HomeMy WebLinkAbout2020-12-21-J05 2021 Standard Specifications for Public ImprovementsAGENDA ITEM:
CITY OF WAUKEE, IOWA
CITY COUNCIL MEETING COMMUNICATION
MEETING DATE: December 21, 2020
AGENDA ITEM:Consideration of approval of a resolution approving and adopting 2021 City
of Waukee Standard Specifications for Public Improvements
FORMAT:Resolution
SYNOPSIS INCLUDING PRO & CON: The City of Waukee Standard Specifications for Public
Improvements was last updated in August 2018. City staff review and provide recommendations for
updates biennially. The proposed changes for the 2021 update include recommended stormwater
management design standards as a result of the Capital Crossroads Local Governance Collaborative
and the street design standards outlined in the Waukee Street Design Guide previously approved by
City Council in July 2020.
City staff emailed out the proposed changes to contractors, developers and others whom construct
private and public improvement projects in Waukee on November 17, 2020. Staff asked for comments
to be returned by December 14, 2020 for consideration. Approximately 30 comments were received
by staff for consideration.
FISCAL IMPACT INCLUDING COST/BENEFIT ANALYSIS:
COMMISSION/BOARD/COMMITTEE COMMENT:
STAFF REVIEW AND COMMENT:
RECOMMENDATION: Approve the resolution.
ATTACHMENTS: I. Proposed Resolution
PREPARED BY: Beth Richardson
REVIEWED BY: Rudy Koester RK
PUBLIC NOTICE INFORMATION –
NAME OF PUBLICATION:
DATE OF PUBLICATION:
J5
THE CITY OF WAUKEE, IOWA
RESOLUTION 2020-
APPROVING AND ADOPTING 2021 CITY OF WAUKEE STANDARD
SPECIFICATIONS FOR PUBLIC IMPROVEMENTS
IN THE NAME AND BY THE AUTHORITY OF THE CITY OF WAUKEE, IOWA
WHEREAS, the City of Waukee, Dallas County, State of Iowa, is a duly organized
Municipal Organization; AND,
WHEREAS, the Waukee City Council has determined that certain minimum standards of
construction for public improvements are needed and desirable to ensure quality control;
AND,
WHEREAS, City staff has provided an update to these standards specifications to include
stormwater management design standards from the Capital Crossroads Local Governance
Collaborative initiative and street design standards outlined in the Waukee Street Design
Guide previously approved by the City Council in July 2020; AND,
WHEREAS, the standard specifications, with such specifications being in accordance with
the standards of the industry and complying with sound engineering principles.
NOW THEREFORE, BE IT RESOLVED THAT:
1.The document entitled Standard Specifications for Public Improvements, Waukee,
Iowa, is hereby adopted.
2.These Standard Specifications shall be followed and used by the City in considering,
permitting, inspecting, and otherwise dealing with the construction of public
improvements within the City.
3.These Standard Specifications may, from time to time, be amended, changed, or
altered by action of the City Council.
4.These Standard Specifications shall be used for all projects submitted after the date of
adoption of this resolution.
Passed by the City Council of the City of Waukee, Iowa, and approved the 21st day of
December, 2020.
____________________________
Courtney Clark, Mayor
Attest:
___________________________________
Rebecca D. Schuett, City Clerk
RESULTS OF VOTE: AYE NAY ABSENT ABSTAIN
Anna Bergman
R. Charles Bottenberg
Chris Crone
Larry R. Lyon
Ben Sinclair
VEENSTRA & KIMM, INC.
SPECIFICATIONS
FOR
PUBLIC IMPROVEMENTS
WAUKEE, IOWA
DECEMBER 21, 2020
STANDARD SPECIFICATIONS
FOR
PUBLIC IMPROVEMENTS
WAUKEE, IOWA
I hereby certify that this engineering document was prepared by
me or under my direct personal supervision and that I am a duly
licensed Professional Engineer under the laws of the State of Iowa.
Signed: Date:
_____________________________ ________________________
Jordan D. Kappos, P.E.
Iowa License No. 21146
My license renewal date is December 31, 2021
Detailed parts covered by this seal:
_______
________________________________________________________
Prepared by
VEENSTRA & KIMM, INC.
West Des Moines,
Iowa
STANDARD SPECIFICATIONS
FOR
PUBLIC IMPROVEMENTS
WAUKEE, IOWA
INDEX
PART NO. PAGE
1 GENERAL CONDITIONS 1-1
2 DESIGN STANDARDS 2-1
3 EARTHWORK AND INCIDENTALS FOR PAVEMENT 3-1
4 PIPE EXCAVATION AND BACKFILL 4-1
5 STORM SEWERS AND STRUCTURES 5-1
6 SANITARY SEWERS AND APPURTENANCES 6-1
7 WATER MAINS AND APPURTENANCES 7-1
8 STRUCTURAL CONCRETE AND REINFORCING STEEL 8-1
9 SURFACE RESTORATION AND PAVEMENT
REPLACEMENT 9-1
10 PORTLAND CEMENT CONCRETE PAVEMENT 10-1
11 KETTLESTONE STREET LIGHTS 11-1
12 TRAFFIC SIGNALS 12-1
13 EROSION AND SEDIMENT CONTROL 13-1
STANDARD DRAWINGS SD-1
1-1
PART 1 - GENERAL CONDITIONS
INDEX
1. FORM 8. CONSTRUCTION IN
2. INTENT HIGHWAY RIGHT-OF-WAY
3. DEFINITION OF TERMS 9. CONSTRUCTION IN PUBLIC
4. INTERPRETATION RIGHT-OF-WAY
5. CONTRACT AND BOND REQUIREMENTS 10. STANDARDS AND CODES
6. GENERAL REQUIREMENTS 11. MATERIALS TESTS
7. CONSTRUCTION IN RAILROAD 12. INSURANCE BY CONTRACTOR
RIGHT-OF-WAY 13. INSPECTION BY CITY
14. MATERIAL SUBSTITUTIONS
1. FORM
1.1 Standard specifications are in outline form and include incomplete sentences.
Omission of words or phrases is intentional. Supply omitted words or phrases
by inference.
2. INTENT
2.1 To set forth design standards and requirements of materials and construction
for installation of street pavement, sidewalks, trails, water mains, sanitary
sewers, storm sewers, sump pump drain lines, traffic signals and street lights in
subdivisions, site plans and other public improvements.
2.2 To assist in implementing the Subdivision Ordinance of the City of Waukee,
Iowa.
2.3 To ensure that streets and utilities meet requirements of the City of Waukee,
Iowa, and the Iowa Department of Natural Resources (IDNR) and to ensure
conformance to the Comprehensive Development Plan of the City of Waukee.
2.4 To require construction of street pavement, sidewalks, trails, water mains,
sanitary sewers, storm sewers, sump pump drain lines, street lights and traffic
signals in subdivisions.
3. DEFINITION OF TERMS
3.1 "City" shall mean the City of Waukee, Iowa, acting through a person or
persons duly authorized by the City Council to act for said Council. City shall
also mean the area within the corporate limits of the City of Waukee and such
area outside the corporate limits over which the City has jurisdiction or control
in accordance with statutory provisions of the Code of Iowa.
General Conditions
1-2
3.2 "City Engineer" shall mean a person or persons designated by the City with
authority to perform official inspections, plan reviews and other functions
designated by City Council.
3.3 "City Engineering Department" shall mean person or persons hired by the City
within the department with authority to perform official inspections, plan
reviews and other functions designated by City Council.
3.4 "Comprehensive Development Plan" shall mean the current comprehensive
development plan approved by the City Council of the City of Waukee, Iowa.
3.5 "Contractor" shall mean the person, firm, partnership, association or corporation
constructing streets and utilities.
3.6 "Landscape and Open Space Ordinance" shall refer to the Waukee Municipal
Code and other governing ordinances or plans which provide regulation as to
the beautification, buffering, or improvement of property relating to plantings,
hardscape, streetscape, or similar treatments of property within the City of
Waukee.
3.7 “Shared Use Path” shall mean a multi-use trail or other path, physically
separated from motorized vehicular traffic by an open space or barrier, either
within a highway right-of-way or within an independent right-of-way, and usable
for transportation purposes.
3.8 "Site Plan" shall mean an architectural plan, landscape plan, or detailed
engineering drawings of proposed improvements to a given lot or subdivision
that can include any or all of the following information: building footprint,
streets and drives, grades, parking, drainage facilities, storm water management,
sanitary sewer mains and services, water mains and services, storm sewer mains
and services, sidewalks and trails, lighting and landscaping elements.
3.9 "Site Plan Ordinance" shall refer to the Waukee Municipal Code along with
other governing ordinances or plans which provide regulation of sites within the
City of Waukee.
3.10 "Standard Drawings" shall mean drawings bound or referenced with these
specifications.
3.11 "Subdivider" shall mean any person, partnership, corporation, trustee, trust or
other legal entity dividing or proposing to divide or improve land so as to
constitute a subdivision or site plan.
General Conditions
1-3
3.12 "Subdivision" shall mean the division of land into two or more lots, parcels or
other divisions for the purpose of immediate or future sale or transfer of
ownership or building development. The term includes resubdivision and,
when appropriate to context, shall relate to the process of subdividing or to the
land subdivided.
3.13 "Subdivision Ordinance" shall mean the current ordinance enacted by the City
Council of the City of Waukee, Iowa, establishing regulations for the subdivision
and platting of land, providing for the preparation of plats and providing for the
installation of utilities, streets and other improvements.
3.14 “SUDAS” shall mean the latest edition of the Statewide Urban Design and
Specifications including Design Manual and Standard Specifications.
4. INTERPRETATION
4.1 The City will answer questions regarding interpretation of intended meaning of
specifications; its interpretation shall be accepted as final.
5. CONTRACT AND BOND REQUIREMENTS
5.1 Contract between subdivider and his contractor shall be executed on forms
provided or approved by City prior to start of construction.
5.2 Subdivider's contractor shall provide maintenance bond to City, assuring faithful
performance of his contract and maintenance of the improvements for a period
after acceptance of the construction thereof by City; execute bond on forms
provided or approved by City for the following bond periods:
5.2.1 Water, sanitary sewer, storm sewer and subdrains including services to
property: 4 years.
5.2.2 Street pavement: 4 years.
5.2.3 Shared used paths:
5.2.3.1 Trails: 4 years.
5.2.3.2 Sidewalks: 4 years. Sidewalks by plat developer are limited
to lots with double frontage to pay for sidewalk along the
frontage without direct vehicular street access.
5.2.4 Site grading and subgrade preparation: 4 years.
General Conditions
1-4
5.3 Subdivider shall provide performance bond to City, assuring faithful
performance of his contract for conversion of any and all temporary erosion
control sediment basins to permanent stormwater control detention basins;
execute bond on forms provided or approved by City.
5.4 Maintenance bond shall list each item and quantity of each item covered by the
bond.
5.4 See Exhibit No. 1 following GENERAL CONDITIONS for acceptable forms of
of bonds.
6. GENERAL REQUIREMENTS
6.1 Submit plans of proposed construction for approval and acceptance by the City,
prior to construction and as set forth in the Municipal Code; all improvements to
extend to plat boundary unless directed otherwise by City.
6.1.1 Standard organization of construction drawings shall be as follows:
6.1.1.1 Cover Sheet
6.1.1.2 Quantities & General Information
6.1.1.3 Hydrant Coverage Map
6.1.1.4 Demolition Plan (if applicable)
6.1.1.5 Grading Plan
6.1.1.6 Erosion & Sediment Control Sheet
6.1.1.7 Paving and Storm Plan and Profile
6.1.1.8 Water and Sanitary Plan and Profile
6.1.1.9 Intersection and Pedestrian Ramp Details
6.1.1.10 General Details
6.1.1.11 Landscaping Plan
General Conditions
1-5
6.2 Submit plans for proposed construction of water mains and sanitary sewers and
stormwater General Permit No. 2 to the IDNR for review and approval in
accordance with the requirements of that agency.
6.2.1 Furnish City with 1 copy of plans approved by IDNR.
6.3 Begin no construction of water mains and sanitary sewers until plans are
approved by City and Iowa Department of Natural Resources.
6.4 Begin no construction without City issuance of Construction Site Erosion and
Sediment Control Ordinance (COSESCO) permit.
6.5 Materials and work are subject to inspection as deemed necessary by City;
provide access for inspectors.
6.6 Make no connection to existing water and sewer systems or work in public right-
of-way unless authorized by City.
6.7 Provide shop drawings for materials used in construction of public
improvements.
6.8 Upon completion of construction, furnish one certified reproducible paper copy
of as-built plans to City; plans shall be certified by Engineer licensed to practice
in the State of Iowa; furnish electronic files of as-built plans; electronic files in
.dwg and .pdf file extensions format approved by City and provided with
information layers to allow retrieval of lot layout, water, sanitary sewer and
storm sewer alignment information isolated from notes on background drawing
information.
6.9 As-built plans are required for all development and shall contain the following
information:
6.9.1 Certified grading sheet shall provide point elevations for the low spot at
each location where an overland flowage easement crosses a property
line and at any change in grade across each lot. The grade between
shots should also be labeled.
6.9.2 As-built plans of all stormwater management facilities on site and a
certification statement signed by the design engineer indicating that
facilities were constructed as designed. Required information includes
inlet and outlet flow line elevations, normal pool surface water
elevation (if applicable), 100-year surface water elevation, overflow
route and elevation, orifice opening or weir information, storage
General Conditions
1-6
volume provided, and post-developed release rate. All corresponding
design information shall be provided on as-built plans for comparison.
Survey information shall be provided for bottom of retention ponds.
6.9.3 Provide as-built location for the ends of all lot services in relation to lot
property corners.
6.9.4 Point elevations at corners of all curb ramps and turning spaces within
right-of-way.
6.9.5 Size, flow lines, and locations of all storm sewer and sanitary sewer
including structures and appurtenances.
6.9.6 City staff will obtain elevations and locations of water main fittings prior
to fittings being backfilled. Contractor responsible for notifying City
staff.
6.10 City will provide checklist for items remaining to be completed near the end of
the construction. Certificate of Completion will be issued after acceptance of
work by City Council and completion of all checklist items. Maintenance bond
effective date begins on date of acceptance by City Council.
6.11 Design all public improvements to survey and coordinate system State Plane
Iowa South Zone (1402) NAD 83. Note survey and coordinate system utilized
on plans.
6.12 Design streets and utilities in accordance with Municipal Code, SUDAS
Design Manual and Standard Specifications of the City of Waukee. In the event
of conflicts between the documents, the Municipal Code shall govern, then the
Standard Specifications of the City of Waukee and finally SUDAS Design
Manual. All designs are subject to approval of City.
6.13 Locate utilities parallel to right-of-way lines as shown on Standard Drawings
Nos. 1A and 1B. Where strict compliance to these locations causes substantial
hardship, the City Council, upon recommendation of its staff, may modify these
requirements.
6.14 Streets: conform to Municipal Code for right-of-way requirements for streets;
provide street widths as specified hereinafter; construct streets to grades
approved by City.
General Conditions
1-7
6.14.1 Construct all street surfaces of reinforced portland cement concrete with
integral curb and gutter.
6.14.1.1 City will consider non-reinforced concrete pavement, if
requested.
6.14.2 Furnish and install all signs and barricades as specified herein.
6.15 Shared use paths: construct paths on both sides of street; locate as shown on
Standard Drawing; plat developer responsible for paths along double frontage
lots for frontage where lot does not have direct vehicular access; home builder
responsible for construction of all other paths.
6.16 Storm sewers:
6.16.1 Extend sewer line and grade to natural water course, to existing storm
sewer, or as directed by City.
6.16.2 Extend storm sewer upstream to plat or property boundary, or to within
500' of basin ridge, whichever is less, or as directed by City.
6.16.3 Provide minimum 8" dia. perforated subdrain or minimum 3’ wide
concrete flume along rear lot lines or side yards where surface flowage
has 2% or less longitudinal slope; provide flat grate intakes in areas
where standing water is present after a 1" rainfall event after finished
grading of the site is completed; comply with material standards for
subdrains.
6.16.4 Construct manhole on temporary ends of storm sewer; locate manhole
within 15' of plat boundary and install one segment of pipe upstream
from manhole or as directed by City.
6.16.5 Clean and televise storm sewer prior to or immediately following
constructing street paving as directed by the City; provide copy of
video and written report to City for review prior to or immediately
following constructing street paving as directed by the City; correct
defect prior to or immediately following paving as directed by the City.
6.17 Sanitary Sewers:
6.17.1 Clean and televise sanitary sewers prior to constructing street paving;
provide copy of video and written report to City for review prior to
constructing street paving; correct defects prior to paving.
General Conditions
1-8
6.17.2 Extend sewer line and grade to plat of property boundary, to next street
or sewer, or as directed by City; locate manhole within 15' of plat
boundary and install one segment of pipe upstream from manhole.
6.18 Sanitary sewer service connections:
6.18.1 Provide service connection for each platted lot or building; extend
service from sanitary sewer to minimum 10’ inside property line, or as
directed by City.
6.18.2 Extension of sewer service pipe from property line to building or
residence responsibility of property owner.
6.18.3 Service connections include wye, fittings, riser pipe, if required, and
pvc service pipe.
6.19 Pumping stations and force mains: where a pumping station is required to lift
sewage to existing sewer system, submit complete design to City for approval;
include equipment drawings, design data and proposed plans.
6.20 Water Main:
6.20.1 Extend Water main line and grade to plat or property boundary, to next
street, or as directed by City; terminate dead end lines at plat boundary
with valve and 10’ section of water main and plug; to the extend
possible, City will require looping of water mains in lieu of dead end
mains.
6.20.2 Furnish all water main and appurtenances including hydrants and
valves.
6.21 Water services: provide service for each platted lot or building; include
corporation stop or other fitting, water service pipe and curb valve with box.
6.21.1 Extend service pipe from water main to property line or as directed by
City; locate top of curb valve box at finished grade; locate curb valve at
property line unless directed otherwise by City; do not locate service
under property approach driveway.
6.22 Sump pump drain lines: provide sump pump drain lines to receive discharge
from foundation drain sump pumps; extend to minimum 1’ inside lot line.
General Conditions
1-9
6.23 Final adjustments of manhole covers, hydrants and valve boxes by Contractor
installing the utility after street pavement is in place.
6.24 All materials and accessories for construction of streets, sidewalks, trails,
sewers and water main, street lights and traffic signals furnished by subdivider
except by specific agreement with City.
6.25 Provide necessary easements to City for all City utilities located in or adjacent
to private property; minimum width: 10' either side of City utility or 2 times
the utility depth, whichever is greater, unless otherwise permitted or required
by City.
7. CONSTRUCTION IN RAILROAD RIGHT-OF-WAY
7.1 Submit detailed plans of construction operations including sheeting, shoring and
bracing, for approval of Railroad and City.
7.2 Start no work on Railroad right-of-way until plans required above are approved
and license for construction is granted by Railroad; provide a copy of license to
City.
7.3 Notify Railroad Division Superintendent and City not less than one week in
advance of proposed time for performance of any construction work on Railroad
right-of-way or preparatory work thereto.
7.4 Confer with representative of Railroad relative to requirements for operation and
general safety regulations.
7.5 Conduct work in manner satisfactory to Railroad and exercise care not to
damage Railroad property or interfere with operations of Railroad.
7.6 The Railroad Division Superintendent or his representative will have jurisdiction
over safety for operations of Railroad. The decision of the representative of the
Railroad as to procedures which may affect safety of Railroad operation shall be
final.
7.6.1 Provide insurance coverage requested by Railroad.
7.7 Do not stockpile or store excess material or debris on Railroad right-of-way.
7.8 Submit copy of the Railroad's certificate of acceptability to City after
construction.
General Conditions
1-10
8. CONSTRUCTION IN HIGHWAY RIGHT-OF-WAY
8.1 Submit detailed plans of construction operations including sheeting, shoring and
bracing, for approval of Iowa Department of Transportation (IDOT).
8.2 Secure construction permit for proposed construction; start no work in highway
right-of-way until plans are approved and permit for construction is granted by
IDOT; provide a copy of permit to City. All construction within the State Rights
of Way shall comply with the appropriate approved permit and the agreements
stated within them.
8.3 Comply with applicable sections of current "Utilities Accommodation Policy" of
IDOT.
