe
Stainless Steel Casing Spacers
or Non-Corrodible Rail/Skid Castings
Stainless Steel Casing Spacers
or Non-Corrodible Rail/Skid Castings
SECTION
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL SEWER CASING DETAIL 4-10
4-2
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.All steel casing pipe sizing shall be designed by the Project Engineer. Steel casing
pipe, including wall thickness shall conform to INDOT Standard Specification
Section 716. Design approval of steel casing pipe shall be granted by the City
Engineer.
2.For railroad crossings, steel casing pipe shall conform to the regulating railroad
authorities design and permitting requirements.
PIPE BEDDING DETAIL
90°12"Grade
Min. Width "W"
=1.25 x O.D.+12"
Hand Placed/Shovel-Sliced and Mechanically Tamped in
4" Layers Compact to 95% Standard Proctor Density
RIGID PIPE
Pipe Shall be Bedded Firmly on
Undisturbed Ground.
Excavate for Bells. No Weight Shall
be Supported by the Bells.
The Lower 90° Arc of the Barrel of the
Pipe Should be in Firm Contact With
Undisturbed Earth. The Bedding Shall
be Continuous and Uniform for the
Length of the Pipe.
Small Excavations Should be Made for the Bells. No
Weight Shall be Supported by the Bells.These Should
be no Larger Than Necessary to Clear the Bell.
Compaction not Req'd.
if Using Flowable Fill
(INDOT Spec.)
FLEXIBLE PIPE
4" Min. Pipe Bedding
Mechanically Tamped Layers not Exceeding
6" Compact to 95% Standard Proctor Density
Backfill - In Streets, Alleys, or Driving Areas:
Backfill Shall be of Select Native Granular Material or B-Borrow
Material Free of Debris, Organic Material and Large Stones.
Placed in 6" Layers, Solidly Tamped to Sub-Grade of Street Base.
Backfill Shall be Compacted to 100% Standard Proctor Density.
Backfill - In Easement or Open Areas:
Backfill Material Shall be of Select Native Granular Material,
Placed in 12" Layers, Free of Debris, Organic Material, and Large
Stones.
Backfill Shall be Compacted to 95% Standard Proctor Density.
UNSUITABLE MATERIAL
Remove Unsuitable Material as
Required and Place Class I or II
Material per ASTM D2321
Pipe Embedment
(See Notes 4 and 5)
Geotextile Required if #8
or #9 Aggregate is Used
"O.D."6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
PIPE BEDDING DETAIL 4-11
4-2 and 4-3
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.These trench and bedding details are for pipe structural requirements only. The contractor is solely responsible for safety of
operations. The contractor shall slope trench walls, provide protective work boxes, and/or shore and brace all excavations as the
contractor determines necessary for safety of operations, and in conformance to IOSHA Regulation 29 C.F.R. 1926, Subpart P for
Trench Safety Systems.
2.All PVC pipe for sanitary sewers shall be installed in accordance with ASTM D2321.
3.There shall be no rocks or stones greater than 2" in any dimension within 6" of the pipe wall or bell.
4.Flexible Pipe: Embedment materials for bedding, haunching and initial backfill shall comply with the requirements of ASTM D2321,
Classes I (INDOT #8 or #9), II (INDOT #53, #73, or B-Borrow), or III and shall be compacted as noted. Refer to pipe
manufacturers recommended bedding and embedment material class type requirements. Removable flowable backfill shall be
placed for all areas within 5 feet of pavements to 12" above pipe crown. Above this limit structure backfill shall be used.
5.Rigid Pipe: Embedment materials for bedding, haunching and initial backfill shall comply with the requirements of ASTM C12 (VCP)
Classes A, B, C or crushed stone (INDOT #8, #9 or B-Borrow) and shall be compacted as noted. Removable flowable backfill shall
be placed for all areas within 5 feet of pavements to 12" above pipe crown. Above this limit structure backfill shall be used.
6.Final backfill shall not contain debris, organic material, frozen material, unstable
material or boulders or stones greater than 2" in any dimension. Flowable fill optional.
7.The placement and compaction of backfill shall not cause displacement of the pipe.
8.For multiple pipes in same trench:
a.Place bedding to Spring Line of first pipe across entire trench width.
b.Placement of next pipe, re-excavate trench as needed.
Then place bedding as noted above.
c.For additional pipes repeat as required.
9.Refer to INDOT Standard Specification Section 213 for flowable fill
(removable) requirements.
"D" + 8
"D" + 8 " Both Directions
Conc. Saddle, Thickness Varies
Class "A" Conc.
6" Max. (See Note 1)
Utility Pipe
Utility Pipe
"D"1 4 "D"
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
CONCRETE SADDLE DETAIL 4-12
4-2
June 26, 2018
SECTION 4 - SANITARY
NOTE:
1. When vertical separation distance between two utility pipes is less than 2 inches,
place Styrofoam insulation between the two pipes. The thickness of insulation
shall be equal to the distance between the two pipes. The width of insulation shall
be equal to the outside diameter of the top pipe. The length of insulation shall be
equal to the length of concrete saddle.
Road Way Snakepit Magnetized Tracer Box by
Copperhead Industries, or
Equal w/ "SEWER" on lid
PVC or H.D.P.E. Force Main
24" x 24" x 6" Class "A" Conc. Pad
Two (2) #8 Copper Wire
Continuous Insulated
18"3" Wide Magnetic or
Non-Magnetic Detection
Tape
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
FORCE MAIN TRACER WIRE RISER 4-13
4-2 and 4-4
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1.All force main pipe shall be installed with an electronically continuous type TW
insulated #8 tracing wire.
2.Markers shall be placed at 400' intervals minimum and all changes in direction.
The tracer wire shall be connected to the terminal in each marker.
3.Forcemain tracing wire shall maintain connectivity throughout the length of the
forcemain, including at any changes in direction, structures, air release valves,
manholes, pipe markers, etc.
4."SEWER" Cast-on lid.
5.Poured in place concrete pad, 24" x 24" x 6" with perimeter reinforcing.
6.Wire taped at each side of pipe joint and 6' O.C.
Forcemain Discharge Toward
Downstream Gravity Sewer
Grout Toward Gravity Sewer
Class A Concrete
Proposed Forcemain
(Maintain Min. 3' Cover)
Link Seal
Standard Manhole
(ASTM C-478) with
Interior Forcemain
Drop Connection
Proposed PVC
C-900 Elbow, 45°
Connect Existing Sewer
Pipe to Manhole
Restraint
Joint
Finish Grade
B-Borrow (Compacted)6" Min.6" Min.
(Typ.)
Heavy Duty Casting
(Refer to Standard 4-6)
Pre-Cast Base
4" Min. Clearance
Between Lowest Pipe
Invert and Manhole
Bottom
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
DROP MANHOLE WITH FORCEMAIN CONNECTION 4-14
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1. Manhole above is not to scale and is shown for diagramatic purposes. Contractor shall
verify that new forcemain is properly installed and integrity of manhole is maintained.
2. Class A concrete shall also be placed a minimum of 12" on each side (horizontally) of
the forcemain, not shown in this section view.
3. Restraint joint within manhole shall be Megalug Series 2600 or approved equal.
Force Main
3'-0" Min.
Clearance
Heavy Duty Casting
(Refer to Standard 4-6)
Concrete Adjusting Ring
Pre-Cast Reinforced Conc.
MH Per ASTM C-478
Core Holes for Piping
(Typ.) (See Note 2)12"Min.Varies_"x_"x_" D.I. Tee (F.L.) w/
_"x_" O.D. Reducing Flange
_" Tap and _" Nipple (8" Long)
_"x2" Reducer
2" Nipple (12" Long)
2" Shut Off Valve
2" Quick Disconnect Coupling
12" Thick Reinforced
Conc. Flattop
SECTION VIEW
PLAN VIEW
Seal all Joints w/ Conseal CS-102,
Bidco C-56 or Approved Equal.
Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved
Equal. Apply Joint Wrap Primer per
Manufacturers Requirements.
Link Seal (Typ.) or
Approved Equal
B-Borrow (Compacted)
6" Min.
(Typ.)6"Min.Pre-Cast Concrete Base
B-Borrow Backfill Unless Otherwise
Approved by City Engineer
Pre-Cast Concrete Base
Link Seal (Typ.) or
Approved Equal
Core Holes for Piping
(Typ.) (See Note 2)2" Quick Disconnect Coupling
_"x_"x_" D.I. Tee (F.L.) w/
_"x_" O.D. Reducing Flange
_" Tap and _" Nipple (8" Long)
Force Main
Minimum Length (Circular or Square)
4' for 4" Through 12" Forcemain
6' for 14" Through 24" Forcemain
12" (Min.)
Clearance (Typ.)
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
FORCE MAIN CLEANOUT STRUCTURE 4-15
4-2 and 4-3
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1. Pre-Cast concrete structure shall be manufactured and installed in compliance with
ASTM C-478 or ASTM C-913 (rectangular or square structure).
2. The cored opening shall be large enough to allow passage of the pipe flange.
3. Place pipe supports at the fittings.
4. Structure dimensions shown are based on ductile iron forcemain pipe. If an alternate
forcemain pipe material is used, structure dimensions shall be adjusted to allow for
flange adaptors.
Odor Control Unit
Heavy Duty Casting (Refer to Standard 4-6)
Conc. Adjusting Ring
Reinforced Conc. Lid, 12"
_" Plug Valve
Reinforced Pre-Cast Conc.
Section Per ASTM C478
_" Force Main
Core Holes for Piping (Typ.) (See Note 2)
Adjustable Pipe Supports (Typ.)
Minimum Length
7' for 4" Through 10" Forcemain
9' for 12" Through 20" Forcemain
12' for 24" Forcemain
_"x_" Tee
12" Min.
_"x_" Reducer
APCO or Val-matic
Combination Air
Release Valve 12"Min.Finished or Ex. Grade
Seal all Joints w/ Conseal CS-102, Bidco C-56 or
Approved Equal. Wrap all Joints with Conseal CS-212
Exterior Joint Wrap or Approved Equal. Apply Wrap
Primer per Manufacturers Requirements.
Flow Direction7' Min. Spool (24" Min.)
3'-0"
Clearance
_" Plug Valve
w/ Direct Nut
SECTION VIEW
PLAN VIEW
Link Seal (Typ.) or Approved Equal
B-Borrow (Compacted)
6" Min.
(Typ.)6"Min.12"Min.B-Borrow Backfill Unless Otherwise
Approved by City Engineer
Link Seal (Typ.) or Approved Equal
APCO or Val-matic
Combination Air
Release Valve
_"x_" Reducer
_" Plug Valve
Spool (24" Min.)
_"x_" Tee
6' Minimum Width for 4" Through 10" Forcemain
8' Minimum Width for 12" Through 24" Forcemain4'-0" (Typ.) for 12" Through 24" Forcemain
3'-0" (Typ.) for 4" Through 10" Forcemain
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
AIR RELEASE VALVE STRUCTURE 4-16
4-2 and 4-3
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1. Pre-Cast concrete structure shall be manufactured and installed in compliance with
ASTM C-913 (rectangular or square structure).
2. The cored opening shall be large enough to allow passage of the pipe flange.
3. Place pipe supports at the fittings.
4. Structure dimensions shown are based on ductile iron forcemain pipe. If an alternate
forcemain pipe material is used, structure dimensions shall be adjusted to allow for
flange adaptors.
PLAN VIEW
9'-9 1/2"**4'-0"**2'-6"*1'-6"*
Flow
12'**8'**1" Conduit for
Flow Meter Cable
__" D.I. Plug Valve (Typ.)
__" D.I. Pipe
(Typ.)
3" Drain Line
to Wetwell
Below __"
Forcemain
__" D.I. Pipe
45° Wye (Typ.)
Pre-Cast Concrete Vault Designed for
H-20 Loading and ASTM C857 and C858
__"x__" D.I. Pipe Reducer
Restrained Transition Coupling
Flow
__" Flow Meter
Access Cover
SECTION A-A VIEW
FITTING CONFIGURATION
* Length Per Meter Manufacturer Recommendations
** Varies Per Pipe Size and Meter Size
Pre-Cast Extension With
3'x3' Inside Dimensions
__" Core Drill w/Link Seal (Typ.)
__"x__" D.I. Pipe Reducer
Restrained Transition Coupling
Forcemain Pipe With
Transition Pipe Adapter
Flow
__" Flow Meter
Flow
See Access Cover Detail
PCCP on Compacted Aggregate
Pre-Cast Concrete Vault Designed for
H-20 Loading and ASTM C857 and C858
1" Conduit for
Flow Meter Cable
3" PVC SCH 80 Drain
Line to Wetwell
Core Drill w/Link Seal
5% Slope
Grout Slope to Drain Line
12'**2"12"A A
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
FLOW METER VAULT 4-17
4-2 and 4-3
June 26, 2018
SECTION 4 - SANITARY
NOTES:
1. For clarity pipe support/stands are not shown. Contractor shall furnish and install all
pipe supports per manufacturer's recommendations. Pipe supports shall be made of
stainless steel or concrete.
2. Provide stainless steel cable supports for the flow meter power/control cable.
3. All piping and valves in the lift station to the meter vault and inside the meter vault
shall be Ductile Iron pipe.
Ground Strap
Ground Strap
to Ground
Stainless Steel Flange Bolts -
Tighten per Manufacturer's
Recommendation (Typ.)
Stainless Steel Grounding Ring (Typ.)
Primary Head
1 2" Flexible Conduit
Vendor Provided
Cable to Transmitter
Single Conduit for Coil Drive and
Signal Cable - Cables by Mfr.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
ELECTROMAGNETIC FLOWMETER/REMOTE TRANSMITTER 4-18
4-2
June 26, 2018
SECTION 4 - SANITARY
NOTE:
1. Ground shall be less than 0.5 OHM and 100 millivolt when tested with
standard methods.
6'-11"3'-0"2'-8"6'-0" MAX.1'-0"6'-11"3'-0"2'-8"48"
32"
13"
32"
16"6'-0" MAX.1'-0"Flow Meter Vault
3" Drain Line Below
__" Forcemain
__" D.I. Pipe
45° Wye
Mechanical Joint__" D.I. Pipe
45° Bend
Joint
__" Bypass
__" Quick
Disconnect With
Watertight Cap to
Match Bypass Pump
__" Plug Valve
__" Plug Valve
1 4" Tap and
Ball Valve
(Bronze) - Two
Required
℄ of
Wet Well 300 lb. Load Rated Aluminum Access Cover With
Tread Plate Surface, Each Chamber, and 300 PSF
Rated Aluminum Safety Grate System, Wet Well
Chamber Only.
Safety Gate
Submersible Pump
Influent Sewer
Submersible Pump
NOTE:
1. Dimensions shown will vary based on size of pumps and forcemain pipe.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SAMPLE LIFT STATION PLAN 4-19
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
Wetwell Floor = _____48"24"__'-__" Dia.
Duck Billed Check Valve As Manufactured
by Red Valve or Approved Equal
Provide Stainless Steel
Pipe Supports (Typ.)
Link Seal w/Structural Non-Shrink
Grout on the Exterior
3" Inv. ______
3" PVC SCH 80 Drain
Line From Meter Vault
5% Slope __" Inv. ______
__" D.I. Pipe 90° Bend, Typ.
Concrete Driveway
The Module Wet Well Mounting Flange is to
be Field Drilled and Bolted to the Wet Well
With 3 8" Bolts Spaced Approx. 14" Apart.
The Wet Well Surface Must Be Flat and Free
of Debris. Seal Joint With Approved Mastic.
Lift Station Control Panel. Refer
to Electrical Plans for Details
(Provided by Design Engineer)1 4" Tap and Ball
Valve (Bronze) -
Two Required
Safety
Grate
Pump and Float Cord
Entrance to Control
Chamber Thru NEMA
7 Class 1 Division 1
Group D Cord Grips
__" Plug Valve
__" Full Body Flanged
Check Valve With
Lever and Weight
Top of Station
Valve Vault
Chamber
P-Trap Gravity Drain
With Check Valve
Concrete Driveway
6" Schedule 80 Drop Pipe for Portable Pump
Suction. Provide Quick Disconnect Fitting at
Top per Specifications. Contractor Shall
Support Pipe Using Stainless Steel Supports
at the Top, Bottom Above and Below Each
Joint and at a Minimum of Every 5 Feet.
Link Seal w/Structural Non-Shrink
Grout on the Exterior
__" Dia. D.I.P. Discharge, Typ.
Dual 2" Stainless Steel Pipe Guide Bar
__"x__" D.I. Pipe Reducer, Typ.
__'-__" I.D. Pre-Cast Reinforced Manhole per ASTM C478 Designed
for H-20 Loading. Refer to Specification for Interior and Exterior
Coating Information.
__" D.I. Pipe 90° Base Elbow, Typ.1'-6"2'-0"2" Grout12'-0" Dia. Base
#5 at 6" O.C.E.W (T&B)
Submersible Pumps
PVC SCH 80 Pipe
Stilling Well for
Transducer Control
Stainless Steel
Lifting Chain
Power Cable
Redundant High and Low Water
Alarm Floats per Specifications
Inv. Influent SewerHigh Water Level/
Redundant Pump
"On" (Float), Elev. = _____
Lag Pump On/High Water Alarm,
Elev. = _____ (Transducer)Lead Pump On,
Elev. = _____ (Transducer)
Pumps Off, Elev. = _____
Alternates Lead Lag Sequence
(Transducer)
Low Water Alarm, Elev. = _____
(Transducer)
Redundant Pumps
"Off"/Low Water Alarm
Level (Flow) Elev. = _____
NOTE:
1. Dimensions shown will vary based on size of pumps, flow rates, and size of forcemain pipe.6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SAMPLE LIFT STATION SECTION 4-20
4-2, 4-3 and 4-4
June 26, 2018
SECTION 4 - SANITARY
PLAN VIEW
SECTION VIEW
Cover Open
Stainless Steel Hinges
w/Tamperproof Fasteners
Con.t Conc. Anchor
Primer Required
Stainless Steel and Aluminum
Positive Locking Hold Open Arm
Hinged Safety
Grating Panel
1 4" Thick Extruded
Aluminum Angle Frame
3-3/4"5"Concrete Opening
(Door Opening-2")
Lifting Handle
Support/Nutrail
(Both Sides)
Grating Padlock Lug
Grating Beam (2)
Aluminum 'A' Bar Grating
Cover Locking
Device This Side
6.75"Max.2"Concrete Opening
36"
3"3"3"Concrete Opening36"3"6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
ACCESS COVER 4-21
4-2 and 4-3
June 26, 2018
SECTION 4 - SANITARY
NOTE:
1. Access cover shall be H-20 loading rated.
Water Level Pressure Transducer and/or Float
Switch Placed at Level per Manufacturer's
Recommendations and Pump Levels
Opening at Bottom
of Pipe
PVC Pipe
Cap
Power and Communication Cable,
Refer to Electrical for Details
Pipe Support Attached
to Concrete Wall, Typ.