8.4 All traffic protection shall be in accordance with Part VI of the current Manual on
Uniform Traffic Control Devices for Streets and Highways.
8.5 Comply with all safety regulations of IDOT.
9. CONSTRUCTION IN PUBLIC RIGHT-OF-WAY
9.1 Submit detailed plans or construction operations for approval of City; obtained
permit for construction in public right-of-way from City.
9.2 Auger or directional bore water main, sewer, services and other utilities under
all existing streets; do not open cut except when authorized by City.
9.3 Start no work on public right-of-way until plans required above are approved
and permission is granted by City.
9.4 The placement of electronic message boards notifying the public of upcoming
lane or street closures may be required by the City. If required by the City, the
message boards are to be in place a minimum of two weeks prior to lane or
street closure unless approved otherwise by the City. Message boards are to be
visible for each direction of vehicle travel except for cul-de-sacs.
9.5 All utility lines, including electric and telecommunication lines, shall be
installed underground.
10. STANDARDS AND CODES
General Conditions
1-11
10.1 Do work in accordance with best present day construction practices.
10.2 Unless specifically noted to the contrary, conform with and test in accordance
with applicable section of latest revisions of following standards and codes:
10.2.1 American Association of State Highway and Transportation Officials
(AASHTO).
10.2.2 American Concrete Institute (ACI).
10.2.3 American Institute of Steel Construction (AISC).
10.2.4 American National Standards Institute (ANSI).
10.2.5 American Society for Testing and Materials (ASTM).
10.2.6 American Water Works Association (AWWA).
10.2.7 American Welding Society (AWS).
10.2.8 Federal Specifications (FS).
10.2.9 Iowa Department of Natural Resources (IDNR).
10.2.10 Iowa Department of Transportation, Standard Specifications For
Highway and Bridge Construction, latest edition (IDOT).
10.2.11 Manual of Accident Prevention in Construction by Associated General
Contractors of America, Inc. (AGC).
10.2.12 National Sanitation Foundation (NSF).
10.2.13 Occupational Safety and Health Act of 1970 (Public Law 91-596)
(OSHA).
10.2.14 Iowa Occupational Safety and Health Act of 1972 (Chapter 88, Code of
Iowa,) (IOSHA).
10.2.15 Standards and Codes of the State of Iowa and ordinances of the City of
Waukee, Iowa.
General Conditions
1-12
10.2.16 Other standards and codes which may be applicable to acceptable
standards of the industry for equipment and materials and installation.
10.2.17 Standards and codes of Railroad.
10.2.18 Iowa Manual on Uniform Traffic Control Devices for Streets and
Highways.
10.2.19 Statewide Urban Design and Specifications (SUDAS) including Design
Manual and Standard Specifications.
11. MATERIALS TESTS
11.1 Submit to City duplicate copies of reports by an independent testing laboratory
showing compliance of construction materials with specifications. Selection of
testing laboratory subject to approval by City.
11.2 Subdivider to pay cost of all laboratory and job site tests including transportation
charges on samples taken at job site.
11.3 Subdivider provide samples of materials and forms for preparing concrete
compression cylinders required for laboratory tests; sampling of materials at the
site and preparation of concrete compression cylinders performed by subdivider
subject to approval of method by City Engineer or City Engineering Department.
11.4 All materials subject to testing and inspection at the site by City.
11.5 Laboratory tests:
11.5.1 Portland cement: car, truck, or sealed bin samples for total
requirements; ASTM C150.
11.5.2 Fine aggregate for portland cement concrete: tests on each 100 tons
for deleterious substances, mortar strength and gradation.
11.5.3 Coarse aggregate for portland cement concrete: tests on each 500 tons
for abrasion loss, durability, deleterious substances and gradation.
11.5.4 Concrete pipe: certify that pipe conforms to ASTM C76 or
ASTM C506, for class of pipe specified.
11.5.5 Reinforcing steel: certify that steel conforms to ASTM A615, for
grade of steel specified.
General Conditions
1-13
11.5.6 Iron pipe: certify that ductile pipe conforms to ANSI/AWWA C150/
A21.50 and ANSI/AWWA C151/A21.51, special thickness class 52.
11.5.7 Polyvinylchloride pipe:
11.5.7.1 Sump pump drain lines and subdrains: certify that pipe
conforms to ASTM D1784 and ASTM D3034.
11.5.7.2 Water main and force main: certify that pipe conforms to
AWWA C900 or C905, DR18.
11.5.7.3 Truss pipe for gravity sewers: certify that pipe conforms to
ASTM D2680.
11.5.7.4 Corrugated pipe with smooth interior for gravity sewers:
certify that pipe conforms to ASTM D1784, ASTM F794
and ASTM F949.
11.5.7.5 Sewer service pipe: certify that pipe conforms to
ASTM D3034, DR23.5.
11.5.8 Steel pipe: certify that pipe conforms to ASTM A139.
11.5.9 Copper tubing: certify that tubing conforms to ASTM B88, Type K.
11.5.10 High density polyethylene (HDPE) corrugated pipe: certify that pipe
conforms to ASTM F405 or F667.
11.5.11 Manholes: certify that precast sections conform to ASTM C478.
11.5.12 Welded wire fabric: certify that wire fabric conforms to ASTM A185.
11.5.13 Lining for reinforced concrete pipe:
11.5.13.1 Liner material: polyvinylchloride resin pigments and
plasticizers; compounded to remain flexible;
polyvinylchloride resin not less than 99% by weight of total
resin used; copolymer resins not permitted.
11.5.13.2 Physical properties of liner: tensile strength: 2,200 psi
minimum elongation at break: 200% minimum.
General Conditions
1-14
11.5.13.3 Following installation all surfaces covered with lining,
including welds shall be tested with an approved electrical
holiday detector with instruments set between 18,000 volts
and 22,000 volts.
11.5.13.4 All welds shall be physically tested by a non-destructive
probing method.
11.5.14 Concrete compression cylinders: ASTM C39; cast three cylinders for
each days pour if pour is less than 100 CY; if pour is more than 100 CY,
cast three cylinders for each 100 CY poured with a minimum of two sets
per day. Contractor is responsible for hiring independent testing
laboratory for casting, protecting, pick-up, delivery, proper storage and
testing of cylinders. Submit written report and test results of 7-day and
28-day cylinder breaks to City. At the discretion of contractor,
additional cylinders may be cast to allow testing for earlier access to
pavement than 7 days.
11.5.15 Concrete air and slump: IDOT Instruction Manuals 317, 318 and 327;
one test for air and slump for each 200 CY poured with a minimum of
one per day. Contractor is responsible for hiring independent testing
laboratory for testing. Submit written report of test results to City.
11.5.16 Moisture-density tests on subgrade: ASTM D698; make 2 tests per
150 LF feet of subgrade or where designated by City; make tests and
submit written report and test results to City.
11.5.17 Moisture-density tests on pipe trench backfill: ASTM D698; make series
of tests at 3' vertical intervals full depth of trench backfill at nominal
150 LF horizontal spacing; City reserves the right to vary spacing
between test locations; make additional tests at all locations where
trenches from storm sewer, sanitary sewer, water main, sanitary sewer
service, water service and sump lines are located under proposed
streets and trails and submit written report and test results to City;
maintain moisture content of backfill material in range of optimum
moisture content to 4% above optimum moisture content.
12. INSURANCE BY CONTRACTOR
12.1 Provide and maintain insurance throughout construction period in the following
minimum amounts.
General Conditions
1-15
12.1.1 Workmen's compensation and occupational disease insurance in
accordance with laws of the State of Iowa covering all employees who
perform any obligations assumed under the contract.
12.1.2 Public liability (bodily injury and property damage) covering all
operations under this contract; limits for bodily injury or death and
property damage not less than $1,000,000 per occurrence and
$2,000,000 aggregate.
12.1.3 Automobile liability insurance on all self-propelled vehicles used in
connection with the contract, whether owned, non-owned, or hired;
public liability limits of not less than $1,000,000 CSL (Combined Single
Limit).
12.1.4 Insurance as required by Railroad.
12.1.5 Provide minimum $1,000,000 occurrence and $1,000,000 aggregate
umbrella insurance.
12.1.6 Certificates must reflect companies that are licensed and approved to do
business in the state of Iowa and have a BEST guide rating of A minus
or better.
12.1.7 Contractor must name the City as additional insured on a primary non
contributory basis. Contractor shall submit endorsements showing such
coverage with the certificate.
12.2 City shall have right at any time to require public liability insurance and property
damage liability insurance greater than required in above paragraphs.
12.3 Furnish certificates of insurance to City made in favor of City showing
compliance with foregoing requirements.
13. INSPECTION BY CITY
13.1 Construction will be inspected by the City's designee to insure compliance
with these specifications.
13.2 Subdivider shall notify and coordinate preconstruction meeting to be held
minimum one week prior to construction to be attended by subdivider,
contractor, subcontractor(s), subdivider's engineer and City Engineering
General Conditions
1-16
Department. Subdivider to notify City Engineering Department to schedule
meeting.
13.3 Forward a construction schedule to City Engineering Department prior to start
of construction and notify City Engineering Department not less than 48 hours
in advance of readiness for required inspections.
13.3.1 City Engineering Department shall determine type and number of
inspections required based on construction proposed.
13.3.2 Notify City Engineering Department not less than 48 hours in advance
of performing any holiday or weekend work.
13.4 Subdivider shall reimburse City for costs of inspections and tests furnished and
conducted by or on behalf of City.
14. MATERIAL SUBSTITUTIONS
14.1 Wherever items of materials or equipment are specified by a manufacturer's
name and type, or equal, it is the intent that materials or equipment of other
manufacturers, equal in quality and performance, may be substituted. Such
substitution may be made only with written authorization of City.
14.2 Wherever items of materials or equipment are specified by a manufacturer's
name and type, or equal, and additional features of items are specifically
required by specifications, additional features specified shall be provided
whether or not they are normally included in standard manufacturer's items
listed.
14.3 Wherever items of materials or equipment are specified by a manufacturer's
name and type, or equal, and specified items are or become obsolete and no
longer available, Subdivider shall provide City acceptable equal items which
are currently available.
14.4 When proposing "or equal" items or substitutions, Subdivider shall furnish
general arrangement drawings, full descriptive data, manufacturer's
specifications and such performance data as required to satisfy City that
General Conditions
1-17
materials or equipment proposed are equal to that specified. Burden of proof of
equality shall be responsibility of Subdivider.
14.5 Whenever items of materials or equipment are specified by a manufacturer's
name and type and "or equal" is not listed, Subdivider shall provide specified
equipment without substitution, unless prior approval of City is obtained for
any substitution.
14.6 Subdivider shall abide by City’s decision when proposed substitutes of material
or equipment are deemed to be unacceptable by the City and in such an event
Subdivider shall furnish items of equipment or materials specified.
14.7 City reserves right to consider such factors as overall project arrangement,
overall operation and maintenance costs, and similar factors in determining
whether proposed substitutions will be acceptable.
EXHIBIT NO. 1
MAINTENANCE BOND
Bond Number ___________
Job Number ____________
KNOW ALL MEN BY THESE PRESENTS:
That ______________________________________________ of
_________________________ as Principal, and ___________________________________________
of _________________________ as Surety, are held and firmly bound unto the CITY OF WAUKEE,
230 Highway 6, Waukee, Iowa 50263, in the penal sum of _____________________________
($_______________________) Dollars, lawful money of the United States of America, for the
payment of which, well and truly to be made, the Principal and Surety bind themselves, their, and each
of their heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these
presents.
WHEREAS, the said Principal entered into a certain contract, dated the ________ day of
_________________, 20___, with the _____________________________________________, to
furnish all the material and labor necessary for the construction of
__________________________________________________________________________________
__________________________________________________________________________________
_________________________________________________________________________________
in the County of Dallas, State of Iowa, in conformity with certain specifications according to the
subdivision ordinances of the City of Waukee, Iowa; and
WHEREAS, a further condition of said contract, and acceptance of the work by the City of
Waukee, Iowa, is that said Principal shall furnish a bond of indemnity, guaranteeing to remedy any
defects in workmanship or materials that may develop in the aforesaid work and improvements, and to
otherwise keep said improvements in good repair, for a period of four (4) years from the date of the
issuance of a Certificate of Completion by the City Council; and
WHEREAS, a request for a Certificate of Completion for the work has been submitted and is
being considered by the City Council, and this bond is being submitted in support of said request; and
WHEREAS, the said _____________________________________ of _______________,
Iowa, for a valuable consideration, has agreed to join with said Principal in such bond and/or
guarantee, indemnifying said City of Waukee, Iowa as aforesaid.
Now, the Principal and the Surety on this Bond hereby agree, at their own expense:
A. To remedy any and all defects that may develop in, or result from, said work by reason
of bad workmanship or poor material used in the construction of said work and
improvements, and shall otherwise keep all work in continuous good repair, and shall in
all other respects, comply with all the terms and conditions of the specifications and
ordinances of the City of Waukee, Iowa with respect to maintenance and repair of said
work and improvements for a period of four (4) year(s) from the date of issuance
of a Certificate of Completion for said work by the City Council; and
B. In addition, Principal and Surety shall pay the testing, expert evaluation, reports, and all
associated costs incurred by the City (collectively referred to generally as Testing)
related to the City’s ascertaining the nature and extent of any defect that appears in said
work for which Principal and/or Surety are responsible under Paragraph A above.
Prior to undertaking such Testing, the Parties shall attempt to reach agreement as to the
person or firm who shall undertake the Testing, however, if the parties cannot reach
agreement, the City shall select the person or firm to undertake the Testing and
associated work, in its discretion.
NOW THEREFORE, the condition of this obligation is such that if said Principal shall
faithfully perform all of the promises of the Principal, as set forth and provided in this Bond, then this
obligation shall be null and void, otherwise it shall remain in full force and effect.
IN WITNESS WHEREOF, we have hereunto set our hands and seal this ____day of
________________, 20____.
_________________________________________,
Principal
By: ______________________________________
Name and Title
__________________________________________,
Surety
By: _______________________________________
Name and Title
PERFORMANCE BOND
Bond Number ___________
Job Number _____________
KNOW ALL MEN BY THESE PRESENTS:
That ______________________________________________ of
_________________________ as Principal, and ___________________________________________
of _________________________ as Surety, are held and firmly bound unto the CITY OF WAUKEE,
230 Highway 6, Waukee, Iowa 50263, in the penal sum of _____________________________
($_______________________) Dollars, lawful money of the United States of America, for the
payment of which, well and truly to be made, the Principal and Surety bind themselves, their, and each
of their heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these
presents.
WHEREAS, the said Principal entered into a certain contract, dated the ________ day of
_________________, 20___, with the _____________________________________________, to
furnish all the material and labor necessary for the construction of
__________________________________________________________________________________
__________________________________________________________________________________
_________________________________________________________________________________
in the County of Dallas, State of Iowa, in conformity with certain specifications according to the
subdivision ordinances of the City of Waukee, Iowa; and
WHEREAS, a further condition of said contract, and acceptance of the work by the City of
Waukee, Iowa, is that said Principal shall furnish a performance bond guaranteeing the conversion of
any and all temporary erosion control sediment basins to permanent stormwater control detention
basins.
WHEREAS, a request for a Certificate of Completion for the work has been submitted and is
being considered by the City Council, and this bond is being submitted in support of said request; and
WHEREAS, the said _____________________________________ of _______________,
Iowa, for a valuable consideration, has agreed to join with said Principal in such bond and/or
guarantee, indemnifying said City of Waukee, Iowa as aforesaid.
Now, the Principal and the Surety on this Bond hereby agree, at their own expense:
A. The conversion of any and all erosion control sediment basins to permanent
stormwater control detention basins including silt removal and disposal, earthwork,
grading, piping, stormwater control structures, rip-rap and surface restoration.
NOW THEREFORE, the condition of this obligation is such that if said Principal shall
faithfully perform all of the promises of the Principal, as set forth and provided in this Bond, then this
obligation shall be null and void, otherwise it shall remain in full force and effect.
IN WITNESS WHEREOF, we have hereunto set our hands and seal this ____day of
________________, 20____.
_________________________________________,
Principal
By: ______________________________________
Name and Title
__________________________________________,
Surety
By: _______________________________________
Name and Title
2-1
PART 2 – DESIGN STANDARDS
INDEX
1. GENERAL 8. SUMP PUMP DRAIN LINES
2. STREETS 9. SUBDIVISION LOT GRADING
3. SHARED USE PATHS AND MAINTENANCE
4. STORM SEWERS 10.
STREET LIGHTS
5.
SANITARY SEWERS 11. TRAFFIC SIGNALS
6. PUMPING STATIONS
12. FIBER OPTIC LINES
AND FORCE MAINS
13. STORMWATER
7.
WATER MAINS MANAGEMENT
1. GENERAL
1.1 This section sets forth minimum design standards to be used for design of
streets, sidewalks, trails, sewers, water mains, sump pump drain lines, traffic
signals and street lights in subdivisions in the City of Waukee, Iowa.
1.2 The design standards specified hereinafter are minimum standards; all plans
are subject to review and approval by the City.
1.3 Provide all lots in subdivision with water, sanitary sewer and sump pump drain
service lines; stub sanitary sewer service 10' inside lot line; stub water and
sump pump drain services to lot line; install cleanouts at ends of sanitary and
sump pump drain services; install curb stop valve and box on lot lines.
1.4 Provide geotechnical exploration and report for all proposed street, sanitary
and storm sewer and water main projects in accordance with the SUDAS
Design Manual; submit written report and test results to City for review.
2. STREETS
2.1 Design streets in accordance with SUDAS Design Manual, Subdivision
Ordinance of the City of Waukee, Iowa, and the following standards:
2.2 Culs-de-sac are subject to approval by City on project-by-project basis; provide
areas designated for snow removal storage from cul-de-sac.
2.2.1 Provide temporary 40' radius, granular surfaced turn around at temporary
ends of portland cement concrete pavement where temporary pavement
end is more than 150' from a street intersection. Other temporary turn
around configurations may be acceptable as approved by the City
Design Standards
2-2
Engineering Department. Granular surfacing to be a total of 8” thick with
4” thick of 3” gradation rock base and with 4” thick of 1” road stone on
top.
2.3 Minimum pavement thickness:
2.3.1 Minor collectors, Local service and loop streets: 6" reinforced
portland cement concrete over 12” thick compacted natural
subgrade; City will consider 7" non-reinforced portland cement
concrete over 12” thick compacted natural subgrade, if requested.
2.3.2 Minor collector streets: 7” non-reinforced portland cement concrete
over 6” thick granular modified subbase with 12” thick compacted
natural subgrade.
2.3.2 Major collector streets: 7” reinforced portland cement concrete
over 12” thick compacted natural subgrade; City will consider 8”
non-reinforced portland cement concrete over 6” thick granular
modified subbase with 12” thick compacted natural subgrade, if
requested.
2.3.3 Minor arterial streets: 8" reinforced portland cement concrete over
12” thick compacted natural subgrade; City will consider 9"
non-reinforced portland cement concrete over 6” thick granular
modified subbase with 12” thick compacted natural subgrade, if
requested.
2.3.4 Major arterial streets: 9” reinforced portland cement concrete over
6” thick granular modified subbase; City will consider 10”
non-reinforced portland cement concrete over 6” thick granular
modified subbase with 12” thick compacted natural subgrade, if
requested.
2.3.5 Construction requirements for reinforced and non-reinforced
portland cement concrete pavement are set out in PORTLAND
CEMENT CONCRETE PAVEMENT.
Design Standards
2-3
2.4 Minimum pavement width:
Design Elements Local Cul-de-
sac
Collector Arterial
Minor Major Minor Major
General
Lane width (single lane) (ft) 11 11 11 12 12 12
Two-Way Left-Turn Lanes (TWLTL) (ft) N/A N/A 12 14 14 N/A
Object setback (ft) 1.5 1.5 3.0 3.0 3.0 3.0
Urban (2-lane undivided roadway)
Roadway width with parking (one-side) (ft) 29 26 N/A N/A N/A N/A
Roadway width without parking (ft) 26 26 26 29 31 N/A
Boulevard (2 or 4-lane divided roadway)
Roadway width without parking (one side) (ft) N/A N/A N/A 181 262 412
Raised median with left-turn lane (ft) N/A N/A N/A 18 20 30
1Based on one lane each direction
2Based on three lanes each direction
2.4.1 Arterial and major collector streets: 31', back to back of curb.
Minimum 41’ at intersections.
2.4.2 Minor collector streets: 31’, back to back of curb.
2.4.3 Local service streets: 29', back to back of curb.
2.4.4 Streets ending at cul-de-sac: 26', back to back of curb.
2.5 Minimum pavement radius at intersections: meet requirements of SUDAS
Design Manual.
2.6 Pavement gutter grades: minimum 0.60% and maximum 5.0% unless
otherwise approved by City.
2.7 Construct streets in accordance with details shown on Standard Drawings;
center pavement on right-of-way, unless otherwise permitted by City.
Design Standards
2-4
2.8 Minimum pavement diameter for culs-de-sac when approved by City: 80';
maximum length of street to serve culs-de-sac: 600' from end or radius of
intersecting perpendicular street to beginning of radius for cul-de-sac.
2.9 Provide depressed curb where sidewalks intersect streets and at driveways
constructed prior to pavement; construct 6" integral curb at other locations;
mill or saw cut and remove 6" curb at sidewalks and driveways constructed
after pavement. Sidewalks and crosswalks to meet requirements of Americans
with Disabilities Act (ADA) and Public Right of Way Access Guidelines
(PROWAG).
2.10 Construct driveway approaches as shown on Standard Drawings; single
driveway approach width 10'; double driveway approach width 18'; triple
driveway approach width 22’ unless otherwise approved by City.
2.10.1 Construct commercial driveway and private street approaches in
accordance with SUDAS Standard Specifications Figure 7030.101 for
Concrete Driveway, Type A except minimum thickness is 8 inches.
2.11 Provide red nine dot object markers (OM4-2), 2 in each lane and one at
centerline, at dead ends of streets.
2.12 City to provide street name signs, speed limit signs, stop signs and no parking
signs as specified hereinafter; use symbol signs where appropriate. Subdivider
to reimburse City for cost of materials and installation of signs.
2.13 Surface and pavement replacement of existing streets:
2.13.1 Asphalt and seal coat streets: replace with asphalt or concrete
as specified.
2.13.2 Granular surfacing: replace with granular surfacing as specified.
2.13.3 Concrete curb and gutter: minimum pavement thickness as
specified.
2.14 Provide subdrain on all public street improvements unless specifically stated in
geotechnical report that subdrain is not needed. Provide storm sewer, sump
pump drain line, or subdrain on each side of street. Subdrain shall be 6”
minimum diameter.
Design Standards
2-5
2.15 Provide appropriate street network enhancements based upon projected traffic
volumes warranting additional travel lanes, turning lanes, or signalization.
2.15.1 Projected traffic volumes to be based upon development anticipated
within a 20 year planning period or as directed by the City. Traffic
studies to provide a 5 year and 20 year projection.
2.15.2 Costs associated with the street network enhancements and design
will be distributed between Subdivider and City based upon the
Subdivider’s contribution to the traffic volumes necessitating the
enhancements.
2.16 Provide commercial drives with thickened approach between sidewalk
and edge of street pavement; minimum 8" thick; install expansion joint.
2.17 Subdivider responsible for installing pavement markings at improved
street intersections that include turning lanes as directed by City.
2.17.1 For purposes of these requirements the intersection will include
all areas within 250 feet of the intersection covering the required
improvements.
2.17.2 Subdivider to create a plan identifying all required markings at
intersection for City’s review.
2.17.3 Markings to be provided include centerline (2 solid or dashed yellow),
turn lane(s) (1 solid white), lane separation(s) (1 dashed white),
pedestrian crossings, (solid white longitudinal lines or bars parallel to
vehicle traffic flow), and directional arrows (solid white).
2.17.4 Markings to be comprised of Durable Paint.
3. SHARED USE PATHS
3.1 Design shared use paths including sidewalks and trails in accordance with
Americans with Disabilities Act (ADA) and Public Right of Way Access
Guidelines (PROWAG).
3.2 Curb ramps are required to be constructed with public improvements.
3.3 Provide minimum 1’ clear zone from edge of shared use paths to edge of
hydrants, poles, street signs, street lights and other obstacles.
Design Standards
2-6
3.4 Sidewalks:
3.4.1 Construct 5' wide sidewalks on both sides of street; or as directed by
City; place inside edge of sidewalk 1' outside property line or as
directed by City; conform to details shown on SUDAS Standard
Specifications Figures 7030.204 through 7030.210 Standard Drawing
Nos. 46 through 52 unless otherwise approved by the City.
3.4.2 Provide 1.5% +/- 0.5% cross slope.
3.5 Multi use trails:
3.5.1 Applicable to bike trails and multi-use trails including locations
where trail replaces standard sidewalks.
3.5.2 Construct on prepared subgrade as specified for driveway
approaches and sidewalks in EARTHWORK AND INCIDENTALS
FOR PAVEMENT.
3.5.3 Construct 10’ wide portland cement concrete surfacing, 6” minimum
thickness with maximum 10’ transverse joint spacing; thicken trail to
7” at driveways and street crossings. Provide 1.5% +/- 0.5% cross
slope. Construct as specified for driveway approach and sidewalk
construction in PORTLAND CEMENT CONCRETE PAVEMENT.
3.5.4 Provide 2’ wide graded shoulder each side; sod shoulders.
4. STORM SEWERS
4.1 Provide adequately sized storm sewers and sump pump drain lines. Design
storm sewers in accordance with SUDAS Design Manual, Subdivision
Ordinance of the City of Waukee, Iowa and the following standards.
4.2 Determine runoff using the Rational Formula, Q=CIA, where:
Q = maximum rate of runoff in cubic feet per second.
C = runoff coefficient; use coefficients consistent with type of surfaces in
drainage area.
Design Standards
2-7
I = average rainfall intensity in inches per hour for the period of rainfall of a
given frequency having a duration equal to the time of concentration.
A = drainage area in acres.
4.3 Use 10-year storm frequency and the Mean Frequency Distribution for Storm
Periods referenced under Paragraph 4.7 to determine intensity for storm
sewer system including intakes, structures, and pipes except as follows:
4.3.1 Use 100-year storm frequency for future development without regard
for stormwater detention flow reduction for culvert design under
roadways where roadway embankment blocks drainageway.
4.3.2 Use 100-year storm frequency for future development storm sewers
draining sump area in roadways and private lands unless drainage
easements are provided for all areas inundated during 100-year storm.
4.3.3 Provide stormwater detention for flow reduction where downstream
culverts or channels are not capable of handling the 100-year future
development undetained runoff; design and limit discharge per SUDAS
Design Manual.
When applicable as described below, all development and
redevelopment sites shall meet the requirements of the Unified Sizing
Criteria, as described within the Iowa Stormwater Management Manual
(ISWMM) and as noted below, unless management has been designated
for an alternative off-site location or some other exemption or
allowance has been prior approved by the City.
4.3.3.1 Water Quality Volume Standard: Practices or techniques shall
be employed that capture and treat runoff from a 1.25” rainfall
event, as further defined within the ISWMM.
4.3.3.2 Channel Protection Standard: Practices or techniques shall be
employed that provide extended detention of the 1-year, 24-
hour storm event – with release rates established as per
methods defined within the ISWMM to provide a minimum
drawdown period of 24 hours.
4.3.3.3 Overbank Protection Standard: Practices and techniques shall
be employed that limit allowable peak release rates that are
anticipated to occur post-development during the 2-, 5- and
Design Standards
2-8
10-year, 24-hour storm events to levels no greater than those
expected to occur from natural conditions a given site from a
similar storm event (e.g. the post-development release rate
from a 5-year storm event will be no greater than the natural
release rate from a 5-year storm event).
4.3.3.3.1 Natural conditions are defined as meadow in good
condition, with times of concentrations calculated
and Curve Numbers selected based on those natural
surface conditions and drainage patterns. Curve
Numbers shall be selected based on the Hydrologic
Soil Group for site soils, but the weighted Curve
Number used to determine allowable release rates
for the site to be served by the detention practice
shall not exceed a Curve Number of 58 unless
demonstrated by a geotechnical report that a higher
curve number is warranted, however, in no case
shall the curve number exceed 71.
4.3.3.3.2 Soil Group information shall be determined from
current County Soil maps as available through the
NRCS. If a Soil Group type has not been identified
for a given location, the natural condition shall be
assumed to be Hydrologic Soil Group B and the
post-developed condition shall be assumed to be
Hydrologic Soil Group C, unless geotechnical
studies are provided for City review that provide
evidence for use of another Soil Group for analysis.
4.3.3.4 Extreme Protection Standard: Practices and techniques shall be
employed that limit allowable peak release rates that are
anticipated to occur post-development during the 25-, 50- and
100-year, 24-hour storm events to levels no greater than those
expected to occur from natural conditions on a given site from
a similar storm event (e.g. the post-development release rate
from a 100-year storm event will be no greater than the natural
release rate from a 100-year storm event).
4.3.3.4.1 Natural conditions shall be defined as previously
noted, with times of concentration and Curve
Numbers calculated or selected on that basis.
Design Standards
2-9
4.3.3.4.2 Detention of events larger than the 100-year storm
event are not required, however, the design of
auxiliary spillways should safely convey flows from
the 500-year, 24-hour storm event.
4.3.3.4.3 Surface water flowage easements shall be provided
as needed to reserve a safe and clear path for the
width of expected concentrated flows for this type of
event. Detention events larger than the 100-year
can occur and surface water conveyance for those
events should be considered.
4.3.3.5 Applicability
4.3.3.5.1 New Development: Any new development of land
adding more than 10,000 square feet of new
impervious surface shall provide stormwater
management as outlined above. This threshold is a
cumulative amount of new square footage and may
be reached over time in increments. At such time
that a development site exceeds 10,000 cumulative
square feet of new impervious surface the site will
be required to come into compliance with this
ordinance.
4.3.3.5.2 Redevelopment: Any redevelopment adding more
than 10,000 square feet of new impervious surface
but disturbing less than 50% of the site shall provide
stormwater management at the Water Quality
Volume standard and shall be asked to also meet the
Channel Protection standard or demonstrate why
doing so is infeasible. This threshold is a cumulative
amount of new square footage and may be reached
over time in increments.
4.3.3.5.3 Any redevelopment disturbing 50% or more of a site
shall be required to meet the same stormwater
management standards as a new development. This
threshold is a cumulative amount of new square
footage and may be reached over time in
increments.
Design Standards
2-10
4.3.3.5.4 City Projects: Stormwater management standards
shall apply to all City projects including new City
parks and buildings.
4.3.3.5.5 Exemptions: The following activities shall be
exempted from meeting the stormwater
management standards of this ordinance:
4.3.3.5.5.1 New development adding less than
10,000 square feet of new impervious
surface.
4.3.3.5.5.2 Redevelopment adding less than
10,000 square feet of new impervious
surface and less than 50% site
disturbance and if in compliance with
a previously approved stormwater
management plan.
4.3.3.5.5.3 Removal and replacement of
impervious surface exactly matching
location and area.
4.3.3.5.5.4 Logging or agricultural activity that is
consistent with an approved soil
conservation plan or timber
management plan prepared or
approved by the appropriate agency,
as applicable.
4.3.3.5.5.5 Additions or modifications to single
family structures.
4.3.3.5.5.6 Repairs to any stormwater
management BMP deemed necessary
by the city.
4.3.3.5.5.7 Linear projects such as road
construction.
4.3.3.6 Detention basins shall be sized using the TR-55 Method or
the Modified Rational Method. The Modified Rational
Design Standards
2-11
Method can only be used to determine detention volume on
sites of 5 acres or less with no off-site pass through.
4.3.3.7 Meet SUDAS Design Manual guidelines for earthen detention
requirements for slopes, embankment widths, freeboard and
emergency spillway.
Meet ISWMM requirements for the design of best management
practices; including, but not limited to: sizing, slopes,
embankment widths, freeboard, high water depths and
auxiliary spillway.
4.3.3.8 Paved parking lots can be used for storm water detention
storage. Meet requirements of SUDAS Deign Manual.
Storage not allowed in primary drives and entrances.
4.3.3.8 Restrict discharge rate from detention basins using a
correctly sized aluminum or stainless steel weir plate or
orifice plate securely fastened with stainless steel hardware.
Fasten orifice plate inside downstream pipe or structure.
Pipe downstream from weir plate or orifice plate to have
adequate capacity to accommodate a minimum of a 10-year
storm frequency event.
4.4 City will consider stormwater retention.
4.4 City will consider open channel storm water drainage with a 15" dia. double
wall polyethylene or reinforced concrete pipe subdrain when required pipe
diameter is greater than 48".
4.5 Storm sewers, intakes and other structures located within the street right-of-way
shall not discharge storm water during a less than or equal to 10-year storm
frequency storm event into normally dry drainage swales located on private
property unless otherwise permitted by City.
4.6 Mean Frequency Distribution for Storm Periods per the ISWMM SUDAS Design
Manual.
4.7 Use minimum 15-minute time of concentration for single family residential
area storm sewers; time of concentration for all other developments will be
reviewed by City.
Design Standards
2-12
4.8 Minimum pipe size: 15" except for intake cross-runs which shall be 12"
minimum diameter.
4.9 No bends or pipe deflections permitted on storm sewers unless otherwise
permitted by City.
4.10 Storm sewers that cross a street shall cross the street at no more than
15 degrees from perpendicular. Intent is to locate storm sewer and the
intakes on each side of the street within the same pavement panel.
4.11 Maximum velocity within pipe (1/2 full): 15’ per second. Pipe slopes that
exceed the following chart are not allowed:
Pipe Diameter Maximum Slope
(in.) (%)
12 10.9
15 8.1
18 6.3
21 5.1
24 4.3
30 3.2
36 2.5
42 2.0
48 1.7
54 1.4
4.12 Curb intakes:
4.12.1 Single, SUDAS Standard Specifications Type SW-501, SW-502, SW-503
or SW-504.
4.12.2 Double, SUDAS Standard Specifications Type SW-505 or SW-506.
4.12.3 Provide SUDAS Standard Specifications Types SW-501 through SW-506
Curb Intakes when street grade is less than 5.00%; provide special
intakes when street grade is 5.00% or greater; consult with City
Engineering Department.
4.12.4 Location: up grade from intersections, sidewalk ramps and other
locations to meet specific topographic conditions; locate outside of
intersection radius.
Design Standards
2-13
4.12.4.1 Install at least one intake at the low point of the street
grade.
4.12.4.2 Install intake no further than 500 feet from the street high
point.
4.12.4.3 Maximum spacing 400 feet regardless of gutter flow
capacity.
4.12.5 Connecting pipes: size to accommodate flow into intake
without surcharging intake.
4.13 Area intakes:
4.13.1 Rectangular area intake: SW-511.
4.13.2 Circular area intakes: SW-512 with Type 4 flat grate.
4.13.3 Open sided area intake: SW-513.
4.13.4 Connecting pipes: size to accommodate flow into intake
without surcharging intake.
4.14 Manholes: SUDAS Standard Specifications Types SW-301, SW-401, SW-402,
SW-403, SW-404 or SW-405 modified as specified in STORM SEWERS AND
STRUCTURES or Standard Drawings Types Special Manhole or Shallow
Manhole.
4.15 Cleanouts: SUDAS Standard Specifications Figure 4040.232 Types A-1 or B.
4.16 Manholes, intakes and structures required that are larger or deeper than those
shown in SUDAS Standard Specifications shall be designed and certified by a
licensed professional engineer in the State of Iowa.
4.17 Provide minimum 8” dia. perforated subdrain surrounded by pea gravel or
minimum 3’ wide concrete flume along rear lot lines or side yards where
surface flowage has 2% or less longitudinal slope; provide flat grate intakes in
areas where standing water is present after a 1” rainfall event after finished
grading of the site is completed; comply with material standards for
subdrains.
Design Standards
2-14
4.17.1 Minimum slope of flume is 0.5% with ponding depth less than or
equal to 1”.
4.17.2 Subdrain to be tied into the public storm sewer system or outletted
into a detention facility designed to handle the 100 year storm event.
4.17.3 Cleanouts or intakes to be provided a maximum of every 150 feet
from the point of outlet and at deadends or as directed by the City.
Use cleanouts as specified hereinbefore except use slotted casting.
5. SANITARY SEWERS
5.1 Comply with design standards contained in the SUDAS Design Manual and in
CHAPTER 12 - IOWA STANDARDS FOR SEWER SYSTEMS from IOWA
WASTEWATER FACILITIES DESIGN STANDARDS published by the IDNR.
5.1.1 Size lateral sewers for residential areas to accommodate flow of
500 gallons per capita per day; volume of flow from areas other than
residential subject to approval by City. Size trunk sewers as directed
by the City.
5.2 Sanitary sewer service connections:
5.2.1 Minimum service pipe size for single family dwellings: 4" at
minimum slope of 1% or as specified in the adopted Plumbing
Code.
5.2.2 Minimum service pipe size for all other types of buildings: 6" at
minimum slope of 1% or as specified in the adopted Plumbing
Code.
5.2.3 Shared sewer services from multiple buildings that are located on
separately owned lots are not allowed.
5.2.4 Cleanouts to be provided a maximum of every 150 feet or as directed
by the City. Use cleanouts as specified hereinbefore.
5.2.5 Label invert elevations at ends of sewer service stubs on construction
drawings.
5.3 Manholes: SUDAS Standard Specifications Types SW-301, SW-302,
SW-303, SW304, SW-305 or Standard Drawings Types Special Manhole or
Shallow Manhole. High point manholes are not allowed.
Design Standards
2-15
6. PUMPING STATIONS AND FORCE MAINS
6.1 Comply with design standards contained in the SUDAS Design Manual,
SANITARY SEWERS AND APPURTENANCES and in CHAPTER 13 -
SEWAGE PUMPING STATIONS from IOWA WASTEWATER FACILITIES
DESIGN STANDARDS published by the IDNR.
6.1.1 Pumping station capacity: size for maximum rate of flow from
connected sewers.
6.1.2 Provide at least 2 pumps of equal capacity, each capable of pumping
maximum flow; if more than 2 pumps, size pumps so that with
largest pump out of service remaining units have capacity for
maximum sewage flow.
6.1.3 Provide in-place standby power system; provide for automatic and
manual start-up, automatic load transfer and exercising of system
under load.
6.1.4 Size force main to maintain velocity of 2' per second at design
average flow and pass 3" solids.
6.1.5 Provide fence around pumping station site.
6.1.6 House major pump controls in heated above ground structure;
provide disconnect switches for pumps and all other electrical
equipment; blend pumping station superstructure with surrounding
development including landscaping.
6.1.7 Provide automatic pump alternators on multiple pump installation.
6.1.8 Provide stainless steel guide rails, cable holders, chain, bolts and
appurtenances inside wet well.
6.1.9 Provide magnetic flow meter on pump discharge pipe.
6.1.10 Provide water supply with yard hydrant.
Design Standards
2-16
7. WATER MAINS
7.1 Comply with design standards contained in the SUDAS Design Manual and in
RECOMMENDED STANDARDS FOR WATER WORKS (Ten States Standards)
as adopted by the IDNR.
7.1.1 Minimum water main size: Residential R-1 and Residential R-2 zoning:
8". Water main size other than in residentially zoned areas subject to
approval by City.
7.1.2 Size major water mains as directed by the City.
7.1.3 Maximum dead end water main length: 300’.
7.2 Isolating valve spacing:
7.2.1 Residential R-1 and Residential R-2 zoning: 800' maximum and at
street intersections.
7.2.2 Other zoning: 400' maximum and at street intersections.
7.2.3 On all private lines at the connection with the City main.
7.3 Provide 1 hydrant at each street intersection and equally space hydrants
between intersections, maximum hydrant spacing: 300', unless otherwise
directed by City.
7.3.1 Provide hydrant at entrance and at end of culs-de-sac when approved by
City; maximum spacing as specified hereinbefore.
7.4 Minimum water service size: 1".
7.4.1 Materials: use copper tubing for services 2" and smaller; larger than
2": use pvc or ductile iron pipe; if pvc is used for main: use a ductile
iron fitting and reducer if required.