Top of Wet Well
Bottom of Wet Well
1 4" Drilled Perforating Holes Spanned at
6" Center to Center on Both Sides of Pipe
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
STILLING WELL 4-22
4-2 and 4-3
June 26, 2018
SECTION 4 - SANITARY
1" AND 2" TAP
* 1" Tap Shall be Level to 45° up
* 2" Taps Shall be Level
* Depth Shall be 1' Below Main (at Main)
* Tap Shall be a Min. 1' Laterally
From Other Taps or Joints
* 1' Below Water Main
* 1' Behind Water Main
* 5' Wide Excavation
* 5' in Front of Water Main
4" TO 12" TAP
* Tap Shall be Level
* Depth Shall be 2' Below Main (at Main)
* Tap Shall be a Min. 2' Laterally
From Other Taps or Joints
* Install Tap in Middle of Excavation
* 2' Below Water Main
* 4' Behind Water Main
* 8' Wide Excavation
* 8' in Front of Water Main
Back
Front
8'4'8'12'+ OverallPipe
Dia.
TOP VIEW SIDE VIEW
12' + Overall
4'8'
Front
Pipe
Dia.2'Sloping to 1.5 x Depth
TOP VIEW SIDE VIEW
6' + Overall
1'5'
Front
Pipe
Dia.1'Sloping to 1.5 x Depth
Back
Front
5'1'5'6'+ OverallPipe
Dia.
1
1.5
1" AND 2" TAP EXCAVATION
4" TO 12" TAP EXCAVATION
NOTE:
Shown are minimum excavations required - sheeting and shielding or sloping to 1.5 x depth is also needed.
1
1.5
SOUTH BEND WATER WORKS TAPPING REQUIREMENTS:
1. Call 811 or (800) 382-5544 for utility locates a minimum of 48 hours prior to
excavation.
2. The plumber or contractor must obtain all permits required by the City Engineering
Department. (excavation, street cuts, and sidewalk permits)
3. Call Engineering Department (574) 235-9251 a minimum of 48 hours prior to
excavation and street closure.
4. Call City Water Works Department at (574) 235-9279 for tap fee requirements. The
tap fee is to be paid to the Water Works Engineering Department, 830 N Michigan St.
5. Schedule taps through Field Operations number at (574) 235-9464.
6. Excavate, expose and clean water main for tap.
7. Material supplied by South Bend Water Works:
2" and smaller - corporation stop, curb stop and stop box
4" and larger - tapping sleeve and valve, roadway/valve box
8. All excavations must meet O.S.H.A. excavation standards.
9. Contractor shall provide all sheeting and shielding.
10. Domestic branches off of fire lines are strictly prohibited.
11. Any abandoned service lines within the property frontage of the new tap shall be
disconnected at the water main by the contractor during the tap excavation. This
applies to services at the same address as well as any other connections.6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TAPPING REQUIREMENTS 5-1
5-2.5(e) and 5-2.5(g)
June 26, 2018
SECTION 5 - WATER WORKS
NOTES:
1. Tapping valves shall be Clow, Mueller, or approved equal.
2. The physical tapping of the existing water main shall be performed by the city's utility
distribution department. All excavation and preparation work shall be performed by
the contractor, and the contractor shall provide all materials. The utility will only
perform the physical tap. Contractor shall coordinate with the Water Department.
Tapping Valve
New Main
H304 Stainless
Steel Tapping
Sleeve
Ex. Main
TAP MADE UNDER PRESSURE (WET TAP)
CONNECTING NEW MAIN TO EXISTING MAIN
Flanged JointRestrain With Wedge
Action Restraints
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TAPPING SLEEVE AND VALVE 5-2
5-2.5(e)
June 26, 2018
SECTION 5 - WATER WORKS
Service Shut-Off Box (See Note 1)
(Tyler 95E or Approved Equal)
1" Type "K" Service
Pipe to Establishment
1" Compression Curb Stop
(Ball Valve)
Brick
1" Type "K" Copper Service
(Perpendicular to Main)
Ball Type Corporation Stop
(1" CC Threads X 1" Copper
Compression or Approved Equal)
Water Main
For 1" & 2" Services,
a Twin Strap Nylon or
Epoxy Coated Saddle
is Required 60" Minimum - 72" MaximumCast Iron Access Cap (4" - 2 Hole)
Finish Ground
(See
N
o
t
e
2
)
Shut-Off Box Rod
45°
NOTES:
1. Service shut-off box shall be placed in the public right-of-way in grass
between curb and sidewalk.
2. For a 2" service the corporation stop shall be located at 90° (level).6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL WATER SERVICE CONNECTION 5-3
5-2.1 and 5-2.5(g)
June 26, 2018
SECTION 5 - WATER WORKS
NOTES:
1. Proposed main may pass over existing main if existing
main is deep enough to provide adequate clearance
between main and cover over proposed main.
2. All pipe, fittings and valve joints shall be restrained
with wedge action restraints.
Exist. Water Main
ProposedWaterMainExist.
Main
6"Min.Variable Length6"Min.Proposed Main
90° Elbow Restrained
(With Wedge Action
Restraints) to Tapping
Valve and Tee or Outlet
Tapping Valve and Box
Tapping Sleeve
45° (Ty
p.)
Restrain all Pipe and Fittings With
Wedge Action Restraints (Typ.)
Restrain all Pipe and Fittings With
Wedge Action Restraints (Typ.)
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
CROSS OVER 5-4
5-2.2 and 5-2.5(e)
June 26, 2018
SECTION 5 - WATER WORKS
Fill Void w/ Flowable Fill (Removable)
as Directed by Engineer
Cement Mortar
Under Pipe
Water Pipe
(Size per Plan
and Specs.)
Seal Ends w/
Concrete
Steel Pipe Casing
(Size per Plan and Specs.)
Steel Pipe Casing
(Size per Plan and Specs.)
Carrier Pipe
Stainless Steel Casing Spacers
or Non-Corrodible Rail/Skid Castings
Stainless Steel Casing Spacers
or Non-Corrodible Rail/Skid Castings
SECTION
NOTES:
1.All steel casing pipe sizing shall be designed by the Project Engineer. Steel
casing pipe, including wall thickness shall conform to INDOT Standard
Specification Section 716. Design approval of steel casing pipe shall be granted
by the City Engineer.
2.For railroad crossings, steel casing pipe shall conform to the regulating railroad
authority's design and permitting requirements.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL WATER CASING DETAIL 5-5
5-2.9
June 26, 2018
SECTION 5 - WATER WORKS
Backfill - In Streets, Alleys, or Driving Areas:
Backfill Shall be of Select Native Granular Material or B-Borrow Material Free of
Debris, Organic Material and Large Stones.
Placed in 6" Layers, Solidly Tamped to Sub-Grade of Street Base.
Backfill Shall be Compacted to 100% Standard Proctor Density.
Backfill - In Easement or Open Areas:
Backfill Material Shall be of Select Native Granular Material, Placed in 12" Layers,
Free of Debris, Organic Material, and Large Stones.
Backfill Shall be Compacted to 95% Standard Proctor Density.
Initial Backfill-
Select Excavated Material Mechanically
Tamped to 95% Standard Proctor Density
Bedding Material-
Select Excavated Material Mechanically
Tamped to 95% Standard Proctor Density
Undisturbed Earth
0.6 O.D.
Maximum Trench Width
24" Wider Than O.D. of PipeO.D./25'-0" Min.6'-0" Max.12"Excavate for Pipe
Bell & Barrel
Finish Grade
NOTES:
1. These trench and bedding details are for pipe structural requirements only. The
contractor is solely responsible for safety of operations. The contractor shall slope
trench walls, provide protective work boxes, and/or shore and brace all
excavations as the contractor determines necessary for safety of operations, and
in conformance to IOSHA Regulation 29 C.F.R. 1926, Subpart P for Trench Safety
Systems.
2. For multiple pipes in same trench:
a. Place bedding to Spring Line of first pipe
across entire trench width.
b. Placement of next pipe, re-excavate
trench as needed. Then place bedding
as noted above.
c. For additional pipes repeat as required.
3.Minimum easement width for water main shall be 15'.
4. Minimum obstruction setback requirement from water main shall be 10'.
Obstructions shall include structures, other utilities, trees, and landscaping.
Removable Flowable Backfill Shall be Placed for all Areas
Within 5 Ft. of Pavement to 12" Above Pipe Crown. Above
This Limit, Structure Backfill Shall be Used.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TRENCH DETAIL FOR WATER MAIN IN SUITABLE SOIL 5-6
5-3.2 and 5-3.9
June 26, 2018
SECTION 5 - WATER WORKS
Initial Backfill-
INDOT Class II or III Granular Material Mechanically
Tamped to 95% Standard Proctor Density
Bedding Material-
INDOT Class II or III Granular Material Mechanically
Tamped to 95% Standard Proctor Density
Undisturbed Earth
Maximum Trench Width
24" Wider Than O.D. of Pipe
4" Min. or as
Directed by
Engineer 12"Finish Grade
Backfill - In Streets, Alleys, or Driving Areas:
Backfill Shall be of Select Native Granular Material or B-Borrow Material Free of
Debris, Organic Material and Large Stones
Placed in 6" Layers, Solidly Tamped to Sub-Grade of Street Base.
Backfill Shall be Compacted to 100% Standard Proctor Density.
Backfill - In Easement or Open Areas:
Backfill Material Shall be of Select Native Granular Material, Placed in 12" Layers,
Free of Debris, Organic Material, and Large Stones.
Backfill Shall be Compacted to 95% Standard Proctor Density.
NOTES:
1. These trench and bedding details are for pipe structural requirements only. The
contractor is solely responsible for safety of operations. The contractor shall slope
trench walls, provide protective work boxes, and/or shore and brace all excavations
as the contractor determines necessary for safety of operations, and in
conformance to IOSHA Regulation 29 C.F.R. 1926, Subpart P for Trench Safety
Systems.