8. SUMP PUMP DRAIN LINES
8.1 Design sump drain lines in accordance with SUDAS Design Manual,
Ordinances of the City of Waukee, Iowa and the following standards:
8.2 Provide sump pump drain line for each building requiring foundation drainage.
Design Standards
2-17
8.2.1 Drain line standards herein are based on proper installation of a
suitable, commercially available automatic, thermal overload
protected sump pump capable of discharging 20 gpm at 20' TDH.
8.3 Outlet drain line in public collector pipe or storm sewer.
8.4 Collector pipes, receiving discharge of two or more sump pumps, may be used
upon written approval of installation details by City; minimum pipe size: 8".
8.5 Arrange sump pump drain lines and collector pipes to prevent freezing;
minimum depth of cover over buried pipe: 3'-6" or as approved by City.
8.6 Provide 4" pvc pipe with positive drainage for drain lines. Extend 4" drain line
from public storm sewer or collector pipe to minimum 1’ inside property line.
9. SUBDIVISION LOT GRADING AND MAINTENANCE
9.1 Construction sites covered by General Permit No. 2, issued by IDNR, are
required to fulfill the topsoil preservation requirement by either:
9.1.1 Stating that the requirements for on-site topsoil in SUDAS Standard
Specifications Section 2010 will be met OR using the General Permit
No. 2 language which states “The permittee shall minimize soil
compaction and, unless infeasible, preserve topsoil”.
9.2 Subdivider responsible for obtaining required borrow excavation and for
disposal of surplus excavated material.
9.3 Scarify slopes to a minimum depth of 3" prior to placement of topsoil.
9.4 Compact fill in areas intended to support utilities to not less than 95%
maximum density with moisture content between optimum moisture
content percentage and 4% above optimum unless otherwise directed by
geotechnical report; compact in horizontal layers not more than 8" in
loose thickness.
9.5 Provide minimum 2% slope for buildable areas of residential lots and
minimum 1.5% slope for buildable areas of commercial and industrial lots; no
slope limit for areas not disturbed by construction having slopes stabilized by
existing vegetation or rock outcropping.
Design Standards
2-18
9.6 Provide unobstructed 100-year flood flow paths through platted areas subject
to development to convey runoff from upstream areas of the watershed.
9.6.1 Compute runoff in accordance with Paragraph 4. STORM SEWERS.
9.6.2 Preserve or improve natural drainageways for use as flood flow paths.
9.6.3 Grade lots for drainage as shown on Standard Drawings or in
accordance with an agreed-upon plan with City.
9.6.4 All 100-year flood flow paths in rear and side yards shall be within a
surface water flowage easement. Provide subdrains, storm sewers
and flumes for low flow storm events in accordance with
Paragraph 4. STORM SEWERS.
9.7 Stabilize disturbed areas by sodding or seeding and mulching; maintain
undeveloped lots free of weeds.
9.8 Provide sediment and erosion control in areas subject to development in
accordance with IDNR General Permit No. 2.
9.8.1 Deposition of eroded soil on public rights-of-way, adjacent properties
not owned by subdivider and established streams, drainage ditches
and sewers is prohibited.
9.8.2 Remove sediment deposited by erosion, vehicle tire or otherwise on
public rights-of-way or adjacent properties by end of work day and
prior to a storm event.
10. STREET LIGHTS
10.1 All lighting within the Kettlestone corridor shown in Exhibit No. 2 following PART
11 – KETTLESTONE STREET LIGHTS shall conform to the standards in the
Kettlestone Design Guidelines and PART 11 – KETTLESTONE STREET LIGHTS.
10.2 All lighting on private property including lighting for buildings, parking lots and
private streets shall conform to the City of Waukee Site Plan Ordinance.
10.3 All lighting on public streets shall conform to the design standards contained in
the SUDAS Design Manual and the following standards:
10.4 Poles:
Design Standards
2-19
10.4.1 All new street light poles and appurtenances installed within the clear
zone of any public street right-of-way shall be of a design to break-away
when hit by a vehicle. The break-away design shall conform to the
definitions of the U.S. Department of Transportation.
10.4.2 Street light poles shall be placed near all intersections, outside the sight
triangle, for proper lumination of the intersection.
10.4.3 Street light poles along minor collectors and local streets shall be spaced
at a maximum of 250 feet. Street light poles along major collectors and
arterial streets shall be spaced as approved by the City.
10.4.4 Locate poles in a straight line 3-feet to 6-feet behind the back of curb.
Install poles plumb.
10.5 Fixtures:
10.5.1 All fixtures shall be full cut-off (no sag lenz).
10.5.2 All fixtures shall be supported by MidAmerican Energy unless otherwise
approved by the City as a part of a development agreement related to
special development characteristics of a subdivision.
10.5.3 Mounting height shall be 28 feet along minor collector and local
residential streets and 34 feet along major collector streets.
10.6 Provide photometric plan identifying all pole locations and project lighting levels
with foot-candle measurements at 10’ increments.
10.7 In cases where a homeowners association is created for a particular subdivision
and includes the responsibility of on-going maintenance of street light poles and
fixtures, a street lighting design utilizing unique poles and fixtures may be
approved at the discretion of the City.
TRAFFIC SIGNALS
11.4 All traffic signal installations must meet the criteria as set forth in the MUTCD for
minimum warrants to be met or be approved by the City following an engineering
study.
Design Standards
2-20
11.2 Meet SUDAS Specifications for traffic signals except as modified in PART 12 -
TRAFFIC SIGNALS.
11.3 Pedestrian crossings and ramp areas associated with a new traffic signal
installation shall comply with Americans with Disabilities Act (ADA) and Public
Right of Way Access Guidelines (PROWAG).
11.4 Traffic signal interconnection must be considered for any installation deemed
appropriate by the City. Interconnection methodologies and technologies must be
compatible with adjacent signal systems.
11.5 Placement of signal poles, cabinetry and pedestrian push buttons shall comply
with appropriate clear zone requirements for design speeds of the adjacent
roadway as set forth by AASHTO.
11.6 Traffic signal pole locations, traffic head placement and pedestrian crossings shall
be located to accommodate design vehicle turning movements throughout the
intersection.
11.7 All poles, footings and mast arms are to be designed to accommodate appropriate
structural loadings that are expected for this installation. Additional loadings shall
be considered for signage, aesthetic amenities, etc.
11.8 All components and appurtenances shall be made from materials to withstand the
elements and be protected by low maintenance coatings. These coatings shall
meet the standard colors for such installations as approved by the City.
11.9 All footings, cabinetry and handholes shall be placed to minimize the exposure to
drainage paths or conflict with other utility providers.
11.10 For any combination signal and street light installations, street light components
shall be as specified hereinbefore.
12. FIBER OPTIC LINES
12.1 Provide fiber optic lines on all minor collector streets and larger unless otherwise
directed.
12.2 Design fiber optic lines in accordance with the following standards:
12.2.1 Conduit: Comply with Iowa Department of Transportation Standard
Specifications Section 4189. 2” diameter, 30” depth.
Design Standards
2-21
12.2.2 Handholes: 30” x 48” x 24” precast polymer rated for 20,000 lb. load
(Tier 15). Handholes shall be installed at splicing, building access, and
future signal locations; 800’ maximum spacing.
13. STORMWATER MANAGEMENT
13.1. The City of Waukee hereby adopts the Iowa Stormwater Management Manual
(ISWMM) for management of stormwater. The ISWMM is written as a guideline
recommending certain techniques and advising against others in order to
accomplish goals related to managing water volume and quality. Therefore,
where the ISWMM states a design element or technique is “Essential” it is
required by the City. Where ISWMM states a design element or technique is
“Target” such design element or technique is desired by the City and every effort
shall be made to accomplish. Where ISWMM states a given design element or
technique is “Advisory” this design element or technique shall not be used
within the City.
In cases where ISWMM does not speak to a stormwater issue, such as sizing or
installation of pipes, the City follows the applicable sections of these
Specifications and SUDAS or streambank stabilization in the Iowa River
Restoration Toolbox as applicable.
13.2 All development or redevelopment projects shall begin with a pre-application
meeting with the City Development Services and Public Works staff. At said
meeting, City staff will discuss the proposed project with the developer or
developer representatives and will review preliminary information regarding
stormwater management as indicated on the City’s Stormwater Management
Plan Review Checklist.
13.3 The City will maintain a checklist of required plans and studies and timing for
submittal which may include, but not be limited to:
13.3.1 Post-Construction Stormwater Management Plan consistent with City
requirements outlined in the City Post-Construction Stormwater
Management Plan Review Checklist in section 13.6 to follow.
13.3.2 Natural Resources Inventory as outlined in section 13.6.2.1.8 to follow.
13.3.3 Soil Management Plan as outlined in section 13.6.2.2 to follow.
Design Standards
2-22
13.4 The site shall be designed using Better Site Design principals. Better Site Design
involves techniques applied early in the process to preserve natural areas,
reduce impervious cover, distribute runoff and use pervious areas to more
effectively treat stormwater runoff. Site design should address open space
protection, impervious cover minimization, and runoff distribution and
minimization, and runoff utilization through considerations such as:
13.4.1 Open space protection and restoration:
13.4.1.2 Conservation of existing natural areas (upland and wetland).
13.4.1.3 Reforestation.
13.4.1.4 Re-establishment of prairies.
13.1.1.5 Restoration of wetlands.
13.4.1.6 Establishment or protection of stream, shoreline and wetland
buffers.
13.4.1.7 Re-establishment of native vegetation into the landscape.
13.4.2 Reduction of impervious cover:
13.4.2.1 Reduce new impervious through redevelopment of existing
sites and use of existing roadways, trails etc.
13.4.2.2 Minimize street width, parking space size, driveway length,
sidewalk width.
13.4.2.3 Reduce impervious surface footprint (e.g. two-story buildings,
parking ramp).
13.4.3 Distribution and minimization of runoff:
13.4.3.1 Utilize vegetated areas for stormwater treatment (e.g. parking
lot islands, vegetated areas along property boundaries, front
and rear yards, building landscaping).
Design Standards
2-23
13.4.3.2 Direct impervious surface runoff to vegetated areas or to
designed treatment areas (roofs, parking, driveways drain to
pervious areas, not directly to storm sewer or other
conveyances).
13.4.3.3 Encourage infiltration and soil storage of runoff through grass
channels, soil compost amendment, vegetated swales,
raingardens, etc.
13.4.3.4 Plant vegetation that does not require irrigation beyond
natural rainfall and runoff from the site.
13.4.4 Runoff utilization:
13.4.4.1 Capture and store runoff for irrigation in areas where irrigation
is necessary.
13.5 It is intended that this section be construed to be consistent with City Ordinance
Chapters 160-168 Zoning and Community Development, Chapter 303 Land
Subdivision Regulations, Chapter 204B Construction Site Erosion and Sediment
Control (COSESCO), Chapter 204D Post Construction Storm Water
Management, Chapter 406 Illicit Discharge to Storm Sewer System, Chapter 306
Flood Plain Management, as well as any other applicable local, state or federal
regulation.
The requirements of this chapter should be considered minimum requirements,
and where any provision of this chapter imposes restrictions different from those
imposed by any other chapter, rule or regulation, or other provision of law,
whichever provisions are more restrictive shall take precedence.
13.6 The purpose of a Stormwater Management Plan is to identify in detail how
stormwater runoff will be managed from a site including specifications on what
stormwater management techniques and facilities will be used and where they
will be located. It is the policy of the City that stormwater management is
planned and designed early in the development process so that developments
are built in harmony with nature versus forcing stormwater management to fit a
development site design. Therefore, certain items will be discussed at time of a
pre-application meeting with City staff so that they can be considered before
detailed engineering site design has occurred.
13.6.1 Items to be discussed or submitted at the pre-application phase:
Design Standards
2-24
13.6.1.2 Items in the pre-application phase need not be final reports
or engineering studies nor is that the intent. A designer
should consider these items at the start of the design process
and should discuss with City staff. Examples of the items in
this section are as follows:
13.6.1.2.1 Natural Resources Inventory – written and/or
maps.
13.6.1.2.2 Soil Management Plan.
13.6.1.2.3 Map(s) showing existing and proposed
conditions.
13.6.1.2.4 Be prepared to discuss Better Site Design
Principles being incorporated into the site plan.
13.6.2 Items to be submitted with site plan/plat/grading plan submittals:
13.6.2.1 Report and Narrative Information:
13.6.2.1.1 Cover sheet including project name, location,
engineer and developer contact information.
13.6.2.1.2 Table of contents indicating sections and page
numbers.
13.6.2.1.3 Professional certification from Iowa Licensed
Engineer.
13.6.2.1.4 Summary of any previous studies or master
plans.
13.6.2.1.5 Natural Conditions and runoff analysis summary.
13.6.2.1.6 Description and explanation of storm water
analysis (e.g. computer-generated hydrographs).
13.6.2.1.7 Summary of stormwater management plan
detailing compliance with design standards.
Design Standards
2-25
13.6.2.1.8 Natural Resources Inventory:
13.6.2.1.8.1 Soil conditions (karst, hydric,
etc.).
13.6.2.1.8.2 Forest cover.
13.6.2.1.8.3 Topography.
13.6.2.1.8.4 Wetlands/Prairie Potholes.
13.6.2.1.8.5 Streams and floodplains.
13.6.2.1.8.6 Review of FEMA FIRM maps.
13.6.2.1.8.7 Other Native Vegetative Areas.
13.6.2.1.8.8 Environmentally Sensitive Areas.
13.6.2.1.8.9 Archeological and/or cultural
resources.
13.6.2.1.8.10 Wildlife areas
13.6.2.1.8.11 Wellhead protection and
drinking water supply
management areas.
13.6.2.1.8.12 Areas of existing stormwater
storage.
13.6.2.2 Soil Management Plan:
13.6.2.2.1 The intent of a Soil Management Plan is simply
to demonstrate what is to be done with soil on
site. Where will it be stockpiled and eventually
spread and used on site? Depending on
intended use of soil to meet stormwater
Design Standards
2-26
requirements, the following items may be
applicable.
13.6.2.2.2 Review NRCS or USGS soils maps or
geotechnical reports.
13.6.2.2.3 Avoid disturbance of higher quality soils to
maximum extent possible.
13.6.2.2.4 Avoid disturbance activities under the drip line
of any trees intended to be preserved.
13.6.2.2.5 Identify where topsoil is to be stripped,
stockpiled and replaced.
13.6.2.2.6 Identify locations where Soil Quality Restoration
techniques are proposed to be used to manage
water quality treatment requirements.
13.6.2.3 Summary of how Better Site Design Principles, if applicable,
have been incorporated into site design.
13.6.2.4 Geotechnical report.
13.6.2.5 US Army Corps of Engineers Section 404 Permit, if
applicable.
13.6.2.6 Local or DNR Floodplain Development Permit, if applicable.
13.6.3 Calculations – for each calculation, provide exhibits demonstrating how
calculated and assumptions made:
13.6.3.1 Runoff coefficient and/or curve number calculations
(allowable release rates).
13.6.3.2 Time of concentration calculations.
13.6.3.3 Water volume infiltrated.
13.6.3.4 Water Quality Volume calculations required and proposed.
Design Standards
2-27
13.6.3.5 Channel Protection Volume calculations required and
proposed.
13.6.3.6 Large storm (100 year) calculations detention volume
required and proposed.
13.6.3.7 Storm system capacity calculations (outlet control, pipe
capacity, swale/ditch capacity, erosion control and
emergency dissipation measures, downstream capacity
calculations).
13.6.3.8 Runoff and routing hydrographs.
13.6.3.9 Floodplain modeling if applicable and base flood elevations.
13.6.4 Project Summary:
13.6.4.1 Identify method(s) and location of proposed post-construction
stormwater management BMPs.
13.6.4.2 Map indicating drainage area of each post-construction BMP.
13.6.4.3 Discuss how proposed management methods comply with
requirements.
13.6.4.4 Post-construction BMP maintenance plan.
13.6.4.5 Operation and maintenance of post-construction BMPs.
13.6.4.6 Identify post development stormwater impacts to adjacent
properties and mitigation measures for any potential impacts.
13.6.4.7 Offsite / downstream conditions and runoff analysis if
applicable.
13.6.5 Maps:
13.6.5.1 Existing drainage contour map illustrating and labeling pre-
development drainage patterns, basins, swales/ditches,
Design Standards
2-28
creeks, river, streams, etc. and any other relevant on-site or
off-site information.
13.6.5.2 Proposed drainage contour map illustrating and labeling post
development drainage patterns, areas for which storm water
management will be provided, conveyance methods (pipes,
swales, etc.) and any other relevant on-site or off-site
information.
13.6.5.3 Location of existing and proposed buildings, roads, parking
areas, utilities and stormwater management facilities and
erosion/sediment control, easements, ROWs.
13.6.5.4 Preliminary stormwater storage estimation.
13.6.5.5 Proposed land use.
13.6.5.6 Existing and proposed drainage patterns.
13.6.5.7 Limits of clearing and grading.
13.6.5.8 Map(s) identifying where stormwater runoff enters and leaves
the project limits.
13.6.5.9 Watershed area delineations.
13.6.5.10 Floodplain delineations.
13.6.5.11 Natural Resources Inventory Map.
3-1
PART 3 – EARTHWORK AND INCIDENTALS FOR PAVEMENT
INDEX
1. GENERAL 4. SUBGRADE PREPARATION
2. EXCAVATION 5. SUBGRADE TREATMENTS
3. EMBANKMENT 6. FINISH GRADING
7. STREET SIGNS
1. GENERAL
1.1 This part of the specifications includes earthwork and incidentals to complete
grading for portland cement concrete pavement, driveway approaches and
shared use paths.
1.2 Reference to percent maximum density shall mean a soil density not less than
the stated percent of maximum density of optimum moisture content for soils
as determined by ASTM D698 Moisture-Density Relations of Soils using 5.5 lb.
Rammer and 12" Drop. (Standard Proctor Method).
1.3 Do work in accordance with best present-day installation and
construction practices.
2. EXCAVATION
2.1 Excavate to grade required for street construction.
2.2 Provide suitable approaches from intersecting streets and driveways.
2.3 Subdivider responsible for obtaining required borrow excavation.
2.4 Subdivider responsible for disposal of surplus excavated material.
2.5 Provide temporary drainage facilities to prevent damage to public or private
interests when necessary to interrupt natural drainage or flow of artificial
drains.
2.6 Restore original drains as soon as work will permit.
2.7 Subdivider liable for damage resulting from neglect to provide for interrupted
natural or artificial drainage.
2.8 Do not damage pavement or disturb subgrade beneath existing
pavement.
Earthwork and Incidentals for Pavement
3-2
3. EMBANKMENT
3.1 Remove all ground cover and topsoil from area.
3.2 Construct embankment in horizontal layers not more than 8" in loose
thickness.
3.3 Deposit each layer over full width of embankment as separate
operation.
3.4 After layer is deposited, smooth to uniform depth by means of suitable
grader or bulldozer.
3.5 Compact layer by rolling with tamping type roller filled with water until full
weight of roller is supported by tamping feet, but with not less than one pass
per inch of loose thickness of layer.
3.5.1 Roller will be considered to be supported entirely on its tamping
feet when feet do not penetrate more than 3" into material being
compacted.
3.6 If soil is wet so that it will not sufficiently compact by one passage of roller per
inch of loose thickness, provide one discing per 2" of loose thickness.
3.6.1 Cut and stir full depth of layer.
3.6.2 Allow interval of not longer than 2 hrs. between successive discings.
3.6.3 After discing is completed, compact layer by rolling, as specified.
3.7 If soil is dry so that it will not satisfactorily compact by rolling, moisten
material before compaction; manipulate material to secure proper distribution
of moisture before compaction.
3.8 Whenever operations are suspended during period when rain is likely to occur,
smooth and compact surface to shed water readily.
3.9 Other compacting equipment and construction methods may be used provided
results obtained produce compacted lifts of soil having not less than 95%
maximum density and moisture content between optimum moisture content
percentage and 4% above optimum.
Earthwork and Incidentals for Pavement
3-3
3.9.1 Test for density and moisture content; one test per lift per 150 feet or
as directed by City Engineering Department.
4. SUBGRADE PREPARATION
4.1 Provide uniform composition at least 12" below top of subgrade for full width
of subgrade of pavement plus 2' on each side; roll and scarify materials, mix
and re-compact, or otherwise treat to produce a uniform condition; remove top
6" and scarify, mix and re-compact the next 6” of subgrade; replace, mix and
compact the top 6” of subgrade; proof roll finished subgrade with fully loaded
tandem axle dump truck with maximum tandem axle gross weight of
34,000 pounds immediately prior to paving; correct soft areas visible during
proof rolling. Provide additional proof rolling after a rainfall event prior to
paving.
4.2 Remove and dispose of stones over 4" in size from loosened portion of
subgrade.
4.3 Construct subgrade with uniform density for a width equal to that of proposed
pavement plus 2' on each side; density is to be not less than 95% maximum
density and moisture content between optimum moisture content percentage
and 4% above optimum.
4.4 In areas where roller cannot compact; place 6" of Class B crushed limestone,
IDOT 4120.05; compact to 95% maximum density with vibrator tamper.
4.5 Construct subgrade such that after rolling, surface will be at required grade
and cross section.
4.5.1 Shape edges of subgrade to keep flowing water away from
pavement.
4.6 Fill depressions that develop during rolling with suitable material;
continue rolling until subgrade is uniformly firm, properly shaped and
true to grade and cross section.
4.6.1 Maintain until pavement is placed.
4.6.2 Remove materials other than sand which will not compact
readily under roller; replace with materials which will compact
readily; again roll that portion of subgrade.
Earthwork and Incidentals for Pavement
3-4
4.7 If ruts or other objectionable irregularities form in subgrade during
construction, reshape and re-roll subgrade before placing pavement or
subbase; fill ruts or other depressions with material similar to other subgrade
material.
4.8 Draw steel shod template, over subgrade prior to depositing concrete; check
and trim subgrade to required grade and cross section.
4.8.1 Use of template may be waived if subgrade has been shaped
satisfactorily by suitable electronically controlled subgrade trimming
machine.
4.8.2 In irregular sections where use of template or subgrade trimming
machine is impractical, check subgrade by most accurate
practical method.
4.9 Subgrade preparation for driveway approaches and shared use paths:
4.9.1 Excavate to provide finish grade approved by City.
4.9.2 Excavate subgrade to a point 2" below proposed grade of bottom of
slab; backfill with 2" of compacted crushed stone, depending on
condition of subgrade.
4.9.3 For driveway approaches and shared use paths constructed in fill:
backfill with selected material; compact in not more than 6" lifts to a
density of 95%; fill top 2" with compacted crushed stone, depending on
condition of subgrade.
4.10 Test subgrade for density and moisture content; one test per lift per 150 feet of
street to be paved or as directed by City Engineering Department.
5. SUBGRADE TREATMENTS
5.1 Use only to correct subgrade condition where specified density cannot be
obtained by other methods.
5.2 Granular subbase for concrete pavement: use uniform mixture of granular
material, uniformly moistened, placed on prepared subgrade; use also as
suitable material to fill depressions in subgrade.
Earthwork and Incidentals for Pavement
3-5
5.2.1 Use crusher run limestone, crusher run sandstone, limestone
screenings, soil-aggregate, pit run gravel, or a mixture of sand or pit
run gravel with crushed limestone or limestone screenings.
5.2.2 Use mixture uniform in composition with no visible
segregation of constituent materials.
5.2.3 If soil is added to material, pulverize soil particles so no particles are
retained on 3/4" sieve.
5.2.4 If constituent materials are proportioned, blend to homogeneous
mixture before placing on subgrade.
5.2.5 Not more than 5% of finished mixture retained on sieve having square
openings equal to one-third nominal thickness of subbase and not
more than 25% pass No. 200 sieve.
5.2.6 Material containing soil added in process of producing aggregate or
added separately: solid volume ratio not less than 0.80; material
without added soil: solid volume ratio not less than 0.75.
5.3 Equipment requirements for placing granular subbase:
5.3.1 Compaction equipment: IDOT 2001.05.
5.3.2 Prewetting equipment: IDOT 2001.08A.
5.3.3 Equipment for applying water: IDOT 2001.09.
5.3.4 Weighing equipment: IDOT 2001.07.
5.4 Lime subgrade treatment for concrete pavement:
5.4.1 Provide lime, 20 lbs. per SY, in top 6" of subgrade.
5.4.2 Mix until uniform consistency is obtained; add water as required
for optimum moisture content and compact to specified density.
5.4.3 Lime: use hydrated lime: ASTM C207, Type N.
5.5 Geogrid material: biaxial material of 98% minimum polypropylene and
regular grid structure conforming to ASTM D4101 Group 1, Class 1, Grade 2
Earthwork and Incidentals for Pavement
3-6
with .05% minimum carbon black per ASTM 4218; Tensar Geogrid BX1100,
or equal.
5.5.1 Aperture size suitable for mechanical interlock of base and geogrid;
minimum of 70% open area; maximum openings: 1” (longitudinally
along roll) and 1.3” (across roll).
5.5.2 Tensile modulus of 14,000 lbs./ft.; flexural rigidity of 250,000 mg-cm.
5.5.3 Nominal rib thickness of 0.03”; nominal junction thickness of 0.11”
per ASTM D1777.
5.5.4 Resistant to damage by all forms of biological and chemical
degradation caused by subgrade or subbase environment.
5.5.5 Avoid damage to subgrade; roll geogrid material over prepared
subgrade; extend geogrid material minimum 1; beyond back of curb
line; cut to conform to fixtures; pin overlaps to provide anchorage.
5.5.6 Overlap geogrid material joints minimum 2’ both transverse and
longitudinal; overlap on 31’ wide street pavement may be reduced to
1.5’ to accommodate manufacturer’s standard geogrid material widths
in longitudinal lap joints only.
5.5.7 Overlap geogrid material in direction granular base will be spread.
5.5.8 Anchor geogrid material to subgrade as recommended by
manufacturer.
5.6 Cement and fly ash subgrade treatment for concrete pavement:
5.6.1 Geotechnical engineer to evaluate the soil moisture and select a
percentage of cement or fly ash to be incorporated. Provide City with
letter of recommendation identifying the specific characteristics outlined
in this section and signed by a licensed geotechnical engineer in Iowa.
5.6.2 Treat the upper 12” of soil subgrade in 1 lift utilizing a reclaimer for
uniform incorporation of cement or fly ash.
5.6.3 Place subgrade treatment the width of the pavement, plus 2 feet on each
side. Use spreader for uniform spreading of cement or fly ash.
Earthwork and Incidentals for Pavement
3-7
5.6.4 Compact treated soil with sheepsfoot-type roller and vibratory roller to
percent compaction as recommended by geotechnical engineer.
5.6.5 Proof roll treated areas with fully loaded tandem axle dump truck with
maximum axle gross weight of 34,000 pounds prior to paving. Correct
any soft areas visible during proof rolling prior to paving.
5.7 Other subgrade treatments may be used provided they are approved by a
geotechnical engineer licensed in Iowa.
6. FINISH GRADING
6.1 Finish grade and shape area from property line to back of curb to prevent water
from entering subgrade.
6.2 Compact backfill behind curb to 95% maximum density.
6.3 Grade to drain to street; slope from property line to sidewalk or trail 4%;
sidewalk and trail slope: 1.5% +/- 0.5%; slope from sidewalk or trail to back of
curb 4%.
6.3.1 Maximum slope at driveways: meet requirements of the Driveway
Design Criteria of the SUDAS Design Manual.
6.3.2 Use above slope limitation unless exceptions are allowed by City.
6.4 Remove an adequate amount of topsoil from the upper 12” of existing on-site
topsoil to allow finish grading with a finished grade of 8” of salvaged or
amended topsoil. The topsoil may be moved directly to an area where it is to
be used, or may be stockpiled for future use.
6.4.1 On-site topsoil material is material excavated from the top 12” of the
site. Use of on-site topsoil material is subject to the Engineer’s
approval.
6.5 Degree of finish for grading slopes: that ordinarily obtainable through use of
suitable power equipment operated by skilled workmen on favorable ground
conditions.
6.6 Keep equipment off parkings after finishing.
7. STREET SIGNS
Earthwork and Incidentals for Pavement
3-8
7.1 Furnish and install street name and traffic control signs and accessories in
accordance with Iowa Manual on Uniform Traffic Control Devices and as
directed by City; use symbol signs where appropriate; install signs prior to
opening street for public use.
7.1.1 Manufacturer: Iowa State Industries, Lyle Signs, Inc., Newman
Signs, or approved equal.
7.2 Street name signs and accessories:
7.2.1 Provide 1 street sign assembly at each intersection; locate where
directed by City.
7.2.2 Street nameplates: high intensity reflective sheeting with white
letters on green background; white border.
7.2.3 Provide two-way, four-way or six-way brackets, as required.
7.3 Furnish and install NO PARKING signs and accessories; Lyle Signs,
Inc., or approved equal.
7.3.1 Provide signs to prohibit parking on sides of streets as directed by
City; place signs in parking, facing on-coming traffic; locate first sign
in block approximately 100' from intersection; 200' maximum
spacing on signs in remainder of block.
7.3.2 Sign plate: Lyle Signs, Inc., or approved equal, high intensity
reflective sheeting; urban: 12"x12" size; rural: 24"x24" size;
legend: "P" in black letters, symbol in red, on white
background; black border.
7.3.3 Install sign on post with bottom of sign approximately 7'-0" above
ground; use 5/16" cadmium plated bolts and lock washers.
7.4 Furnish and install DEAD END signs and accessories on streets which
terminate in dead end or cul-de-sac; Lyle Signs, Inc., or approved equal.
7.4.1 Locate sign where directed by City.
7.4.2 Sign plate: Lyle Signs, Inc., or approved equal, high intensity
reflective sheeting; 30" x 30" size; legend: "DEAD END" in black
letters on yellow background; black border.
Earthwork and Incidentals for Pavement
3-9
7.4.3 Install sign on post with bottom of sign approximately 7'-0"
above grade; use 5/16" cadmium plated bolts and lock
washers.
7.5 Furnish and install speed limit signs and accessories: Lyle Signs, Inc., or
approved equal.
7.5.1 Provide signs of speed limits as directed by City; place signs in
parking, facing on-coming traffic; locate signs as directed by City.
7.5.2 Sign plate: Lyle Signs, Inc., or approved equal, high intensity
reflective sheeting; 24" x 30" size; typical legend: SPEED LIMIT 25
in black letters and numerals on white background; black border;
speed limit designation as determined by City.
7.5.3 Install sign on post with bottom of sign approximately 7'-0"
above grade; use 5/16" cadmium plated bolts and lock washers.
7.6 Furnish and install STOP signs and accessories; Lyle Signs, Inc., or approved
equal.
7.6.1 Locate signs at intersections where directed by City.
7.6.2 Sign plate: Lyle Signs, Inc., or approved equal, high intensity
reflective sheeting; 24" octagon on local service streets and 30"
octagon on arterial streets; legend: white letters and borders on red
background.
7.6.3 Install sign on post with bottom of sign approximately 7'-0" above
grade; use 5/16" cadmium plated bolt and lock washers.
7.7 Furnish and install post mounted object markers on streets that dead end at
platted subdivision boundaries and are intended for extension in future.
7.7.1 Sign: red nine dot object marker meeting requirements of the
Manual on Uniform Traffic Control Devices (MUTCD) for Type 4
object marker OM4-2.
7.7.2 Provide five object markers at each dead end; two in each lane and
one at centerline.
7.7.3 Install object marker on post with bottom of marker a minimum of
4’-0” above grade; use 5/16” cadmium plated bolts and lock washers.
7.8 Posts:
Earthwork and Incidentals for Pavement
3-10
7.8.1 2” square galvanized steel; minimum 12 gauge; galvanized inside and
outside; conform to ASTM A653, G90, structural quality Grade 50,
Class 1; Telespar, or equal.
7.8.2 Provide with holes 7/16 inch diameter at one inch centers on all four
sides down the entire length of the post. Holes shall be on centerline
of each side in true alignment and opposite each other directly and
diagonally.
7.8.3 Set in 3’ x 2.25” square galvanized base post; minimum 12 gauge;
anchor base post 3’ below finished grade, or as directed by City.
7.9 Furnish and install other traffic control signs as determined by City.
4-1
PART 4 – PIPE EXCAVATION AND BACKFILL
INDEX
1.
GENERAL 6. TUNNELING
2. EXCAVATION FOR STRUCTURES 7. DEWATERING
3. TRENCH EXCAVATION 8. BACKFILL FOR STRUCTURES
4. ROCK AND RUBBLE EXCAVATION 9. TRENCH BACKFILL
5. SHEETING, SHORING AND BRACING 10. CONCRETE ENCASEMENT
1. GENERAL
1.1 This part of the specifications includes excavation and backfill for storm
sewers, sanitary sewers, water mains, subdrains, sump pump drain lines and
structures.
1.1.1 Excludes excavation for streets, driveway approaches and shared
use paths.
1.2 Excavate in open cut except when tunneling is required or allowed by City;
tunnel under railroads, highways, shared use paths, driveways, concrete
pavement and curb and gutter except where permission to open cut is granted
by City.
1.3 Protect all existing concrete pavement, shared use paths, driveways and curb
and gutter in public right-of-way from damage during construction; if damage
occurs, restore at no expense to City or private property owners. Restore in
accordance with SURFACE RESTORATION AND PAVEMENT REPLACEMENT.
1.4 Reference to percent maximum density shall mean a soil density not less than
the stated percent of maximum density for soil as determined by ASTM D698
Moisture-Density Relations of Soils using 5.5-lb. Rammer and 12" Drop.
(Standard Proctor Method).
2. EXCAVATION FOR STRUCTURES
2.1 Includes excavation for manholes, intakes and other appurtenances.
2.2 Excavate as required to firm, undisturbed soil; if excavation is carried below
bottom of foundation, fill with stabilizing material or Class B concrete.
2.3 Provide sheeting, shoring and bracing where required to hold walls of
excavation, to protect existing structures or utilities or to provide safety for
workmen.
Pipe Excavation and Backfill
4-2
3. TRENCH EXCAVATION
3.1 Keep width of trench as narrow as possible and still provide adequate
room for backfill and jointing.
3.2 Keep sides of trench as nearly vertical as practicable; maintain vertical walls
of excavation below top of pipe.
3.3 Maximum width of trench at top of pipe: as shown on Standard Drawings;
water main and sanitary force main trench: outside diameter of pipe plus
12" on each side.
3.4 Bottom of trench for gravity sanitary sewers and services:
3.4.1 Bedding for iron gravity sewer in open cut: use Class C -
Granular Type I. See Standard Drawings.
3.4.2 Bedding for pvc, pvc truss and pvc corrugated
sanitary sewer pipe: lay pipe on 6” deep pipe bedding
material; fill around and over pipe to a minimum depth of 12”
above the top of pipe bell with pipe bedding material;
compact all bedding material by vibration. See Standard
Drawings for Standard PVC Pipe Bedding – Granular
Encasements.
3.4.3 Excavate full depth by machine; place pipe bedding in bottom of
trench.
3.4.4 Pipe bedding: sharp, 1” clean crushed stone; comply with
following gradation, dependent upon pipe diameter:
Sieve
Size % Passing
1” 100
3/4" 80-95
1/2" 50-60
3/8" 20-40
No. 4 0-5
Pipe Excavation and Backfill
4-3
3.4.4.1 City may authorize change in gradation subject to
materials available locally at time of construction.
3.4.5 Compact pipe bedding by rodding or slicing with shovel.
3.4.6 Hand shape bell holes at each pipe joint in pipe bedding; provide
access around circumference of pipe for proper jointing.
3.4.7 Trench excavated below required grade: backfill to proper
elevation with pipe bedding, as specified.
3.5 Bottom of trench for sump pump drain lines larger than 3": lay pipe on 6" deep
pipe bedding material; fill around and over pipe to minimum depth of 6" above
top of pipe bell with pipe bedding material; compact all bedding material by
vibration. See Standard Drawings for Sump Pump Drain Lines.
3.6 Bottom of trench for sump pump drain lines 3” and smaller, storm sewer, water
main, or force main.
3.6.1 Hand shape to provide uniform bearing and support for full length of
pipe barrel against undisturbed earth for at least 1/4 circumference as
shown on Standard Drawings for Hand Shaped Trench Bottom.
3.6.2 Provide suitable bell holes at each pipe joint after bottom of trench
has been graded.
3.6.3 Alternate to hand shaping trench bottom: at Contractor's option,
excavate to full depth by machine; place 6" depth of pit run gravel or
crushed rock on trench bottom to provide firm bearing 1/4
circumference of pipe.
3.6.4 Remove large clods, stones, and other foreign material from bottom
of trench.
3.7 Bottom of trench for subdrain: backfill with pea gravel. See Standard
Drawings for Subdrains.
3.8 When unstable material is encountered which may not provide a suitable
foundation for pipe, remove and replace with stabilizing material.
Pipe Excavation and Backfill
4-4
3.8.1 Stabilizing material: sharp, clean crushed stone; comply with
following gradation:
Sieve Size % Passing
2-1/2” 100
2" 90-100
1-1/2" 35-70
1" 0-15
1/2" 0-5
3.8.2 Place pipe bedding on top of stabilizing material in sewer trenches;
place excavated material on top of stabilizing material in other
trenches.
4. ROCK AND RUBBLE EXCAVATION
4.1 If trench bottom is extremely hard or is in rock or rubble where there is
possibility of pipe being subjected to point contact:
4.1.1 Overexcavate trench bottom 6" minimum below grade.
4.1.2 Backfill overexcavation with pipe bedding material; place pipe
bedding material as shown on Standard Drawing.
4.2 Use of explosives: submit detailed plans to City Engineering Department
outlining all proposed blasting operations, locations, methods and use of mats
and other safety measures.
4.2.1 Obtain written approval from City before using explosives.
4.2.2 Use thoroughly experienced demolition personnel.
4.3 Dispose of excavated rock and rubble not suitable for backfill.
5. SHEETING, SHORING AND BRACING
5.1 Construct sheeting, shoring and bracing where required to hold walls of
excavation, to provide safety for workers, to protect existing utilities or
structures or to permit construction in the dry.
5.2 Leave in place all sheeting below a level 2' over top of pipe.
Pipe Excavation and Backfill
4-5
5.3 Leave sheeting and shoring in place 2' over top of pipe when removal
might damage new pipe.
6. TUNNELING
6.1 Tunneling will be required under railroads, highways, shared use paths,
driveways, concrete pavement and curb and gutter except when stipulated
otherwise in writing by City.
6.1.1 Water main, sanitary sewer and sanitary sewer force main must be
installed in casing pipe under railroads and highways.
6.2 Obtain approval of City and IDOT or railroad on method before starting;
auger or jack pipe in place.
6.3 If pipe is augered, clean out pipe upon completion of operation.
6.4 If pipe is jacked, clean out pipe as work progresses; use dry bore method.
6.5 If pipe is directionally bored, properly dispose of boring mud; do not
deposit on ground or dispose of mud in any storm sewer or sanitary sewer.
6.6 If voids occur above pipe or casing pipe, blow full with sand or flowable
fill.
6.7 Maintain correct vertical and horizontal alignment; tolerance for sanitary
sewers:
6.7.1 Vertical: 0.2' up to 100’ with an additional 0.1’ per 100’
thereafter or as to permit gravity flow in proper direction.
Backfall and sags in pipe are not allowed.
6.7.2 Horizontal: 1.0' per 100’.
6.8 Maintain street, highway or railroad for full use by traffic at all times.
6.9 Tunneling below or adjacent to structures or pavement: do work in manner to
prevent settlement of structures or pavement.
6.10 Casing spacers: stainless steel construction with polyethylene runners. Install
within one foot of each side of the carrier pipe joint and at maximum spacing
of 6-feet. Do not allow pipe to be supported by joint bells. Follow
manufacturers recommendations.
Pipe Excavation and Backfill
4-6
6.11 Casing end seals: minimum 1/8 inch thick manufactured synthetic rubber
with stainless steel bands and fasteners. Install at both ends of casing pipe
around carrier pipe.
7. DEWATERING
7.1 Do all work in dry; provide for handling of water encountered during
construction.
7.2 Lay no pipe in or pour no concrete on excessively wet soil.
7.3 Prevent surface water from flowing into excavation; remove water as it
accumulates.
7.4 Divert stream flow away from areas of construction.
7.5 Do not discharge water into sanitary sewers.
7.6 Protect discharge points from erosion. Provide sediment control for sediment
contaminated water. Discharges from dewatering activities, including
discharges from dewatering of trenches and excavations, are prohibited unless
managed by appropriate controls.