2. For multiple pipes in same trench:
a. Place bedding to Spring Line of first pipe
across entire trench width.
b. Placement of next pipe, re-excavate
trench as needed. Then place bedding
as noted above.
c.For additional pipes repeat as required.
3. Minimum easement width for water main shall be 15'.
4.Minimum obstruction setback requirement from water main shall be 10'.
Obstructions shall include structures, other utilities, trees, and landscaping.
Removable Flowable Backfill Shall be Placed for all Areas
Within 5 Ft. of Pavement to 12" Above Pipe Crown. Above
This Limit, Structure Backfill Shall be Used.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TRENCH DETAIL FOR WATER MAIN IN UNSUITABLE SOIL 5-7
5-3.2 and 5-3.9
June 26, 2018
SECTION 5 - WATER WORKS
NOTES:
1. Butterfly valves shall be manufactured by Clow, Kennedy,
or approved equal.
2. Valve box shall be manufactured by Tyler Pipe Industries
Model 664-S or approved equal.
3. Butterfly valve shall be used on water main pipe
16-inches diameter and larger.
4. Valve spacing shall be no greater than 1,000 feet. A
main line valve shall be placed at each intersection.
Set Top Flush w/
Ground or Pavement
60" Min. Cover20" Extension
(If Req'd.)
Adjustable Type, 2 Piece, Cast Iron
Valve Box 1 2 of Adjustment to Remain
Lid Shall Have the Word
"WATER" Cast into it
Restrain With Wedge
Action Restraints (Typ.)
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL BUTTERFLY VALVE AND BOX 5-9
5-2.5(b)
June 26, 2018
SECTION 5 - WATER WORKS
5'-0"Min.10'-0"Min.Side Sewer
Lot Line
Tree
10'Std.Approx. R/W
Approx. R/W Approx. R/W5'-0"Min.5'-0"Std.Curb or Edge of
Traveled Portion
of Roadway
3'-0" Min.
15'-0" Max. on Corners
7'-0" Max. Midblock
10'-0"
Std.
N or E
3'-0" Min. (Typ.)
Otherwise Easement
is Req'd.
Minimum of 4'-0" Clearance Between
Fire Hydrant and Utility Pole,
Guard Post, Building Wall or any
Fixed Str.C StreetL2'-0" Min.
1'-6"2'-0"5'-6"Expansion
Joint
Face of CurbSee Detail A
Corner
Corner
Mid-Block
DETAIL A
Hydrant Near Curb Ramp
NOTES:
1.No parking zone within 15'-0" radius of fire hydrant.
2.Min. distance from back face of hydrant to front edge of concrete
walk shall be 2'-0".
3.Fire hydrant spacing shall be no greater than 500 ft.
4.Fire hydrant shall not be placed within pedestrian access.6'8'
LEGEND:
Fire hydrant
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
FIRE HYDRANT LOCATION AND CLEARANCES 5-10
5-2.6 and 5-3.10
June 26, 2018
SECTION 5 - WATER WORKS
NOTES:
1.Any subgrade disturbed beneath hydrant shall be thoroughly compacted or suitable
material shall be furnished, placed and compacted to provide a firm foundation for the
hydrant.
2.Hydrant drainage: To prevent freezing of the hydrant barrel if it were not drained, a
drainage pit 2'x2'x2' shall be excavated below the hydrant and filled with course gravel
or crushed stone mixed with sand to a depth of 6" above the hydrant opening,
providing sufficient aggregate void space to more than equal the volume of the barrel.
The drainage pit should neither be near, nor have a connection to a sewer.
3.Hydrant painting: Hydrants to be painted red, white and blue per manufacturers paint
specs.
4.All pipe, fitting and valve joints shall be restrained with wedge action restraints.5' Min.6' Max.6" x Min. 24"
6" x Min. 13"
6" Gate Valve (Restrained With
Wedge Action Restraints) w/ Box
Fire Hydrant (Restrained With
Wedge Action Restraints)
___" x ___" x 6" Tee (Restrained
With Wedge Action Restraints)
PLAN
ELEVATION
Fire Hydrant (Restrained With
Wedge Action Restraints)
6" x Min. 24"
6" Gate Valve (Restrained With
Wedge Action Restraints) w/ Box
6" x Min. 13"
___" x ___" x 6" Tee (Restrained
With Wedge Action Restraints)
2'2'6"Hydrant Drainage Pit (See Note 2)
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
FIRE HYDRANT ASSEMBLY 5-11
5-2.6 and 5-3.10
June 26, 2018
SECTION 5 - WATER WORKS
4'-0"
R
.
M
i
n
.
6" Depth Compacted
Aggregate
(INDOT No. 8)
Rock Facing
3:1
4'-0" Min.
(Clearance Between Wall
or any Fixed Structure)
Exist. Ground
Conc. Shear Block (Class "A")
6" Depth Compacted
Aggregate
(INDOT No. 8)1'-0" Min.8'-0" Max.Finished
Grade1:43'-6" Square
PLAN
SECTION A-A
A A
Retaining Wall Type
and Design by Engineer
Steamer Must Face Roadway
6"6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
WALL REQUIREMENTS FOR HYDRANTS 5-12
5-2.6 and 5-3.10
June 26, 2018
SECTION 5 - WATER WORKS
Light Duty Cast Iron
Frame and Cover
(See Note 3)Grade
Inlet Ball
Valve
Outlet Ball
Valve
1", 1 1 2", or 2"
Meter
Direction
of Flow
12" Min.36" Max.4'-0"
(Square or Circular)
4"4"
1" Holes for
Drainage 6'-0" Min.6"Min.6"Precast Conc. Base
Gravel (INDOT No. 8)
Core Holes
for Piping (Typ.)
(See Note 2)
Precast Conc.
6"
Min.
6"
Min.6"Min.Link Seal (Typ.) or
Approved Equal
Type "K" Copper Pipe
NOTES:
1. Precast Conc. structure shall be manufactured and installed in compliance with
ASTM C-478 (round str.) or ASTM C-913 (rectangular/square str.)
2. The cored opening shall be large enough to allow passage of the pipe flange.
3. Lid shall have the word "WATER" cast into it. If placed in a paved area, casting
shall be heavy duty.
SECTION VIEW
Curb Stop Valve and Box
Street Sidewalk
1", 1 1 2", or 2" Meter
Inlet Ball Valve
Outlet Ball ValveCurb Stop Valve and Box
Direction
of Flow
PLAN VIEW 2'-0"10" Clearance (Typ.)
24" Min.
Clearance
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
METER PIT SPECS. FOR 1", 1 1/2", AND 2" METERS 5-13
5-2.7
June 26, 2018
SECTION 5 - WATER WORKS
5'-0" Min.6"Min.12" Min.36" Max.6"Min. Length
9' for 2" & 3" Meters
13' for 4" & 6" Meters
Gate ValveGate Valve
Plate Strainer
Meter
Precast Concrete Base
Gravel (INDOT No. 8)1" Holes for
Drainage
Core Holes
for Piping (Typ.)
(See Note 3)
Grade
Heavy Duty Casting
(See Note 5)
Direction
of Flow
Precast Conc.
6"
Min.
6"
Min.6"Min.Link Seal (Typ.) or
Approved Equal
Metallic Pipe
(2": Type K Copper)
(3"-6": Ductile Iron)
NOTES:
1. The preference of the Water Department is that the meter and associated
by-pass line be located inside a building utility room.
2. Precast concrete structure shall be manufactured and installed in compliance
with ASTM C-913 (rectangular/square str.)
3. The cored opening shall be large enough to allow passage of the pipe flange.
4. By-pass line shall be a minimum of
1 2 the diameter of the main and of material
similar to main.
5. Lid shall have the word "WATER" cast into it.
6. Place pipe supports at the gate valves.
7. All pipe fittings and valve joints inside structure shall be flanged.
Min. of Five Diameters of
Straight Pipe
Min. of Two Diameters of
Straight PipeTapping
Valve
SECTION VIEW
Valve Box
PLAN VIEW
Meter
Bypass (See Note 4)
Plate Strainer
Gate Valve Gate Valve
Tapping Valve
Valve Box
Direction
of Flow 6'-0"9'-0"Min. WidthGate Valve
36" Min.
Clearance
Tapping Sleeve
Exist. Water Main
1' Clearance
(Typ.)
1' Clearance
(Typ.)
Exist. Water
Main
Tapping
Sleeve
1' Clearance
(Typ.)
TeeTee
3'-0"24" Min.24" Min.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
METER VAULT FOR COMPOUND AND TURBINE METERS 5-14
5-2.7 and 5-3.11
June 26, 2018
SECTION 5 - WATER WORKS
Handle46.00"35.23"PANEL SIDE VIEWUnderground Pull SectionPEC
HAND
OFF
AUTO
PANEL BASE PLAN
Conduit Entrance
22.95"
26.00"
30.00" (Single)1.00"15.18"13.00"2.00"
5.27"Service Entrance17.32"34.00" (Dual)22.00"34.00"12.00"18.00"Ground
Handle
Demand Reset Door
w/6"x6" Lexan Viewing
Window
**See City's Base Detail
Notes Below
14.0"17" Min.22"0.75"
1.5" Typ.
17.38"4.0"SIDE VIEW
(Pull Section Cover Removed)
Section Thru Metering Compartment
11" I.D. Min.6"
Max.
Meter Socket w/ Box
Landis & GYR 40007-01
w/ Barriers
CITY BASE DETAIL NOTES
Base Must be 34"w X 30"h X 22"d
12" (of 30") Must be Exposed Above Ground
18" (of 30") Must be Below Ground
Non-Rotating
Landing Lug
#6-250mcm
CU/AL
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SERVICE POINT - SINGLE METER (CABINET AND FOUNDATION
DETAILS)6-1
6-2
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
ENCLOSURE CONSTRUCTION NOTES:
1. Exterior 12 ga. H.D. galv. steel and interior 14 ga. cold rolled steel electrically welded and
reinforced where required.