7.7 Remove all dewatering equipment and wells at end of construction; wells not
allowed to be abandoned in place.
8. BACKFILL FOR STRUCTURES
8.1 Backfill after concrete or masonry has cured.
8.2 Backfill with suitable material removed from excavation except where
other backfill is specified; use no debris, frozen earth, large clods or
stones.
8.3 Backfill simultaneously on all sides of structure; save structure from damage
at all times.
8.4 Compact backfill at structures to density not less than specified for adjacent
trench.
8.5 Terminate at original grade or at elevation shown on plans; dispose of excess
excavation unless otherwise directed by City Engineering Department.
Pipe Excavation and Backfill
4-7
8.6 Prepare backfill for surface restoration as specified for adjacent trench.
8.7 If settlement occurs within period of guarantee and bond, refill, compact and
level off, and provide surface restoration in accordance with SURFACE
RESTORATION AND PAVEMENT REPLACEMENT.
9. TRENCH BACKFILL
9.1 Backfill trench immediately after locations of connections and
appurtenances have been recorded and testing has been completed.
9.1.1 Provide compacted backfill at all locations unless ordinary backfill is
specifically permitted by City Engineering Department.
9.1.2 Maintain compacted backfill moisture content between optimum
moisture content percentage and 4% above optimum.
9.2 Allow no more than 200' of trench to be open at one time; construct manholes
and appurtenances and backfill as work progresses.
9.3 Use no large stones, large clods, organic matter, rubbish, frozen or unsuitable
materials in backfill.
9.4 Backfill simultaneously on both sides of pipe to prevent
displacement.
9.5 Trenches where "compacted backfill" is required:
9.5.1 Hand place and carefully compact backfill to 1' over top of pipe.
9.5.2 Backfill above 1' over top of pipe with excavated material in layers
not to exceed 6", moisten if required; compact to 95% maximum
density.
9.5.3 Fill upper portion of trench with topsoil where construction area is to
be seeded or sodded; replace street surfacing material where trench
is in or at edge of traveled way.
9.6 Trenches where "ordinary backfill" is allowed:
9.6.1 Hand place and carefully compact backfill to 1' over top of pipe.
Pipe Excavation and Backfill
4-8
9.6.2 Backfill above 1' over top of pipe with excavated material in layers
not to exceed 6" up to 12"; moisten if required; compact to 90%
maximum density.
9.6.3 Fill upper portion of trench with topsoil; prepare for surface
restoration.
9.6.4 Mound up or level off to original surface.
9.7 Backfill above pvc truss pipe, PE pipe, solid wall pvc and pvc profile wall pipe.
9.7.1 Backfill with pipe bedding material to minimum 12” above top of pipe;
do not drop pipe bedding material from equipment bucket more than
2’ above pipe.
9.7.2 Above pipe bedding material, except at creek crossings, backfill with
excavated material, except frozen material, shale, and other
non-suitable material; do not drop backfill material from equipment
bucket more than 2’ above bottom of trench until backfill material is in
place 4’ above pipe bedding backfill material.
9.7.3 Consolidate bottom 4’ of trench backfill with hand tools, tampers and
vibratory plates; do not use drop type compactor until above bottom 4’
of trench backfill.
9.8 Pipe bedding for backfill to top of pipe may be required if mechanical
compaction of backfill around pipe does not eliminate voids.
9.9 New pipes below existing water, sewer, or other mains: backfill under existing
water, sewer or other main with pipe bedding; compact to 95% maximum
density; length of pipe bedding backfill at elevation of existing utility: equal to
depth of excavation below utility.
9.10 If removal of sheeting disturbs compacted backfill, recompact backfill to
comply with specifications.
10. CONCRETE ENCASEMENT
10.1 Place concrete encasement at creek crossings or where directed by City
Engineering Department.
10.1.1 Make pipe joint in same manner specified for pipe not
encased.
Pipe Excavation and Backfill
4-9
10.1.2 Pour concrete beneath and around pipe after jointing is
complete.
10.1.3 Use two temporary pipe supports per pipe length: one near bell and
one near spigot.
10.1.4 Provide ties and braces to prevent displacement or flotation during
encasement.
10.2 Use concrete encasement as shown on Standard Drawing.
5-1
PART 5 - STORM SEWERS AND STRUCTURES
INDEX
1. GENERAL 6. CONNECTIONS BETWEEN DISSIMILAR
2. PIPE MATERIALS PIPE
3. JOINTS FOR REINFORCED CONCRETE
7. STORM SEWER INSTALLATION
PIPE (RCP AND RCAP) 8. SUMP PUMP DRAIN LINES
4. MANHOLES 9. SUBDRAINS
5. INTAKES 10. TRACER WIRE
11. TESTS
1. GENERAL
1.1 This part of the specifications includes materials and installation procedures for
storm sewers and appurtenances, subdrains and sump pump drain and collector
lines.
2. PIPE MATERIALS
2.1 Reinforced concrete pipe (RCP): ASTM C76, Class III, Wall B, tongue and
groove, machined ends; provide reinforcement as set forth in Table 3 of
ASTM C76; use for storm sewer except for pipe jacked or augered in place.
2.1.1 Use ASTM C76, Class IV, Wall B, tongue and groove pipe for jacking
or augering; provide reinforcement as set forth in Table 4 of
ASTM C76.
2.2 Reinforced concrete arch pipe (RCAP): ASTM C506, Class A-III, tongue and
groove, machined ends. Use where clearance requirements preclude use of
RCP.
2.3 For water main conflicts use RCP or RCAP; provide flexible joint rubber gasket;
ASTM C443.
2.4 Corrugated metal pipe (CMP): AASHTO M36, galvanized 2-2/3" x 1/2"
corrugations; 14 gauge; use for roadway culverts only; minimum pipe size:
12" dia.; size roadway culvert to convey carrying capacity of ditch.
2.5 Sump pump collector lines, sump pump drain lines and subdrains:
2.5.1 Polyvinylchloride pipe (pvc): ASTM D3034, SDR 23.5, manufactured in
accordance with ASTM D1784; cell classification 12454-B; size 4"; joints
according to manufacturer's recommendations; use for sump pump drain
line in right-of-way.
Storm Sewers and Structures
5-2
2.5.2 Polyvinylchloride pipe (pvc): ASTM D3034, SDR 35, manufactured in
accordance with ASTM D1784, cell classification 12454-B; joints
according to manufacturer's recommendation; use for perforated and
non-perforated subdrain lines equal to or larger than 4".
2.5.3 Polyvinylchloride (pvc) corrugated pipe with smooth interior: Contech
A2000, or equal; ASTM F949; manufactured in accordance with
ASTM D1784, cell classification 12454-B; joints according to
manufacturer's recommendation; use for sump pump collector lines and
for perforated and non-perforated subdrain lines equal to or larger than
4".
2.5.4 High density polyethylene (HDPE) corrugated pipe with smooth interior:
ADS N12, or equal; ASTM F2648; manufactured in accordance with
ASTM D3350, cell classification 424420C; use for sump pump collector
lines and for perforated and non-perforated subdrain lines equal to or
larger than 4".
2.5.5 Use manufacturer's recommended tees or wyes at all sump pump
collector lines for services.
2.5.6 Use manufacturer's recommended tees or wyes at all connections
between non-perforated subdrains or sump pump collector lines with
perforated subdrains.
3. JOINTS FOR REINFORCED CONCRETE PIPE (RCP AND RCAP)
3.1 Pipe joints wrapped with engineering fabric; engineering fabric minimum
2' wide centered on pipe joint; engineering fabric shall conform to
IDOT 4196.01 B.
3.2 Where required by City Engineer, in lieu of engineering fabric, provide
cold-applied rubber asphalt pipe joint material; quality standard: FS-SS-S-00210.
3.2.1 Apply cold joint compound to bottom 1/2 of groove and top 1/2 of
matching tongue and force adjoining pipe together; wipe joint clean
to provide smooth invert.
3.2.2 Use plywood spacers as recommended by manufacturer to maintain
structural integrity of pipe being jacked or augered in place.
3.3 Use flexible joint rubber gasket at locations specified hereinbefore.
Storm Sewers and Structures
5-3
4. MANHOLES
4.1 Manholes and end of line cleanouts:
4.1.1 Conform to details shown on Standard Drawings and to
SUDAS Standard Specifications Figures. See DESIGN
STANDARDS for types permitted.
4.1.1.1 Type SW-301: Chimney seal not required.
Joint sealant not required, joint material as
specified for Shallow Manholes. Use SUDAS
Standard Specifications Type SW-601 castings.
4.1.1.2 Types SW-401 and SW-405: offset top slab
opening toward steps.
4.1.1.3 For all types: Concrete and reinforcing as
specified in STRUCTURAL CONCRETE AND
REINFORCEING STEEL; precast reinforced
concrete pipe manhole sections with minimum
wall thickness 5” meeting ASTM C478.
4.1.2 Diameter and thickness of base may be increased by City Engineering
Department due to poor foundation conditions.
4.1.3 Use shallow manhole only where required clearances above top
of pipe preclude the use of any other manhole types; use end of
line cleanouts for sump pump and subdrain lines only.
4.1.4 Shallow manholes:
4.1.4.1 Conform to details shown on Standard Drawings.
4.1.4.2 Poured in place, 48"x48" square manhole, concrete bottom
slab, walls and top slab.
4.1.4.3 Concrete as specified in STRUCTURAL CONCRETE AND
REINFORCING STEEL. Bottom slab and walls minimum 8"
thick. Top slab 6" thick in non-traffic areas. Top slab 10"
thick in traffic areas. Maintain temperature of work at 40°F.
for at least 24 hours after placing.
Storm Sewers and Structures
5-4
4.1.4.4 Reinforcing as specified in STRUCTURAL CONCRETE AND
REINFORCING STEEL. Bottom slab use #5 at 12" each way.
Walls use #5 at 12" horizontal and vertical; provide
continuous steel through corners; top slab use #4 at 6".
4.1.4.5 Alternative wall material: 48" dia. reinforced concrete pipe;
ASTM C478, minimum wall thickness: 5". Minimum wall
height required above top of storm sewer pipe: 12".
4.1.4.6 Joints: cold-applied rubber asphalt pipe joint material:
quality standard: FS-SS-S-00210.
4.2 Special manholes:
4.2.1 Conform to details shown on Standard Drawings.
4.2.2 Diameter and thickness of base may be increased by City
Engineering Department due to poor foundation conditions.
4.2.3 Construct bottom section of precast reinforced concrete pipe;
ASTM C478.
4.2.4 Construct upper section with precast reinforced concrete pipe; place
eccentric to lower section.
4.2.5 Bottom section top slab: reinforced concrete as shown on Standard
Drawing; provide keyway seat for mortaring in manhole top
section, pour non-shrinking concrete fillet around outside of joint
with manhole top section.
4.2.6 Use special manholes where any connecting pipe is 30" or larger
in diameter or span.
4.2.7 Use manhole diameters shown on Standard Drawing.
4.2.8 Omit upper section if depth of manhole is less than 6'.
4.3 Manhole bottoms:
4.3.1 If precast or poured without manhole section being embedded: place
primed manhole section in bed of mortar or cold-applied rubber
asphalt pipe joint material; quality standard: FS-SS-S-00210; pour non-
shrinking concrete fillet around outside of manhole section.
Storm Sewers and Structures
5-5
4.3.2 If poured with manhole section embedded: embed 2" minimum.
4.3.3 Use non-shrinking concrete between pipe and manhole blockout as
specified in STRUCTURAL CONCRETE AND REINFORCING STEEL.
4.4 Accessories:
4.4.1 Steps: M. A. Industries, Inc., PS1-PF, or approved equal; #4 steel bar
in copolymer polypropylene plastic; provide on upstream side in all
manholes; space 16" o.c.; top step 10" below top of cone section.
4.4.2 Type E frame and cover for all manholes except shallow manholes:
SUDAS Standard Specifications Figure SW-602; machined bearing
surfaces; concealed pickholes; use unless specified otherwise.
4.4.3 Type F frame and cover for all manholes except shallow manholes:
SUDAS Standard Specifications Figure SW-602; machined bearing
surfaces; concealed pickhole; use where manhole is located in
concrete pavement.
4.4.4 Type G frame and cover for shallow manholes: SUDAS Standard
Specifications Figure SW-602; machined bearing surfaces,
concealed pickhole.
4.4.5 Frame and cover for cleanouts: SUDAS Standard Specifications
Figure 4040.232; set top of frame and cover flush with finished
ground.
4.4.6 Drill two 1" dia. holes in manhole frame flange to accommodate
anchor bolts specified hereinafter.
4.4.7 Secure frame and adjusting rings to upper manhole section with two
stainless steel 1/2" dia. anchor bolts, equally spaced on 2'-5" dia.
circle to prevent movement of frame or entry of water; seal frame in
place.
4.4.8 Provide reinforced concrete or high density polyethylene adjusting
rings on manholes as necessary to place cover at grade or to required
elevation; provide one adjusting ring minimum; maximum height of
manhole adjustment using adjusting rings: 12"; secure to upper
manhole section; make joints with bituminous jointing material to
prevent entry of water.
Storm Sewers and Structures
5-6
4.4.8.1 Secure adjusting rings to manhole with stainless steel tie
rods.
4.4.8.2 Concrete adjusting rings: comply with ASTM C478.
4.4.8.3 High density polyethylene adjusting rings: comply with
ASTM D1248.
4.4.8.4 Do not use polyethylene adjusting rings where exposed to
HMA pavement.
5. INTAKES
5.1 Conform to SUDAS Standard Specifications Figures: See DESIGN
STANDARDS for types permitted.
5.2 Construct top and bottom sections of reinforced concrete as specified in
STRUCTURAL CONCRETE AND REINFORCING STEEL.
5.3 Construct intake walls of precast manhole sections or poured in place
concrete; poured in place intakes: use reinforced concrete as specified in
STRUCTURAL CONCRETE AND REINFORCING STEEL.
5.3.1 In freezing weather, heat materials and protect work from cold;
maintain temperature of work at 40° for at least 24 hours after
placing.
5.4 Accessories:
5.4.1 Frame and Cover for Curb Intakes; Type E, F or G.
5.4.2 Curb Intakes: Type Q or R.
5.4.3 Rectangular Area Intakes: Type 6.
5.4.4 Circular Area Intakes: Type 4; provide Type 5 where directed or
allowed by City.
5.4.5 Open Sided Area Intakes: Type G.
5.4.6 Provide reinforced cast-in-place concrete or high density polyethylene
adjusting rings as necessary to place cover at grade or to required
elevation; maximum height of adjustment using adjusting rings: 12".
Storm Sewers and Structures
5-7
5.4.6.1 Concrete adjusting rings not allowed : comply with ASTM
C478.
5.4.6.2 High density polyethylene adjusting rings: Comply with
ASTM D1248.
5.4.6.3 Do not use polyethylene adjusting rings where exposed to
HMA pavement.
5.4.7 Stamp intake castings with message “DUMP NO WASTE, DRAINS TO
RIVER”.
6. CONNECTIONS BETWEEN DISSIMILAR PIPE
6.1 Provide concrete collar 6" thick and 12" each way from joint in accordance
with SUDAS Standard Specifications Figure 4020.211 (SW-211).
6.2 For connections between pvc sump pump drain lines and RCP storm sewer
core drill RCP pipe and install Inserta Tee, or equal.
6.3 Provide Fernco Strong Back RC couplers,
or equal, for subdrains, sump pump collector lines and sump pump drain line
connections to existing pipe.
6.4 Modify above requirements as directed by City Engineering Department.
7. STORM SEWER INSTALLATION
7.1 Before laying pipe, verify all measurements at site; make necessary field
measurements to accurately determine sewer make-up lengths or closures.
7.2 Begin at lowest point in line; lay bell or groove ends pointing upstream.
7.3 Place pipe such that joint openings on the outside or inside of the pipe do not
exceed 1/8” at the bottom and 5/8” at the top.
7.4 Lower pipe carefully into trench; lay true to line and grade.
7.5 Provide a smooth and uniform hand shaped invert as shown on Standard
Drawing; bear spigots against bell shoulders.
7.6 Conflict with water main: conform with requirements set forth in WATER
MAINS AND APPURTENANCES.
Storm Sewers and Structures
5-8
7.7 Where new water main or sanitary sewer crosses under existing field drain tile,
replace with 20' lengths of pipe; match size of existing drain line; use
non-perforated pipe.
7.7.1 Use subdrain pipe for sanitary sewer crossings.
7.7.2 Use water main pipe for water main crossings.
7.7.3 Extend pipe minimum 4' beyond trench excavation for new pipe.
7.8 Line and grade:
7.8.1 Lay pipe to design line and grade by use of laser equipment or
other approved method.
7.8.2 Check line and grade of each pipe length.
7.8.3 Keep pipe free of all dirt and foreign material.
7.8.4 Use no defective pipe; check each length for defects and hairline
cracks at ends prior to lowering into trench.
7.8.5 Do not allow horizontal and vertical alignment to vary from
design line and grade at any structure by more than 1% of the
inside diameter of the pipe or 1/4 inch, whichever is larger.
7.8.6 Do not allow the horizontal alignment of the pipe to vary from
design line at any point along the pipe by more than 1% of the
inside diameter of the pipe.
7.8.7 Continuously check alignment of pipe by flashing light between
manholes or between last piece of pipe laid and opening at
downstream manhole.
7.9 Correct misalignment, displacement or otherwise defective pipe.
7.10 Place concrete headwall at outlet of storm sewer as shown on Standard
Drawing unless flared end section is permitted by City Engineering
Department; provide minimum of 10 tons of rip-rap at downstream end of
headwall; place rip-rap over engineering fabric, IDOT 4196.01B.3.
7.10.1 Rip-rap: IDOT 4130.02 minimum Class D size revetment stone.
Storm Sewers and Structures
5-9
7.11 With approval of City Engineering Department, flared end sections may be used
at outlet of storm sewers.
7.11.1 Use rip-rap, as specified, at downstream end; provide minimum
10 tons of rip-rap or as permitted by City; place rip-rap over
engineering fabric, IDOT 4196.01B.3. Construct concrete footing
under downstream end of sewer flared end pipe section; footing full
width of flared end.
7.11.1.1 Footing may be deleted on culverts provided written
request is made by the contractor to the City, and City
Engineering Department provides written approval to
delete footing.
7.11.2 Flared end section: Forterra, complying with ASTM C76 or
ASTM 506, or approved equal; flat bottom; provide tie holes for
securing flared end section to upstream pipe section.
7.11.3 Provide two pipe joint ties on outside of last three pipe joints at
each flared end section; order upstream pipe section and flared end
section with holes provided; Forterra pipe joint ties, or approved
equal.
7.11.4 Install minimum 3’ wide clay waterstop at all storm sewer outlets
per SUDAS Standard Specifications Figure SW-105.
7.12 Comply with tracer wire and installation as specified under Paragraph 10.
TRACER WIRE.
7.13 Clean and televise sewers and submit copy of video and written report to City
Engineering Department as specified under GENERAL CONDITIONS.
8. SUMP PUMP DRAIN LINES
8.1 Materials: as specified hereinbefore.
8.1.1 Sump pump lines in public right-of-way minimum size 4”.
8.2 Installation: as specified in DESIGN STANDARDS and PIPE EXCAVATION
AND BACKFILL.
8.3 Mark location of sump pump drain line with steel post painted green; set top of
post 3', minimum, above ground.
Storm Sewers and Structures
5-10
8.3.1 City will mark location of sump pump drain line with the symbol "S"
lying on its side stamped in front face of fresh concrete during
pavement construction.
9. SUBDRAINS
9.1 Construct perforated or non-perforated subdrains as shown on plans or as
directed by City Engineering Department.
9.2 Arrange subdrains and collector pipes to prevent freezing; minimum depth of
cover over buried pipe: 3'-6" or as approved by City.
9.3 Slope subdrains to drain.
9.4 Backfill perforated subdrain with washed, round, durable, porous backfill
material meeting IDOT Aggregate Gradation No. 29. Use pea gravel for 4”
and 6” back of curb subdrains and all back and side yard subdrains.
9.5 Connect subdrains to storm sewer, sump pump collector lines or daylight in
drainageway.