2. Construction will be NEMA 3R, raintight.
3. All nuts, bolts and screws will be stainless steel.
4. Nuts, bolts & screws will not be visible from outside of enclosure.
5. Nameplates will be provided as required.
6. Control wiring will be marked at both ends by permanent wire markers.
7. A plastic covered wiring diagram will be attached to the inside of the front door.
8. Enclosure will be factory wired and conform to required NEMA and UL 508A standards.
9. Color to be: Char Brown or as specified by Engineering Department.
Control
C1
A
NH
S/N GND
20
H O A
C2
C3
C4
60/2
60/2
60/2
60/2
Lighting 1
Lighting 2
Lighting 5
Lighting 6
C3
C1 40
40
40
4040
40
40
40
Lighting 8
Lighting 4
Lighting 7
Lighting 3
C4
C2
**Use Tork 5001M Only
Signal (if Needed)50
Load Splitter
Internal
Photocell
#4 AWG
***Meter Socket w/ Box
Landis & Gyr 40005-013
w/ Barriers
Service
Disconnect
200/2
All Main Rated
@10KAIC
Main
Disconnect
Provided By
OthersLocal Utility Service
120/240v
1 Phase
3 Wire
Landing Pad
120v Not To Exceed
80% Of
Breaker Amperage
120v Not To Exceed
80% Of
Breaker Amperage
NOTE:
Load Current For All Breaker Not To Exceed 80% Of Breaker
amperage.
Meter Socket
Lever Operated
Meter Bypass
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SERVICE POINT - SINGLE METER (ELECTRICAL SCHEMATIC)6-2
6-2
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
Handle
PANEL SIDE VIEW
Handle
14.0"17" Min.22"0.75"
1.5" Typ.
17.38"4.0"SIDE VIEW
(Pull Section Cover Removed)
Section Thru Metering Compartment
11" I.D. Min.6"
Max.
Meter Socket w/ Box
Landis & GYR 40007-01
w/ Barriers
Non-Rotating
Landing Lug
#6-250mcm
CU/AL46.00"35.23"Underground Pull SectionPEC
HAND
OFF
AUTO
34.00"12.00"18.00"Ground
Demand Reset Door
w/6"x6" Lexan Viewing
Window
**See City's Base Detail
Notes Below
PANEL BASE PLAN
Conduit Entrance
26.00"
30.00" (Single)1.00"15.18"13.00"2.00"
5.27"Service Entrance17.32"34.00" (Dual)22.00"CITY BASE DETAIL NOTES
Base Must be 34"w X 30"h X 22"d
12" (of 30") Must be Exposed Above Ground
18" (of 30") Must be Below Ground
22.95
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SERVICE POINT - DUAL METER (CABINET AND FOUNDATION
DETAILS)6-3
6-2
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
ENCLOSURE CONSTRUCTION NOTES:
1. Exterior 12 ga. H.D. galv. steel and interior 14 ga. cold rolled steel electrically welded and
reinforced where required.
2. Construction will be NEMA 3R, raintight.
3. All nuts, bolts and screws will be stainless steel.
4. Nuts, bolts & screws will not be visible from outside of enclosure.
5. Nameplates will be provided as required.
6. Control wiring will be marked at both ends by permanent wire markers.
7. A plastic covered wiring diagram will be attached to the inside of the front door.
8. Enclosure will be factory wired and conform to required NEMA and UL 508A standards.
9. Color to be: Char Brown or as specified by Engineering Department.
NOTE:
Load Current For All Breaker Not To Exceed 80% Of Breaker
amperage.
20
Control
C1
A
NH
S/N GND
20
H O A
C2
C3
C4
60/2
60/2
60/2
60/2
Lighting 1
Lighting 3
Lighting 5
Lighting 7
C3
C1 40
40
40
4040
40
40
40
Lighting 8
Lighting 4
Lighting 6
Lighting 2
C4
C2
**Use Tork 5001M OnlyInternal
Photocell
#6 AWG
***Meter Socket w/ Box
Landis & Gyr w/ Barriers
Meter 1
Disconnect
200/2
All Main Rated
@10KAIC
Main
Disconnect
Provided By
OthersLocal Utility Service
120/240v
1 Phase
3 Wire
Landing Pad
120v Not To Exceed
80% Of
Breaker Amperage
120v Not To Exceed
80% Of
Breaker Amperage
Meter 2
Disconnect
100/2
Other
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SERVICE POINT - DUAL/COMBINATION METER
(ELECTRICAL SCHEMATIC)6-4
6-2
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
Signal Pole (Typ.)
Decision Point
Intersection Sight Distance
Intersection Sight Distance
R/W
R/W
R/W
R/W
Major Road
Sidewalk
Sidewalk
Sidewalk
Sidewalk Minor RoadGrass Grass
GrassGrass
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SERVICE POINT AND CONTROLLER CABINET LOCATION 6-5
6-2
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
Preferred Location of Service and Controller Cabinet
Clear Sight Triangle
NOTES:
1. Avoid placing service and control cabinet within the clear sight triangle.
2. Preferred location of service and controller cabinet is behind signal pole to reduce the
chance of being struck by an errant vehicle from oncoming vehicles of the major road .
3. Service points and controller cabinet shall be located outside of pedestrian access
route and positioned so that a technician working in cabinet can see signal indications
in at least one direction. Placement of service points and controller cabinets shall
consider location of the electrical service from the power company.
6'-0"±9'-0"6'-0"±9'-0"6'-0"±2'-0"Stop Line6'-0"Loop
3
Loop
2
Loop
1Direction
of Traffic
Flow
BB
Saw Cut
3 8" Min.
7 16" Max.Roadway Surface
18" Min.316" Max.Loop Sealant 2" Min.2 12" Max.1C/14 Wire in
1 4" O.D. PVC
TYPICAL LOOP DETECTION (TWO LANES)
LOOP SAW-CUT DETAIL
SECTION B-B
2" Dia. Conduit to Controller
Handhole
Detector Housing
to be Within 1'-0"
of Curb
Lane Edge
(12'-0" Lane)Joint Lane Edge*Detail "A"
Curb
DETAIL "A"
InOut
3 8"38"38"
Chamfer corners of Joint
a Min. of 1".
Lane Edge
Travel Lane Width* See Note 2 Below*6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SIGNAL - ACTUATION (LOOP DETECTORS)6-6
6-3
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1. The 2 ft. distance behind stop line is typical depending on the intersection
geometrics; a loop can be in front of the stop line.
2. Loop(s) shall be centered transversely in the travel lane.
3. The saw slot for the line from detector housing to the circular loop shall be
approximately perpendicular to the tangent of the loop at the point of intersection.
School
P
r
o
p
e
r
t
y
L
i
n
e
School
P
r
o
p
e
r
t
y
L
i
n
e
School
School speed limit when
flashing shown with speed
limit sign beacons
School speed limit when
flashing shown with speed
limit sign beacons
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SIGNS - SCHOOL ZONE SIGNAGE 6-7
6-4
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
"A" Ave
7'-0" Min.14'-0" Post Length(1)3 8" Galv. Anchor
Bolt in (2) Adjacent
Holes
2'-6"3"12 GA 3 HoleOverlap (Typ.)2"x2" Sq. Post
12 Ga.
(INDOT Type 2)
(1)3 8" Galv. Anchor
Bolt in (2) Adjacent
Holes
8"7"
Sidewalk
1"1"
(1)3 8" Galv. Anchor
Bolt in (2) Adjacent
Holes
4"
Sidewalk 3 HoleOverlap (Typ.)2'-6"3"COMBINATION STOP AND STREET SIGN
ANCHORED IN GRASS OR SOIL
SIGN POST SURFACE MOUNT
ON EXISTING CONCRETE
SIGN POST WITH SIDEWALK PENETRATIONS
4" Core
Drill Hole
"Avenue" Sign
in Bottom Location
Non-Shrink Grout1" GroutEx. Base
Material
or Sand
(1)3 8" Galv. Anchor
Bolt in (2) Adjacent
Holes
4"
Sidewalk 3 HoleOverlap (Typ.)2'-6"3"4" Diameter
Schedule 40
PVC Sleeve
Ex. Base
Material
or Sand1" Grout"Street" Sign
in Top Location
6" EmbedmentReflective Material as Required
by City Engineer. Material and
Placement Shall Meet the
Requirements of the IMUTCD
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SIGNS - STOP SIGN WITH RESIDENTIAL D3 SIGN 6-8
6-4
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1. D3 Sign shall be installed parallel to corresponding street.
2. D3 Sign on any other metal pole shall require review and approval by the Engineer.
3. For unlevel sidewalks insert washers as spacers between plate and sidewalk. Grout all
space as shown. If bolt cannot penetrate sidewalk at least 2", contact the engineer.
4. Sign posts mounted to sidewalk requires written approval from City Engineer.
Length Varies (6" Increments)9"0.5"6"2"3"3"1.5"1"0.5"1.5" Radius2"4.72"0.5"2.5"2"Yellow Background
with Black Legend
6"9"6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SIGNS - RESIDENTIAL D3 SIGN 6-9
6-4
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1. Font is Highway C Series, upper & lower case with standard words, numbers and
letter spacing.
2. Sign coloring is to be green background with white legend for Standard Streets,
brown background with white legend for Honorary Streets and blue background with
white legend for Private Streets.
3. Sign layout is based on post-mounted, 2-lane streets for all speeds or multi-lane
streets for speeds 40 mph or less. Refer to MUTCD for different conditions.
4. When the "Dead End" is applied to a residential D3 sign, the yellow end shall be
closest to the centerline of the street.
24"22"12"Length Varies (6" Increments)
9"
Min.
9"
Min.6"4"3.75"9"3"
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
SIGNS - OVERHEAD RESIDENTIAL D3 SIGN 6-10
6-4
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1. Font is Highway C Series, upper & lower case with standard words, numbers and
letter spacing.
2. Sign coloring is to be green background with white legend for Standard Streets,
brown background with white legend for Honorary Streets and blue background with
white legend for Private Streets.
3. Sign layout is based overhead-mounting, two or multi-lane streets for all speeds.
6" White Lines
Match SidewalkWidth*4'-0"Sidewalk
Stop Sign
Stop Bar
24" Wide White Bar
TRANSVERSE LINE CROSSWALK &
TURN LANE ARROW LOCATION
LADDER CROSSWALK
Bar**
2'
Space
2'
4' C-C
6" White Lines
Traffic*Stop bar should be placed a minimum of
4' in advance of a crosswalk. The stop
bar may be more than 4' from the
crosswalk to avoid encroachment by
turning vehicles. Placing stop bar 6' in
front of crosswalk is desirable in urban
areas.
**2' white bars to be parallel to
traffic flow 20'-0"6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
MARKINGS - CROSSWALK & TURN LANE ARROW 6-11
6-5
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1.Ladder Crosswalks shall be installed in areas of high pedestrian
users, (i.e. Schools, churches, business districts and roundabouts).
2.See Standard Drawings 2-37 through 2-41 for Curb Ramp details.
Landing of curb ramp shall fall within crosswalk markings.
3'-3"
7"9"8"
1'-3"1'-1"1'-212"1'-10"2'-8"5'-9"2'-0"
1'-0"7"(Typ.)6"3"
(Typ.)
4 5 16" R.
2 1116" R.
2x-3" R.
All Rounds 1" R. Unless
Otherwise Noted.4"BICYCLE SYMBOL
3'-3"2'-0"6"6"6"SHARED LANE MARKING
White
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
MARKINGS - BICYCLE SYMBOL AND CHEVRON 6-12
6-5
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
20'L=220' Max.L50'*PLAN
* Use 50' When Marked Bikeway ends, Otherwise
Maintain Constant Symbol Frequency20'Shared
Lane
Bicycle
Lane 100' Min.50' Min.L=220' Max.6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
MARKINGS - BICYCLE LANE AND SHARED LANE MARKINGS 6-13
6-5
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1.Shared lane marking is preferred centered in lane. Refer to
MUTCD for additional guidance on Shared Lane marking
locations.
2.Bicycle lane markings should be placed at the beginning of
a bicycle lane.
3.50 ft. dotted line leading up to intersection may increase up
to 200 ft. if bus stop or heavy right turn volume.
4.See Standard Drawing 6-12 for Bicycle Symbol & Chevron.
3'
Typ.
3'
Typ.
DOTTED LINE DETAIL
R1-2
(36"x36"x36")
W2-6
(36"x36")Yield Line
Dotted Line
STREET NAME D3 SIGN
W13-1 (XX)
(18"x18")
STREET NAME
D1-1d
R6-4/R6-4a/R6-4b
4" White
4" Yellow
4" Yellow
4" Yellow
4" Yellow
W11-2
(30"x30")
W16-7P
(24"x12")
8" White
YIELD LINE DETAIL 18"4
4
1
5
2
1
1
1
1
2
2
2
2
3
3
5
3
5
12" Blade, Green Background w/
8" C Legend
12" Blade, Green Background w/
8" C Legend
3
White
5
12"12"12"12"12"12"12"
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
ROUNDABOUT - MARKINGS & SIGNING 6-14
6-5
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1.See Standard Drawing 2-37, 2-38, 2-39, 2-40, 2-41 for Curb Ramp details.
2.See Standard Drawing 6-11 for Crosswalk Markings details.
Curb Ramp
6'
1
1
1
1
1 R1-2
(36"x36"x36")
R6-5p
(30"x30")
Pavement Marking Splitter Island
(2) 4" Yellow Lines
10'50'
4" Yellow
Line
10'
4" Yellow Line
6'6" Yellow Line
SPLITTER ISLAND MARKINGS DETAIL
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
MINI ROUNDABOUT - MARKINGS AND SIGNING 6-15
6-5
June 26, 2018
NOTES:
1.See Standard Drawing 2-22 for Mini Roundabout geometry.
2.See Standard Drawing 6-11 for Crosswalk details.
RAISED CROSSWALK MARKINGS
12"12"1'-6" Header12'-0"TabledIntersection12'-0" (Typ.)
Travel Lane
W11-2
(30"x30")
W16-7P
(24"x12")
1
1
100'M.P.H.
10
SPEED
HUMP
W17-1
(30"x30")
W13-1P(10)
(18"x18")
12"
12" W
hi
t
e
M
a
r
ki
n
g
s
12" Black Filler Lines
6" Black Outline
6'-0"12'-0" (Typ.)
Center of Travel Lane
C of RoadwayL
6'-0" (Typ.)10'-0" (Typ.)6'-0" (Typ.)Crosswalk or
Speed Table Area
SPEED HUMP MARKINGS
6/26/18
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
MARKINGS - SPEED HUMP AND RAISED CROSSWALK 6-16
6-5
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
NOTES:
1.Markings shall provide sufficient contrast with the pavement.
2.Asphalt pavement shall use paint or thermoplastic and concrete pavement shall be
multi-component.
3.Warning signage shall be provided for opposing traffic in addition to signage shown.
4.See Standard Drawings 2-43, 2-44, and 2-45 for Speed Hump and Tabled
Intersection details.
1.Speed Hump Dimensions Modified 7/28/20
4"4"8'-0"22'-0"
Interior Parking
Space
20'-0"
Exterior Parking
Space
30'-0" for Signalized
Intersection
(20' Unsignalized)
Combination Curb and Gutter
Type A or B (City of South Bend)
10'-0"
Min.
Standard Curb
(City of South Bend)
10'-0"
Min.4"8'-0"L/3
Driveway
PARALLEL PARKING - COMBINATION CURB AND GUTTER
PARALLEL PARKING - STANDARD CURB
Provide Perpendicular Lines in
Commercial District
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
MARKINGS - PARKING SPACES 6-17
6-5
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
L = W x S2/60
L = Minimum length of taper in feet.
S = Posted speed limit in mph
W = Width of parking space in feet.
NOTES:
1.See Standards 2-17 for Intersection with Curb Extension Details.
2.Provide guidance devices at curb extensions to delineate the curb offset for snow
removal operations.
1 2
3
654
Circuit A (1)4-1c No. 6(1)4-1c No. 6 (1)4-1c No. 6(2)4-1c No. 6
(2)4-1c No. 6
(1)4-1c No. 6 (1)4-1c No. 6 (1)4-1c No. 6
(1)4-1c No. 6
(1)4-1c No. 6
CONNECTION TYPE 1 CONNECTION TYPE 2 CONNECTION TYPE 3
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - LAYOUT AND DESIGN 6-18
6-6
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
LEGEND:
Luminaire
Copper Conductor in Plastic Duct, in Trench
Copper Conductor in Plastic Duct, in 2" Schedule 80 HDPE Conduit
Pull Box
LUMINAIRE SCHEDULE
Luminaire I.D.1 2 345 6
Luminaire Wattage ******
Connection Type 3 2 3 221
Circuit "A" Connections R B R B R B
Pole Height ******
NOTES:
1. Luminaire spacing shall be based on Illuminance Design Criteria and avoidance of
trees with an offset to provide opening doors of parked cars.
2. All wire splices shall be above ground and are not allowed in pull boxes.
Sleeve (Typ.)
Plastic Duct (Typ.)
*- As required to meet Illuminance Design Criteria
R- Red Wire
B- Black Wire
CITYS O U T H
B
E
N
DTR
A
FFIC &L I G HTING6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TRAFFIC & LIGHTING - HANDHOLE COVER 6-19
6-3 and 6-6
June 26, 2018
SECTION 6 - TRAFFIC AND LIGHTING
6'-0" Min.(See Note 1)3"1'-0"Typ. Spa.2'-0"
3"
Reinforcing Bar (See Note 2)
Reinforcing Bar (See Note 2)
Ground Rod (in Earth)
#6 AWG Solid Copper
Conductor
(Connect to Pole)
2" Dia. Conduit
(Min. 2 Per Foundation)1"Mounting Bolts and Layout
per Manufacturer's Template
3"6"Reinforcing Bar (See Note 2)2'-0" Min.Finish Grade
LIGHT POLE FOUNDATION
2'-0"
3"
Clear
Reinforcing Bar (See Note 2)
Reinforcing Bar (See Note 2)
Maximum __ Ft. Pole Height
2" Dia. Conduit 3"7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - FOUNDATION 6-20
6-6
July 28, 2020
SECTION 6 - TRAFFIC AND LIGHTING
NOTE:
1. Size and depth of foundation will vary due to pole
height, wind loads, Manufacturer's recommendations
and other considerations.
2. Horizontal and vertical reinforcement shall be sized
and placed in accordance with the foundation design.
3. Break away bolts required when installed within
roadway clear zone or as a roadside hazard.
8"Diversion Ridge
15'
6" Depth Coarse Aggregate
6"Geotextile Fabric
Public Road
10'
Min.
6" Depth Coarse Aggregate
Over Geotextile Fabric10'10'50' Min. (Small Sites -Less than 2 Acres)
150' Min. (Large Sites - 2 Acres or Larger)12' Min. (Small Sites)20' Min. (Large Sites)2% Grade
PROFILE
PLAN VIEW
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 7-1
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
REQUIREMENTS:
Material: 2-3 in. dia. washed stone (INDOT CA No. 2) over a stable foundation.
Thickness: 6 in. minimum.