9.6 Provide pipe, manholes, intakes or end of line cleanouts as specified
hereinbefore.
9.7 Comply with tracer wire and installation as specified hereinafter.
9.8 Storm sewers may be used for subdrain provided edge of storm sewer is
located within 3’ of the back of the curb. Backfill storm sewer used for
subdrain with pea gravel per Std. Dwg. No. 37.
10. TRACER WIRE
10.1 Provide AWG #12, solid, green, single, insulated, direct-burial copper
wire; tuck tracer wire under pipe at approximate 45° angle below
horizontal spring line of pipe to protect tracer wire. Use wire with steel
core with directional bored pipe.
10.2 Insulation: Linear low density polyethylene (LLDPE) suitable for direct
burial. Minimum thickness 0.045 inches.
10.3 Run tracer wire from upper end of pipe to point where pipe daylights or
enters storm sewer intake.
Storm Sewers and Structures
5-11
10.4 Provide splice kits, Scotchcast, 3M Company, or approved equal; do not splice
tracer wire except as authorized by City Engineering Department.
10.5 Terminate tracer wire at manhole chimney and back of throat for intakes;
attach to structure wall with stainless steel anchor.
10.6 Provide tracer wire along all storm sewer runs with bend or pipe deflections
within the run, sump collector lines, and rear and side yard subdrains.
11. TESTS
11.1 Comply with applicable sections of ASTM and other applicable industry
standards and codes.
11.2 Clean and televise all storm sewers including subdrains and sump
pump collector lines. Subdrains 6” in diameter and smaller only
need to be cleaned and not televised.
11.2.1 Camera:
11.2.1.1 High-resolution color with adjustable iris focus.
11.2.1.2 Pan and tilt capabilities.
11.2.1.3 Integral lighting suitable to provide proper
illumination and a clear video image of the
entire periphery of the pipe.
11.2.1.4 Capable of operating in 100% humidity
conditions.
11.2.1.5 Produce a high quality video image.
11.2.1.6 Provide with depth gauge to measure dips and
sags in pipe.
11.2.2 Provide closed-circuit video inspection equipment capable
of displaying on-screen footage of distance measured to
within 1% of actual distance.
11.2.3 Record the inspection in color in the recording media
specified by the City Engineering Department. Forward the
recording and inspection report to the City Engineering
Department.
Storm Sewers and Structures
5-12
11.2.4 Clean all storm sewers and pipe culverts prior to testing by
flushing with high pressure water containing colored dye
and removing debris by vacuum extraction, and by
removing sheeting, bracing, shoring, forms, soil sediment,
concrete, or other debris.
11.2.5 Do not discharge soil sediment or debris to drainage
channels, existing storm sewers, or existing sanitary sewers.
11.2.6 Prior to video inspection, run sufficient water through the pipe to
saturate potential low spots so they may be detected during
inspection.
11.2.7 Inspect each pipe segment between manholes or access points in a
single, continuous run. Progress through the entire project in a
uniform direction.
11.2.8 Inspect all lateral connections and other observations at right
angles utilizing the pan and tilt capabilities of the camera.
11.2.9 Center the video camera in the pipe during the
inspection.
11.2.10 Do not exceed 30 feet of inspection per minute.
11.2.11 Provide a copy of the video inspection including on-screen
continuous footage, pipe diameter, direction of viewing, and
manhole and street location references in the recording. Affix
labels to the recording media to include the name of the project,
the date, and the location of the inspection.
11.2.12 Provide a written report of the inspection. In the report, include
true-to-scale drawings of all sewer defects and observation
locations. Reference the time stamp on each line item entry on
the written report.
11.3 Low spots holding water exceeding the following depths for each pipe size
will be considered unacceptable and must be removed and reinstalled to
proper grade.
Storm Sewers and Structures
5-13
Pipe Diameter
Maximum Low Spot Depth
Per Occurrence
Maximum Total Low Spot
Depths For All Occurrences
Between Two Adjacent
Manholes
8" 1/2" 1"
10" 1/2" 1"
12" 3/4" 1-1/2"
15" 3/4" 1-1/2"
18" and Larger 5% of Pipe Diameter 10 % of Pipe Diameter Measured
Measured to the nearest 1/2" to the nearest 1/2"
11.4 Repair or replace any defective, broken, damaged or fractured pipe.
6-1
PART 6 - SANITARY SEWERS AND APPURTENANCES
INDEX
1. GENERAL
2. PIPE MATERIALS
3. PIPE JOINTS
4. MANHOLES
5. SERVICE CONNECTIONS
6. PUMPING STATIONS
7. LATERAL SEWER AND
SERVICE PIPE INSTALLATION
8. FORCE MAIN INSTALLATION
9. RAILROAD AND HIGHWAY
CROSSINGS
10. STREET CROSSINGS
11. TESTS
1. GENERAL
1.1 This part of the specifications includes materials and installation procedures for
sanitary sewers and appurtenances.
1.2 Isolate sanitary sewer from downstream sewers and pumping stations with ball
plug during construction; do not remove ball plug until completion of pavement
construction; dewater manholes as required to maintain maximum 2' of standing
water at ball plug; intent is to keep construction debris and ground water from
washing into downstream system.
2. PIPE MATERIALS
2.1 Vitrified clay pipe (VCP): ASTM C700, extra strength; use only to repair or
replace existing vitrified clay pipe for 12" or smaller diameter sanitary sewer
pipe and sanitary sewer connections.
2.2 Polyvinylchloride truss pipe (pvc truss): ASTM D2680 pvc composite pipe; use
for 15" or smaller diameter sanitary sewer pipe.
2.3 Polyvinyl chloride service pipe (pvc): 4" or 6"; ASTM D3034, SDR 23.5; cell
classification 12454-B. Use for service pipe for sanitary sewer.
2.4 Polyvinylchloride (pvc) corrugated pipe with smooth interior: Contech A2000,
JM Eagle Ultra Corr or equal; ASTM F949; manufactured in accordance with
ASTM D1784; cell classification 12454-B; pipe stiffness of 46 psi; use for 18"
or larger diameter sanitary sewer pipe.
2.5 Ductile iron pipe (DI): ANSI A21.50 manufactured in accordance with
ANSI A21.51; minimum thickness Class 52; cement lined; standard outside
asphalt coating.
Sanitary Sewers and Appurtenances
6-2
2.5.1 Use for force main at subdivider's option and use for underground
gravity sewer at conflicts with water mains.
2.5.2 Fittings: mechanical joint, meeting ANSI/AWWA C153/A21.53
compact design with joint meeting ANSI/AWWA C111/A21.11,
350 psi pressure rating.
2.5.3 Wrap all buried pipe and fittings; minimum 8 mils thickness
polyethylene encasement; AWWA C105.
2.6 Polyvinylchloride pipe (pvc): AWWA C900; outside diameter conforming to
ductile iron pipe; dimensional ratio (DR) equal to 18 for 150 psi working
pressure rating.
2.6.1 Use for buried force main at subdivider's option.
2.7 Steel casing pipe: smooth wall welded steel pipe, ASTM A139; 3/8" wall
thickness, unless directed otherwise by IDOT or railroad; use for railroad and
highway crossings or where directed by City.
2.7.1 Coat outside of pipe with asphalt liquid, Iowa Paint Mfg. Co., or
approved equal.
2.8 Other pipe materials may be acceptable with City approval.
3. PIPE JOINTS
3.1 Vitrified clay pipe (VCP): factory fabricated, 0-ring, flexible compression
joints; ASTM C425 or compression couplings: ASTM C594, Type B.
3.2 Polyvinylchloride truss pipe and corrugated pipe with smooth interior:
elastomeric gasket, ASTM D3212; gasket materials, ASTM F477.
3.3 Polyvinylchloride pipe service pipe (pvc): flexible elastomeric gasket joint;
ASTM F477 and ASTM D3212.
3.4 Polyvinylchloride (pvc) force main: push-on joint, AWWA C900;
compatible with mechanical joint fittings specified hereinbefore.
3.5 Ductile iron pipe: mechanical or push-on joints; ANSI A21.11.
3.6 Steel casing pipe: welded joints: comply with American Welding Society
(AWS) Code of Arc and Gas Welding in Building Construction.
Sanitary Sewers and Appurtenances
6-3
3.6.1 Bevel or space ends of pipe to insure penetration of weld for full
thickness of pipe.
3.7 All sanitary sewer repairs made with water strength couplings, Hymax 2000
coupling, or equal.
3.8 Pipe joint protection and inspection:
3.8.1 Carefully protect joints from injury while handling and storing pipe.
3.8.2 Use no deformed, gouged or otherwise impaired joints.
3.8.3 Clean joint surfaces of dirt and foreign matter before jointing pipe.
3.8.4 Make joints in strict accordance with manufacturer's
recommendations.
4. MANHOLES
4.1 Standard, special, or shallow manholes:
4.1.1 Conform to details shown on Standard Drawings and to SUDAS
Standard Specifications Figures. See DESIGN STANDARDS for types
permitted.
4.1.2 Use shallow manhole only where required clearances above top
of pipe preclude the use of any other manhole types.
4.1.3 Diameter and thickness of base may be increased by City
Engineering Department due to poor foundation conditions.
4.1.4 Reinforced concrete pipe; ASTM C478, minimum wall thickness: 5";
one cage reinforcing: minimum reinforcement: 0.18 sq.in. per linear
foot of pipe wall.
4.1.5 Joints: rubber ring gasket type, flexible joint, 0-ring gasket, or
approved equal; conform to ASTM C443.
4.1.6 Apply 6" wide heavy bitumastic coating on outside of manhole at
joints around entire perimeter.
Sanitary Sewers and Appurtenances
6-4
4.1.7 Pipe openings: flexible watertight connection integral with bottom
barrel section of manhole; lockjoint flexible manhole sleeve, or
approved equal.
4.2 Manhole bottoms:
4.2.1 If precast or poured without manhole section being embedded: place
primed manhole section in bed of mortar or cold-applied rubber
asphalt pipe joint material; quality standard: FS-SS-S-00210; pour
non-shrinking concrete fillet around outside of manhole section.
4.2.2 If poured with manhole section embedded: embed 2" minimum.
4.3 Use non-shrink concrete between pipe and manhole blockout as specified in
STRUCTURAL CONCRETE AND REINFORCING STEEL.
4.4 Drop connections: use for manholes where difference in elevation of
connecting pipe is greater than 2'-0"; conform to details shown on Standard
Drawings.
4.4.1 Use external drop connections on all manholes 48” in diameter as
shown on Standard Drawings.
4.4.2 Internal drop connection may be used for sewers 12” in diameter or
less provided manhole diameter is increased 12” for each internal
drop connections.
4.4.3 External drop connection pipe and fittings and 20’ length of sewer
pipe adjacent to manhole constructed with ductile iron.
4.4.4 Internal drop connection pipe and fitting constructed with ductile iron
or pvc with stainless steel hardware and fasteners.
4.5 Accessories:
4.5.1 Steps: M. A. Industries, Inc., PS1-PF, or approved equal; #4 steel bar
in copolymer polypropylene plastic; provide in all manholes; space
16" oc; top step 10" below top of cone section; place steps on
straight side of manhole; locate 90o from direction of flow.
4.5.2 Frame and cover for standard and special manholes:
Sanitary Sewers and Appurtenances
6-5
4.5.2.1 Type A frame and cover: SUDAS Standard Specifications
Figure SW-601; machined bearing surfaces, gasket seal,
concealed pickhole; use unless specified otherwise.
4.5.2.2 Type B frame and cover: SUDAS Standard Specifications
Figure SW-601; machined bearing surfaces, gasket seal,
concealed pickhole; use where manhole is located in
pavement.
4.5.2.3 Watertight frame and cover: Type C or D; SUDAS Standard
Specifications Figure SW-601; use Type D where manhole
is located in pavement; use where watertight covers are
required.
4.5.3 Frame and cover for shallow manholes: Type C: SUDAS Standard
Specifications Figure SW-602; machined bearing surfaces, gasketed
seal, concealed pickhole.
4.5.4 Drill two 1" dia. holes in manhole frame flange to accommodate
anchor bolts specified hereinafter.
4.5.5 Secure frame and adjusting rings to upper manhole section with two
stainless steel 1/2" dia. anchor bolts, equally spaced on 2'-5" dia.
circle to prevent movement of frame or entry of water; seal frame in
place.
4.5.6 Provide reinforced concrete adjusting rings on manholes outside of
pavement as necessary to place cover at grade or to required
elevation; provide one adjusting ring minimum; maximum height of
manhole adjustment using adjusting rings: 12"; grout in and make
joints with bituminous jointing material to prevent entry of water.
4.5.6.1 Secure adjusting rings to manhole with stainless steel tie
rods.
4.5.6.2 Comply with ASTM C478.
4.5.7 Provide expanded polypropylene adjusting rings on manholes within
pavement as necessary to place cover at grade or to required
elevation; provide one adjusting ring minimum; maximum height of
manhole adjustment using adjusting rings: 12”.
Sanitary Sewers and Appurtenances
6-6
4.5.7.1 Use adhesive meeting ASTM C920, Type S, Grade N5,
Class 25.
4.5.7.2 Comply with ASTM D4819.
4.5.8 Provide external chimney seals on all sanitary manholes outside of
pavement; do not install internal chimney seals if on manholes is under
within pavement; install external chimney seal if manhole is not under
pavement.
4.5.8.1 Seals to extend from the manhole frame flange to 3"
below the adjusting rings.
4.5.8.2 Rubber sleeve with stainless steel top and bottom bands:
minimum rubber thickness 3/16", ASTM C923; allow for
minimum vertical expansion of 2"; locking mechanism of
studs and nuts conforming to ASTM F923 and 594,
Type 304.
4.5.7.3 Provide stainless steel restraining hoop midpoint of sleeve for
internal chimney seals to minimize ballooning of sleeve from
hydrostatic pressure.
5. SERVICE CONNECTIONS
5.1 Conform to details shown on Standard Drawing; use 4" or 6" branch diameter
wyes; if sewer invert is more than 12' below finished grade of street, use tee
and riser; encase tee and riser in Pipe Bedding Material as shown on Standard
Drawing.
5.2 pvc Services:
5.2.1 For 8" main line and 4" or 6" services: use molded wye with all bell
configuration; solvent weld factory-attached couplings.
5.2.2 For larger than 8" main line: use reducing saddles with 4" or 6" stubs
bell end ready for solvent welding to service.
5.3 Place stopper in end of service pipe:
5.3.1 Provide watertight joint on stopper to match that on pipe spigot;
block plug with 2”x4” vertical strut to 2’ above ground.
Sanitary Sewers and Appurtenances
6-7
5.3.2 Mark end location of sewer service connection with steel post painted
red; set top of post 3', minimum, above ground.
5.3.2.1 City will mark location of sewer service with the symbol
"S" stamped in front face of fresh concrete during
pavement construction.
5.4 Backfill trench after recording exact location of service connection.
6. PUMPING STATIONS
6.1 Submit complete design to City for approval; include equipment drawings,
design data and proposed plans.
6.2 Chain link fence: construct 6' high vinyl coated chain link fence including two
10' wide gates, and all posts, braces, clips, and miscellaneous materials for
complete installation; provide and install privacy slats in fabric.
6.2.1 Embed posts in concrete as recommended by manufacturer.
6.2.2 Provide padlock for each gate with two keys, Master Size 1, or
approved equal.
6.3 Non-clog submersible pumps; Flygt, or equal.
6.3.1 Explosion proof motors suitable for NEC Class I, Division I.
6.3.2 Stainless steel guide rails, hardware, cables, chains and fasteners.
6.3.3 Provide thermal and seal failure protection for pump and motor.
6.3.4 Provide safety chain for each pump attached to pump and just
under hatch.
6.4 Trash basket: Fiberglass with vertical rods and drop bottom.
6.5 Piping: painted ductile iron for all interior piping; ductile iron as specified
herein before for all buried piping between structures.
6.6 Shut off valves: rectangular port plug valve.
6.7 Check valve: swing type with external weight and lever and air cushion
cylinder assembly suitable for wastewater.
Sanitary Sewers and Appurtenances
6-8
6.8 Provide on site standby generator, magnetic flow meter and pre-
manufactured control building. Connect all alarms and data outputs to
City’s data acquisition system.
6.9 Provide minimum 2” water service with yard hydrant near pump station
wet well.
7. LATERAL SEWER AND SERVICE PIPE INSTALLATION
7.1 Before laying pipe, verify all measurements at site; make necessary field
measurements to accurately determine sewer make-up lengths or closures.
7.2 Begin at lowest point in line; lay bell or groove ends pointing upstream.
7.3 Lower pipe carefully into trench; lay true to line and grade.
7.4 Provide smooth and uniform invert; bear spigots against bell shoulders.
7.5 Make joints with equipment recommended by pipe manufacturer; do not
use backhoe to push joints together.
7.6 Line and grade:
7.6.1 Lay pipe to design line and grade by use of laser equipment or
other approved method.
7.6.2 Check line and grade of each pipe length.
7.6.3 Keep pipe free of all dirt and foreign material.
7.6.4 Use no defective pipe; carefully check each length of pipe for defects
and hairline cracks at ends prior to lowering into trench; remove and
replace cracked pipe; check each length of pvc pipe for punctures of
outer ring; do not use punctured pipe; scratches and dents acceptable
for use.
7.6.5 Place in trench in sound, undamaged condition; do not damage pipe;
use web slings to install or move pipe; use of end hooks, dropping or
rolling pipe not permitted.
Sanitary Sewers and Appurtenances
6-9
7.6.6 Check alignment and grade of sewer at minimum 50’ intervals
off of construction stakes between manholes.
7.7 Correct misalignment, displacement or otherwise defective sewer.
7.8 Clean and televise sewers and submit copy of video and written report to
City Engineering Department as specified under GENERAL CONDITIONS.
7.9 Conflicts with water main: conform to requirements set forth in WATER
MAINS AND APPURTENANCES.
7.10 Connection to existing manhole:
7.10.1 Insert flexible watertight connector into new opening.
7.10.2 Install and tighten internal expansion sleeve to hold flexible
connector in place.
7.10.3 Insert pipe through flexible connector and tighten external
compression ring.
7.10.4 Do not install grout or concrete collar for cored opening with
flexible connector.
8. FORCE MAIN INSTALLATION
8.1 Lay pipe in the dry; minimum earth cover: 5'.
8.2 Clean pipe interior of foreign materials before lowering into trench; keep
clean at all times by closing open ends of pipe and fittings; use minimum
amount of gasket lubricant; apply to gasket only; do not apply to inside of
bell.
8.3 Before installation, examine pipe carefully; defective, damaged or unsound
pipe will be rejected.
8.4 Place in trench in sound, undamaged condition; do not injure pipe coating or
lining; do not use end hooks to install or move pipe; do not drag or scratch pvc
pipe.
8.5 Cut pipe in neat and workmanlike manner without damage to pipe.
8.5.1 Mechanical pipe cutters subject to approval of Engineering Department.
Sanitary Sewers and Appurtenances
6-10
8.5.2 Cut pvc pipe with fine tooth saw or tubing cutter; square cut; file
jagged edges.
8.5.3 Bevel cut ends of push-on type iron pipe.
8.5.4 Completely coat damaged ends of cut iron pipe with bituminous
sealer; use spray-on type sealer which will adhere to liner at any
temperature; pipe and fittings showing blisters or holes will be
rejected by Engineer on site.
8.5.5 Seal ends of cut truss pipe with solvent cement or lubricant.
8.6 Use suitable fittings where grade or alignment requires offsets of more than 1"
per foot.
8.7 Provide continuous tracer wire along all new pvc force main; tracer wire as
specified in WATER MAINS AND APPURTENANCES ; start wire at meter
manhole and end at discharge manhole; terminate tracer wire in tracer wire
receptacle box with top flush with ground near meter manhole, discharge
manhole and any intermediate structures.
9. RAILROAD AND HIGHWAY CROSSINGS
9.1 Tunnel casing pipe in place; length and method of installation as required by
Railroad or IDOT.
9.2 Encase all sewers and force mains under railroads and highways.
9.3 9.3 Do not stockpile or store excess material or debris in right-of-way.
10. STREET CROSSINGS
10.1 Tunnel sewers under paved streets, driveways and sidewalks unless written
permission to open cut is granted by City; use casing pipe if directed by City.