Width: See minimums on plan below or full width of entrance/exit roadway, whichever is greater.
Length: 50 ft. minimum for small sites (less than 2 acres); 150 ft. minimum for large sites (2 acres and larger).
The length can be shorter for small sites such as for an individual home, but shall be of sufficient length to
prevent tracking.
Washing facility (optional): Level area with 3 in. washed stone minimum or a commercial rack, and waste
water diverted to a sediment trap or basin.
Geotextile fabric underliner: Required to provide greater bearing strength.
INSTALLATION:
1. Avoid locating on steep slopes or at curves in public roads.
2. Remove all vegetation and other objectionable material from the foundation area, and grade and crown
for positive drainage.
3. If slope towards the road exceeds 2%, construct an 8 in. high diversion ridge with 3:1 side slopes across
the foundation area about 15 ft. from the entrance to divert runoff away from the road (see profile).
4. Install culvert pipe under the pad if needed to maintain proper public road drainage.
5. Place stone to dimensions and grade shown in the erosion/sediment control plan, leaving the surface
smooth and sloped for drainage.
6. Divert all surface runoff and drainage from the stone pad to a sediment trap or basin.
MAINTENANCE:
1. Inspect entrance pad, sediment disposal area, and all other erosion control measures once every seven days and
within 24 hours following each 1 2" storm event or heavy use. Required repairs should be completed immediately.
2. Reshape pad as needed for drainage and runoff control.
3. Topdress with clean stone as needed.
4. Immediately remove mud and sediment tracked or washed onto public roads by brushing or sweeping; at a minimum
this should be performed daily. Flushing should only be used if the water is conveyed into a sediment trap or basin.
5. Repair any broken road pavement immediately.
Inlet Grate/Casting
Inlet Insert (Basket) - Provide Size and
Shape Required on Case-by-Case Basis for
Inlets Within Project Area.
Casting Ledge
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
INLET PROTECTION INSERT (BASKET)7-2
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
Inserts/baskets are the only approved
method of pavement inlet protection.
Other measures to be used only with
prior approval of City Engineer.
INSTALLATION:
1. Install per manufacturer recommendations.
2. Remove the grate from the casting or concrete drainage structure.
3. Clean the ledge of the casting frame or drainage structure to ensure it is free of stone
and dirt.
4. Drop inlet insert (basket) through the clear opening and be sure the suspension
hangers rest firmly on the inside ledge of the casting.
5. Replace the grate and confirm it is elevated no more than thickness of insert hangers.
MAINTENANCE:
1. Site inspection should occur at least once every seven days and within 24 hours
following each 1 2" or more rain event.
2. Empty the sediment bag if more than half filled with sediment and debris.
3. Remove the grate, engage the lifting bars or handles and lift from the drainage
structure.
4. Dispose of the sediment or debris in accordance with EPA guidelines.
5. Remove any caked on silt from the sediment bag and reverse flush the bag with
medium spray for optimal filtration.
6. Replace the bag if torn or punctured to
1 2" diameter or greater on the lower half of the
bag.
7. When the contributing drainage area within 50' upstream of the inlet has been
stabilized, remove insert (basket) and properly dispose of sediment deposits.
Overflow Gap
Curb Filter
Curb and Gutter
Inlet
Curb Filter
Low Profile With Gutter for
Safety and Curb Appeal
Lifting Straps
Storm Sewer Grate Completely
Covered by Hi-Flow Fabric
DETAIL OF CURB INLET SEDIMENT
CONTROL DEVICE WITH CURB FILTER
DETAIL OF INLET SEDIMENT CONTROL
DEVICE WITH CURB FILTER
Lift Straps
Containment
Area
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
INLET PROTECTION ALONG CURB 7-3
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
MAINTENANCE:
1. Site inspection should occur at least once every seven days and within 24 hours
following each 1 2" or more rain event.
2. Empty the sediment bag if more than half filled with sediment and debris.
3. Remove the grate, engage the lifting bars or handles and lift from the drainage
structure.
4. Dispose of the sediment or debris in accordance with EPA guidelines.
5. Remove any caked on silt from the sediment bag and reverse flush the bag with
medium spray for optimal filtration.
6. Replace the bag if torn or punctured to
1 2" diameter or greater on the lower half of the
bag.
7. When the contributing drainage area within 50' upstream of the inlet has been
stabilized, remove insert (basket) and properly dispose of sediment deposits.
6'-0" MAX.3'-0"10"Flow 1'-6"MIN.Metal, Synthetic, or
Wood Post (2"x2")
Ground Line
Geotextile Fabric
8" 1
6'-6"
1
Roadway
Fill Slope
Roadway
Fill Slope Silt Fence
R/W
Channel
R/W
Silt Fence
Fabric
(Extends into Trench)
Grade
4"x8" Min. Trench
w/Backfill Post (Min. 18"
Above Grade)
STAKE INSTALLATION
ELEVATION JOINING FENCES
SILT FENCE PLACEMENT
RELATIVE TO R/W LINE
SILT FENCE PLACEMENT WITH
CHANNEL IN RIGHT-OF-WAY
TIEBACK DETAIL
Flow
Silt FenceTieback Between Fence
Post and Anchor
Anchor Stake
Min. Length 1'-6"
Note:
The spacing of the tiebacks shall equal the
spacing of the posts. Additional post depth
or tiebacks may be required in unstable soils.
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TEMPORARY SILT FENCE 7-4
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
INSTALLATION:
1. Install fencing parallel to slope contour by digging a minimum 8" deep x 4" width
trench along proposed fence line. Pound posts in trench 6"-8" or until secure. Be sure
to stretch fabric taut when pounding posts. Fabric to be placed on up slope side of
posts. Drape loose end of geotextile fabric into trench. Backfill and compact soil on
both sides.
2. Join fences by placing the end post of the second fence inside the end post of the first
fence. Rotate both posts at least 180° in a clockwise direction to create a tight seal
with the fabric material. Drive both posts about 10" into the ground and bury flap.
3. Turn ends of fence up slope such that point of contact between ground and bottom of
fence end terminates at higher elevation than top of fence at lowest point.
MAINTENANCE:
1. Inspect within 24 hours following each
1 2" (Min.) rain event and at least once every
seven days. If fence fabric tears, starts to decompose, or in anyway becomes
ineffective, replace the affected portion immediately.
2. Remove deposited sediment when it is causing the filter fabric to bulge or when it
reaches one-half the height of the fence at it's lowest point. When the contributing
drainage area has been stabilized, remove the fence and sediment deposits, grade the
site to blend with the surrounding area and stabilize.
Dimensions will vary based on right-of-way availability. Silt fence shall be placed as close as possible to edge of
construction limits. 10' minimum beyond toe of slope is recommended to provide broad, shallow sediment pool.
1
Sediment, Organic Material,
and Native Seeds are
Captured Behind the Rolls
10'-2
5
'
Spacing depends
on Soil Type and
Slope Steepness
Straw Rolls Must be Placed
Along Slope Contours
8"-10" Dia.
1"x1" STAKE3"-5"LIVE STAKE
Adjacent Rolls
Shall Tightly Abut
3'-4'
NOT TO SCALE
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
FILTER SOCK 7-5
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
INSTALLATION:
1. Layout a contour line on the slope.
2. Dig a shallow depression (about 3 to 5 inches deep), remove all debris, and lay the filter sock into it.
3. Secure filter sock with wooden stakes.
4. Terminating ends should be turned uphill (min. 6") to prevent runoff from flowing around the ends.
5. Seat the filter sock with foot tamped backfill on the upstream side such that water will not run under it.
Recommended wattle spacing by slope:
Slope 9" Dia.12" Dia.
Less than 4:1 20 ft. 40 ft.
2:1 to 4:1 15 ft. 30 ft.
2:1 or Greater 10 ft. 20 ft.
MAINTENANCE:
Sediment should be removed on a routine basis when the level of the sediment reaches
one half the height of the exposed filter sock. Damaged areas should be repaired
immediately until vegetation is established and growing through the material.
MATERIALS:
Filter socks can be from straw, rice straw, coconut husks or other approved material. The
netting consists of biodegradable burlap, or high density polyethylene and ethyl vinyl acetate
containing ultraviolet inhibitors. Straw should be certified weed free forage, by a
manufacturer whose principle business is wattle manufacturing. Coir (coconut fiber) can be
in bristle and mattress form and should be obtained from freshwater cured coconut husk.
DESCRIPTION:
Filter socks are also known as straw worms, bio-logs, straw noodles, or straw tubes. They are a sediment velocity control device made
of tubes of straw, rice, or coconut husk encased in an ultraviolet degradable plastic netting or 100% burlap material.
Filter socks may be suitable along the toe, top, face, and at grade breaks of exposed erodible slopes to shorten slope length and
spread runoff as sheet flow; at the end of a downward slope where it transitions to a steeper slope; along sidewalks and curbs to
prevent sediment from washing into gutters; around storm drains and drop inlets; down-slope of exposed soil areas; around
temporary material spoil and stockpiles, such as topsoil and for stream bank protection.
Note: Filter Socks
may be used in lieu
of silt fence if desired.
10' Min.Varies Per Site Layout10 Mil Plastic Lining (Typ.)
Stake (Typ.)
Straw Bale (Typ.)
Staples (2 per Bale)
1 8" Dia. Steel Wire in U 2"x4"
Binding Wire
Straw Bale
10 Mil Plastic Lining
Wood or Metal Stakes (2 per Bale)
PLAN
SECTION
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
CONCRETE WASHOUT 7-6
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
NOTES:
1. Install concrete washout sign within 30' of temporary washout facility.
2. Layout of washout facility may vary depending on space available within construction
staging area. Washout facilities shall be designated by the permit holder before work
begins and shall be located in an appropriate area where the waste resulting from the
washout cannot enter sewer systems or local waterways.
3. Waste from the washout facilities shall be disposed of in an approved manner
according to state laws.
1
3A
4
2
4
4"-6"
3"-5"
12"6"6"
3B
6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
EROSION CONTROL BLANKET 7-7
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
SLOPE INSTALLATION:
1. Prepare soil before installing blankets, including any necessary application of lime,
fertilizer, and seed.
2. Begin at the top of the slope by anchoring the blanket in a 6" deep x 6" wide trench
with approximately 12" of blanket extended beyond the up-slope portion of the trench.
Anchor the blanket with a row of staples/stakes approximately 12" apart in the bottom
of the trench. Backfill and compact the trench after stapling. Apply seed to compacted
soil and fold remaining 12" portion of blanket back over seed and compacted soil.
Secure blanket over compacted soil with a row of staples/stakes spaced approximately
12" apart across the width of the blanket.
3. Roll the blankets (A) down or (B) horizontally across the slope. Blankets will unroll with
appropriate side against the soil surface. All blankets must be securely fastened to soil
surface by placing staples/stakes in appropriate locations as per by manufacturer's
recommendation.
4. The edges of parallel blankets must be stapled with approximately 3"-5" overlap. To
ensure proper seam alignment, place the edge of the overlapping blanket (blanket
being installed on top) even with the colored seam stitch on the previously installed
blanket.
5. Splicing consecutive blankets down the slope shall be done in a shingle style with the
up-slope blanket overlapping the down-slope blanket 3" minimum. Staple through
overlapped area, approximately 12" apart across entire blanket width.
6. In loose soil conditions the use of staple or stake lengths greater than 6" may be
necessary to properly secure the blankets.
GENERAL NOTES:
1. Install erosion control blanket to prevent erosion on slopes 3:1 or steeper, as well as
other areas prone to erosion, to aid in establishing vegetation and preventing soil
movement.
2. Installation instructions above are provided for reference only. Installation should be
completed in accordance with erosion control blanket manufacturer's specifications.
3. Model and manufacturer to be selected based on project slopes, vegetation, and soil
conditions.
TS ECBor
TS ECBor
TS
ECB
or
TS
ECB
or House
Garage
Street
Sidewalk
SFSFSFSFSFSF SF SF
SFSFSF>>>>>>>>>>6/26/18
CITY OF SOUTH BENDItemRevision
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
TYPICAL INDIVIDUAL LOT EROSION AND
SEDIMENT CONTROL MEASURES (LESS THAN 1-ACRE)7-8
7-1, 7-2
June 26, 2018
SECTION 7 - EARTHWORK & EROSION AND SEDIMENT CONTROL
Property Lines
Constructed Building Pad
Silt Fence or Filter Sock
Stream/Ditch
Gravel Construction Entrance
Soil Stockpile Protection
Inlet Protection
Temporary Seeding
Erosion Control Blanket
SF
>TS
ECB
NOTES:
1.Erosion control measures must be functional and maintained throughout
construction.
2.Erosion Control Blanket shall be used on slopes greater than 3:1 per Std. 7-7.
3.Install Silt Fence or Filter Sock as necessary according to Std. 7-4 and 7-5.
4.Post Notice of Intent and place rain gauge on site prior to start of construction.
5.Remove sediment from street at the end of each work day. Do not flush bulk
sediments with water.
LEGEND
18' Min. with Arms14' Min. (See Note 1)Beacon 40" Winsor Luminaire, Post Top
5" Dia. Fluted Pole
Beacon Centennial B Base w/
5" Dia. Fluted Pole1'-0"Optional GFI Receptacle w/DIMS
1
9
.
5
"
Bolt Circle 12.5"
Decorative Base
Washer
Leveling NutAnchor BoltProjectionFoundation/Footing
(By Others)
BOLT DETAIL
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 1A 9-1
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
12' Min.Beacon 40" Winsor Luminaire, Post Top
5" Dia. Fluted Pole
Beacon Centennial B Base w/
5" Dia. Fluted Pole1'-0"Optional GFI Receptacle w/DIMS
1'-0"48"Beacon Double Banner Arms, 24"18' Min. with Arms14' Min. (See Note 1)1
9
.
5
"
Bolt Circle 12.5"
Decorative Base
Washer
Leveling NutAnchor BoltProjectionFoundation/Footing
(By Others)
BOLT DETAIL
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 1B 9-2
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
12' Min.Beacon 40" Winsor Luminaire, Post Top
5" Dia. Fluted Pole
Beacon Centennial B Base w/
5" Dia. Fluted Pole1'-0"Optional GFI Receptacle w/DIMS
1'-0"Beacon 16" Scroll Arm for
Floral Hangings
18' Min. with Arms14' Min. (See Note 1)1
9
.
5
"
Bolt Circle 12.5"
Decorative Base
Washer
Leveling NutAnchor BoltProjectionFoundation/Footing
(By Others)
BOLT DETAIL
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 1C 9-3
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
12' Min.Beacon Geneva Arm
5" Dia. Fluted Pole
Beacon Centennial B Base w/
5" Dia. Fluted Pole1'-0"Optional GFI Receptacle w/DIMS
1'-0"48"Beacon Double Banner Arms, 24"18' Min. with Arms14' Min. (See Note 1)Beacon 16" Scroll Arm for
Floral Hangings
1
9
.
5
"
Bolt Circle 12.5"
Decorative Base
Washer
Leveling NutAnchor BoltProjectionFoundation/Footing
(By Others)
BOLT DETAIL
BASE DETAIL
Beacon 40" Winsor Luminaire
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 1D 9-4
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
18' Min. with Arms14' Min. (See Note 1)5" Dia. Fluted Pole
Beacon Centennial B Base w/
5" Dia. Fluted Pole1'-0"Optional GFI Receptacle w/DIMS
Beacon Twin City Dual
Luminaire Arm
Beacon 40" Winsor Luminaire
1
9
.
5
"
Bolt Circle 12.5"
Decorative Base
Washer
Leveling NutAnchor BoltProjectionFoundation/Footing
(By Others)
BOLT DETAIL
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 1E 9-5
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
18' Min. with Arms14' Min. (See Note 1)5" Dia. Fluted Pole
Beacon Centennial B Base w/
5" Dia. Fluted Pole1'-0"Optional GFI Receptacle w/DIMS
Beacon Twin City Dual
Luminaire Arm
1'-0"48"Beacon Double Banner Arms, 24"12' Min.Beacon 40" Winsor Luminaire
1
9
.
5
"
Bolt Circle 12.5"
Decorative Base
Washer
Leveling NutAnchor BoltProjectionFoundation/Footing
(By Others)
BOLT DETAIL
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 1F 9-6
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
1'-0"Optional GFI Receptacle
w/DIMS
18' Min. with Arms14' Min. (See Note 1)Sternberg 5700 Plainfield Series Base
w/ 6" Dia. Fluted Pole
Sternberg Lake Bluff
Series Luminaire
Sternberg RWB-CC3693
Arm
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 2A 9-7
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
1'-0"Optional GFI Receptacle
w/DIMS
18' Min. with Arms14' Min. (See Note 1)Sternberg 5700 Plainfield
Series Base w/ 6" Dia.
Fluted Pole and Banner
Arms, 24"
Sternberg Lake Bluff
Series Luminaire
Sternberg RWB-CC3693
Arm
1'-0"12' Min.14" Dia. Bolt
Center Line
Base Cover
BASE DETAIL48"7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 2B 9-8
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
1'-0"Optional GFI Receptacle
w/DIMS
18' Min. with Arms14' Min. (See Note 1)Sternberg 5700 Plainfield
Series Base w/ 6" Dia.
Fluted Pole and Double
Banners
Sternberg Lake Bluff
Series Luminaire
Sternberg RWB-CC3693
Double Arm
14" Dia. Bolt
Center Line
Base Cover
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 2C 9-9
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
1'-0"Optional GFI Receptacle
w/DIMS
18' Min. with Arms14' Min. (See Note 1)Sternberg 5700 Plainfield
Series Base w/ 6" Dia.
Fluted Pole and Decorative
Planter Arms w/ Planter
Rings
Sternberg Lake Bluff
Series Luminaire
Sternberg RWB-CC3693
Double Arm
12' Min.14" Dia. Bolt
Center Line
Base Cover
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 2D 9-10
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
1'-0"Optional GFI Receptacle
w/DIMS
12' Min. (See Note 1)Sternberg 5700 Plainfield
Series Base w/ 5"-3" Tapered
Fluted Pole
Sternberg Seville Series
Luminaire w/ Cap Top
14" Dia. Bolt
Center Line
Base Cover
BASE DETAIL
7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 3A 9-11
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.
1'-0"Optional GFI Receptacle
w/DIMS
26' Min.(See Note 1)Sternberg 5700 Plainfield
Series Base w/ 6" Dia.
Fluted Pole and Banner
Arms, 24"
Sternberg Lake Bluff
Series Luminaire
Sternberg RSA Arm, 6'14' Min.(See Note 1)14'-6" Min.(See Note 1)Sternberg Ball
Center Cap
Sternberg Arm 623
14" Dia. Bolt
Center Line
Base Cover
BASE DETAIL48"7/20/20
CITY OF SOUTH BEND
Item Revision Approved Date
STANDARD
EFFECTIVE DATE:
REF STD SPEC SEC
APPROVED/REVISED BY THE BOARD OF PUBLIC WORKS
STANDARDS FOR DESIGN
AND CONSTRUCTION
Kara M. Boyles, Ph.D., P.E. Date
LIGHTING - TYPE 5A 9-12
9-2
July 28, 2020
SECTION 9 - FIXTURES AND FINISHES
NOTE:
1. Lighting fixture shall be designed in
accordance with the requirements set
forth in Section 6-6.