11. TESTS
11.1 Allowable leakage:
11.1.1 Maximum allowable infiltration or exfiltration for any new sanitary
sewer section between manholes, including all manholes is
200 gallons per inch of diameter per mile of pipe per day; manholes
may be tested separately.
Sanitary Sewers and Appurtenances
6-11
11.2 Leakage test:
11.2.1 Conduct all infiltration and exfiltration tests after backfill for sewer line
and manholes is complete; test sewer lines by low pressure air testing.
11.2.1.1 Isolate and test all sections of pipe between
manholes.
11.2.1.2 Install plugs in accordance with manufacturer's
recommendations; allow no one in manholes during
testing.
11.2.1.3 Wet line by flushing to produce consistent results.
11.2.1.4 Plug and brace all stoppers to resist test pressure.
11.2.1.5 Determine test duration for section under test from
Table No. 1; table ignores pipe length and uses factor
0.472 d, with d being in inches.
Table No. 1
Pipe Diameter
(Inches)
Test Period
Duration
min.
8 4.0
10 5.0
12 6.0
15 7.0
18 8.5
21 10.0
24 11.5
27 13.0
30 14.0
36 17.0
Pressure holding time based on average holding pressure of
3 psi gauge or drop from 3.5 psi to 2.5 psi gauge.
11.2.1.6 Add air to line segment being tested until internal air
pressure of sewer line is raised to approximately 4.0 psi
Sanitary Sewers and Appurtenances
6-12
gauge greater than average back pressure of any
groundwater that may be over top of the pipe; allow at least
2 min. for air pressure to stabilize.
11.2.1.7 When pressure has stabilized and is at or above starting
test pressure of 3.5 psi gauge, commence test; record drop
in pressure for test period; if pressure has dropped more
than 1.0 psi gauge during test period as set forth in Table
No. 1, line is presumed to have failed; test may be
discontinued when prescribed test time has been
completed, even though 1.0 psi gauge drop has not
occurred.
11.2.1.8 In areas of known groundwater above section being
tested, divide total height of water in feet above pipe by
2.31 to establish pounds in pressure (psi gauge) that will
be added to all readings; for example, if height of water
is 7' then added pressure will be 3.0 psi gauge; this
increases 3.5 psi gauge to 6.5 psi gauge and 2.5 psi
gauge to 5.5 psi gauge; allowable drop of 1.0 psi and
timing remain same.
11.2.2 City may require water testing of sewers if results of air testing are
unsatisfactory or indefinite.
11.2.2.1 Test sewers at infiltration test manholes designated by City
Engineering Department.
11.2.2.2 Line infiltration test using weir: cover crown of pipe with
minimum 2' of water at highest point in section being
tested; maintain test head for not less than 24 hrs. before
weir measurement is made; measure infiltration with
V-notch weir located in downstream manhole; cap or plug
all service connections and stubs to prevent entrance of
groundwater into line at connections.
11.2.2.3 Line exfiltration test: close inlet of upstream and
downstream manholes with watertight bulkheads; fill sewer
and upstream manhole with water until elevation of water
in upstream manhole is 2' higher than top of pipe in line
being tested, or 2' above existing groundwater in trench,
whichever is higher elevation; measure exfiltration by
determining amount of water required to maintain initial
Sanitary Sewers and Appurtenances
6-13
water elevation for 1 hour from start of test; if average head
above section being tested exceeds 2', allowable leakage
can be increased by 5% for each additional foot of head;
test is preferable for dry areas where groundwater head over
pipe does not exist at time of test.
11.3 Manhole tests: test using water exfiltration test or vacuum test.
11.3.1 Manhole exfiltration test:
11.3.1.1 Plug inlet and outlet of manhole and fill manhole to top of
casting; allow water to stand 1 hour and refill to original
elevation; after specific time, usually 15 min. to 1 hour,
record difference in elevation and convert into gallons per
hour lost through manhole leakage.
11.3.1.2 To obtain actual line exfiltration subtract manhole loss
from loss determined during line exfiltration test.
11.3.2 Manhole vacuum test:
11.3.2.1 Test all manholes in accordance with ASTM - C1244.
11.3.2.2 Plug all lift holes with non-shrink grout.
11.3.2.3 Temporarily plug all pipes entering manhole.
11.3.2.4 Place test head at top of manhole in accordance with the
recommendations of the testing equipment manufacturer.
11.3.2.5 A vacuum of 10” of mercury shall be drawn from manhole;
turn off testing equipment and close testing equipment
valves; measure and record time for vacuum to top to 9”
mercury.
11.3.2.6 A passing test is indicate when duration recorded for
vacuum to drop from 10” of mercury to 9” mercury is equal
to or longer than that shown in the following table for 48”
and 60” dia. manholes.
Sanitary Sewers and Appurtenances
6-14
48” Dia. 60” Dia.
Manhole Minimum Minimum
Depth Duration Duration
(ft.) (sec.) (sec.)
8 20 26
10 25 33
12 30 39
14 35 46
16 40 52
18 45 59
20 50 65
22 55 72
24 59 78
26 64 85
28 69 91
30 74 98
11.3.2.7 Complete necessary repairs to manholes that fail test; repeat
test until manhole passes test.
11.4 Deflection test - sewer:
11.4.1 If pvc truss or profile wall pipe is used, provide deflection test
30 days after backfill of trench is completed; maximum allowable
deflection: 5% of average inside diameter.
11.4.2 Run rigid ball or mandrel without mechanical pulling device through
sewer; diameter of ball or mandrel equal to 95% of average inside
pipe diameter.
Sanitary Sewers and Appurtenances
6-15
11.5 Alignment test: Check sewers for alignment by using laser beam or lamping;
full barrel must be visible through section of pipe lamped.
11.6 Force mains:
11.6.1 Evaluated at a test pressure of 150 lbs. per square inch for 2 hours,
leakage shall not exceed 10 gallons per inch diameter per mile per
day (24 hours); should a test of any section of pipe line disclose
leakage per mile greater than specified, Contractor shall locate leaking
joints and repair leaks until minimum leakage requirement has been
satisfied in a 24 hour test.
11.6.2 In cases where pipe line cannot be pressure tested at 150 psi,
maximum leakage must be decreased proportionally to the decrease in
test pressure.
11.6.3 All pressure testing shall be performed to satisfaction of City
Engineering Department.
11.7 Clean and televise all sanitary sewers not including services.
11.7.1 Camera:
11.7.1.1 High-resolution color with adjustable iris focus.
11.7.1.2 Pan and tilt capabilities.
11.7.1.3 Integral lighting suitable to provide proper illumination
and a clear video image of the entire periphery of the
pipe.
11.7.1.4 Capable of operating in 100% humidity conditions.
11.7.1.5 Produce a high quality video image.
11.7.1.6 Provide with depth gauge to measure dips and sags in
pipe.
11.7.2 Provide closed-circuit video inspection equipment capable of
displaying on-screen footage of distance measured to within 1% of
actual distance.
Sanitary Sewers and Appurtenances
6-16
11.7.3 Record the inspection in color in the recording media specified by
the City Engineering Department. Forward the recording and
inspection report to the City Engineering Department.
11.7.4 Clean all sanitary sewers prior to testing by flushing with high
pressure water containing colored dye and removing debris by
vacuum extraction, and by removing sheeting, bracing, shoring,
forms, soil sediment, concrete, or other debris.
11.7.5 Do not discharge soil sediment or debris to drainage channels,
existing storm sewers, or existing sanitary sewers.
11.7.6 Prior to video inspection, run sufficient water through the pipe to
saturate potential low spots so they may be detected during
inspection.
11.7.7 Inspect each pipe segment between manholes or access points in a
single, continuous run. Progress through the entire project in a
uniform direction.
11.7.8 Inspect all lateral connections and other observations at right angles
utilizing the pan and tilt capabilities of the camera.
11.7.9 Center the video camera in the pipe during the
inspection.
11.7.10 Do not exceed 30 feet of inspection per minute.
11.7.11 Provide a copy of the video inspection including on-screen
continuous footage, pipe diameter, direction of viewing, and
manhole and street location references in the recording. Affix labels
to the recording media to include the name of the project, the date,
and the location of the inspection.
11.7.12 Provide a written report of the inspection. In the report, include
true-to-scale drawings of all sewer defects and observation locations.
Reference the time stamp on each line item entry on the written
report.
11.8 Low spots holding water exceeding the following depths for each pipe size will
be considered unacceptable and must be removed and reinstalled to proper
grade.
Sanitary Sewers and Appurtenances
6-17
Pipe Diameter
Maximum Low Spot Depth Per
Occurrence
Maximum Total Low Spot
Depths For All Occurrences
Between Two Adjacent
Manholes
8" 1/2" 1"
10" 1/2" 1"
12" 3/4" 1-1/2"
15" 3/4" 1-1/2"
18" and Larger 5% of Pipe Diameter 10 % of Pipe Diameter Measured
Measured to the nearest 1/2" to the nearest 1/2"
11.9 Repair or replace any defective, broken, damaged or fractured pipe.
7-1
PART 7 - WATER MAINS AND APPURTENANCES
INDEX
1. GENERAL 11. CONCRETE AND REINFORCING STEEL 2. PIPE 12. PIPE INSTALLATION
3. FITTINGS 13. VALVE INSTALLATION
4. VALVES 14. HYDRANT INSTALLATION
5. SERVICE CONNECTIONS 15. RAILROAD AND HIGHWAY CROSSINGS
6. VALVE AND METER MANHOLES 16. STREET CROSSINGS
7. VALVE BOXES 17. CREEK CROSSINGS
8. BLOWOFFS 18. TESTS
9. HYDRANTS 19. DISINFECTION 10. THRUST BLOCKS
1. GENERAL
1.1 This part of the specifications includes materials and installation procedures for
water mains and appurtenances.
2. PIPE
2.1 Ductile iron pipe (DI): ANSI A21.50, manufactured in accordance with ANSI
A21.51; minimum thickness Class 52; mechanical or push-on joint, ANSI
A21.11; use restrained or locked joints on fittings and pipe adjacent to
downward, vertical bends and for pipe augered or bored in place.
2.1.1 Standard thickness cement lining, ANSI A21.4 (AWWA C104), with
bituminous seal coat sprayed on lining surface which will adhere to
lining at all temperatures; provide coating free of blisters or visible
holes.
2.1.2 Coat outside of pipe with bituminous compound, ANSI A21.51
(AWWA C151).
2.1.3 Wrap all buried pipe and fittings, minimum 8 mils thickness
polyethylene encasement; AWWA C105.
2.1.4 Do not telescope small pipe inside larger pipe for shipment or
storage.
2.1.5 Pipe with damaged cement lining will be rejected; field
patching not permitted except on cut pipe.
2.1.6 Use for water main at subdivider's option.
Water Mains and Appurtenances
7-2
2.1.7 Use in soils contaminated with gasoline or volatile organic compounds.
Install with viton gaskets.
2.2 Polyvinylchloride pipe (pvc): AWWA C900, DR18, Class 150; push-on,
rubber gasketed joint; ductile iron pipe size.
2.2.1 Use restrained joints with coupling, gaskets and splines for augered and
bored pipe. Certainteed Certa-Lok, or equal.
2.2.2 Use for water main at subdivider's option.
2.2.3 Do not use in soils contaminated with gasoline or volatile organic
compounds.
2.3 Steel casing pipe: smooth wall welded steel pipe, ASTM A139; 3/8" wall
thickness, unless directed otherwise by IDOT or railroad; use for railroad and
highway crossings or where directed by City.
2.3.1 Welded joints: comply with American Welding Society Code of Arc
and Gas Welding in Building Construction.
2.3.2 Bevel or space ends of pipe to insure penetration of weld for full
thickness of pipe wall.
2.3.3 Coat outside of pipe with asphalt liquid, Iowa Paint Mfg. Co., or
approved equal.
3. FITTINGS
3.1 Mechanical joint, ANSI/AWWA C153/A21.53 compact design with joint
meeting ANSI/AWWA C111/A21.11; 350 psi pressure rating; provide
restrained or locked joints on all fittings; Megalug, or approved equal.
3.2 At all 90º bend locations use 2 compact design 45º bends or use standard 90º
bend meeting AWWA C110.
3.3 Anchoring tee: Clow Corporation, or approved equal.
3.4 Anchoring elbow: Clow Corporation, or approved equal.
3.5 Anchoring pipe: Clow Corporation, or approved equal.
3.6 Anchoring coupling: Clow Corporation, or approved equal.
Water Mains and Appurtenances
7-3
3.7 Retainer gland: Clow Corporation F-1058, or approved equal.
3.8 Cap: Clow Corporation, or approved equal.
3.9 Plug: Clow Corporation, or approved equal.
3.10 Anchoring rods and eye bolts: 3/4" stainless steel.
3.11 Sleeves: Dresser Style 38, or approved equal.
3.12 All T-bolts and hex-head nuts for mechanical joints shall be Cor-Blue steel or
approved equal.
3.13 All exposed hex bolts and nuts on gate valves: stainless steel.
3.14 All exposed hex bolts, set screws and nuts on hydrants: stainless steel.
4. VALVES
4.1 Type permitting repacking under pressure when wide open.
4.2 Provide special tools required for disassembling and repacking valves.
4.3 Gate valves: resilient wedge, bronze trim; mechanical joint ends; conform to
AWWA C509; non-rising stem with 2" square operating nut; open
counterclockwise; resilient-seated; use for main line water valves, hydrant
auxiliary valves, tapping valves and for services larger than 2"; Clow
Corporation F-6100 RW, Mueller A-2370-20, or approved equal.
4.4 Tapping sleeves and valves: Clow Corporation F-5205, Mueller H-304,
Smith-Blair 665 stainless steel sleeves, or approved equal; use in conjunction
with resilient wedge valves specified hereinbefore except use a
flanged/mechanical joint valve; Clow Corporation F-6106 RW, Mueller
A-2370-16, or approved equal.
4.5 If top of nut riser is more than 6' below finished surface elevation, provide
extension stem on valve nut to bring operating nut to within 4' of finished surface
elevation.
5. SERVICE CONNECTIONS
5.1 Services 2" and smaller:
Water Mains and Appurtenances
7-4
5.1.1 Service pipe: Type K seamless, soft annealed copper water tube,
ASTM B88.
5.1.2 Corporation stops: Mueller, AY McDonald and Ford ball valve style,
or approved equal.
5.1.3 Taps and tapping saddles: ductile iron body, single stainless steel
strap, corrosion resistant nylon coating, design for use on pvc pipe,
Rockwell Type 317, or approved equal.
5.1.3.1 Use tapping saddles for all corporation stops.
5.1.3.2 Use shell type cutting tool made especially for direct
tapping heavy wall pvc.
5.1.4 Curb stops: AY McDonald 76100, or equal.
5.1.5 Curb stop box: AY McDonald 5601, or equal; provide lid and stainless
steel stationary rod.
5.1.5.1 Set lid at finish grade elevation as shown on Standard
Drawing; terminate rod 1'-6" below finish grade; lid must
be operable at time of final inspection.
5.1.5.2 Provide cast iron curb box receptacle where curb stop
located in pavement; A.Y. McDonald Mfg. No. 5639 or
equal.
5.1.6 Meter setting: arrange piping to allow installation of meter in horizontal
run of pipe, above floor and as close to point at which service enters
building as possible; provide 1' minimum clearance over meter; install 1"
full port ball valve on both sides of meter; allow space for meter and
connecting nipples.
5.1.6.1 Ball valve: AY McDonald 72032-T, or equal.
5.2 Services larger than 2":
5.2.1 Service pipe: use iron crosslinked polyethylene (PEXa) pipe or approved
equal as specified for water main.
5.2.1.1 Pipe shall be approved by manufacturer for use with AWWA
C800 fittings, using stainless steel inserts.
Water Mains and Appurtenances
7-5
5.2.1.2 Pipe shall be certified to AWWA C 904 “Cross-linked
Polyethylene (PEX) Pressure Pipe, 1/2 in. (12 mm) Through 3
in. (76 mm), for Water Service” by approved testing agency.
In addition, pipe shall be certified to standards ASTM F876,
CSA B137.5, NSF 14, NSF 61 and PPI TR-4, by approved
testing agencies, with a standard materials designation code
of 3006, as certified by the PPI.
5.2.1.3 Pipe shall be rated for 200 psi @ 73.4°F (1379 KPa @ 23°C)
based on a 0.63 design factor.
5.2.1.4 Pipe shall have a co-extruded UV Shield made from UV-
resistant high-density polyethylene, color Blue.
5.2.1.5 Pipe shall have minimum recommended UV exposure time
of one (1) year when tested in accordance with ASTM F2657,
or as per manufacturer’s recommendations.
5.2.1.6 Pipe shall be compatible with cold-expansion compression-
sleeve fittings certified to ASTM F2080 for installations as
cold as -40°F (-40°C).
5.2.1.7 Manufacturer shall warrant the pipe to be free from defects in
material and workmanship for a period of twenty-five (25)
years.
5.2.1.8 Pipe can be installed on native soil.
5.2.2 Connection to main: provide suitable tee if main and service are
installed at same time; provide tapping valve and sleeve specified
for water main for service connected to existing main; spacing of
service connections: not less than 2' apart.
5.2.3 Curb stop: use resilient wedge gate valve specified for water main;
omit curb stop if tapping valve installed at main.
5.2.4 Curb stop box: use valve box as specified for water main except
use lock cover.
5.2.5 Meter setting: as specified for services 2" and smaller, except use
gate valves with end connections matching those on meter.
Water Mains and Appurtenances
7-6
5.3 City will furnish and install water meter, remote reading device; upon request
and payment of fee; all other materials and work for water services by
subdivider.
5.3.1 Provide conduit and wiring from water meter to outside of
commercial buildings for device installation; wiring as per City
Standards.
5.4 Notify City 48 hours prior to tapping main, any proposed water shutdown
and at completion of installation of service; backfill after City has inspected
installation. Only City allowed to operate valves.
5.5 Mark end location of service connection with steel post painted blue; extend
top of post 3', minimum, above ground.
5.5.1 City will mark location of water service with the symbol "W"
stamped in front face of fresh concrete during pavement
construction.
6. VALVE MANHOLES AND METER PITS
6.1 Use 60" dia. valve manholes or approved equal for water service greater than 1”:
install as shown on Standard Drawing; valve manholes not required except when
directed by Water Utility.
6.1.1 Use precast manhole for pit mounted installations; set manhole
frame and cover directly above water service; install with sump
pump and grate over sump; discharge to sump line or storm sewer.
6.1.2 Reinforced concrete manhole: ASTM C478, minimum wall thickness: 6”.
6.1.3 Joints: cold-applied rubber asphalt pipe joint material; quality
standard: FS-SS-S-00210.
6.1.4 Frame and cover: Type C: SUDAS Standard Specifications Figure SW-
602; machined bearing surfaces, concealed pickhole; set frame and
cover directly over operating nut of valve.
6.1.5 Place manhole cover at finished grade; do not use adjusting rings.
6.2 Use meter pits as shown on Standard Drawings.
6.2.1 Meter pits are required under the following circumstances:
Water Mains and Appurtenances
7-7
6.2.1.1 A satisfactory location to City is not available inside a
building.
6.2.1.2 A building is more than 100 feet from property line, in
such case shall be reviewed by City.
6.2.1.3 The water service is installed within an easement and
crosses property lines.
6.2.2 Meter pits shall be located on private property as near as practical to
the property line.
6.2.3 When a meter is removed from meter pit and the pit is not to be
reused, it is the responsibility of the property owner to see that the rim
and lid are removed, the valves are removed from service, and the pit
is filled to grade with material approved by City. Before pit is filled,
property owner shall notify City to verify removals from service line.
The service shall be capped at the main following verification.
7. VALVE BOXES
7.1 Tyler 6850 or 6855, valve box with standard drop cover and extension piece, or
approved equal; select top and bottom sections to suit depth of cover; use at
hydrants and all valves unless directed otherwise by City; slide type when used in
concrete street pavement areas; all other areas screw type; provide Valve Box
Adapter II or approved equal rubberized centering ring seal between valve box
and valve.
8. BLOWOFFS
8.1 Install hydrant and auxiliary valve at all deadends.
9. HYDRANTS
9.1 Waterous Pacer WB-67 safety flange type hydrant or approved equal, with
hydrant auxiliary valve and valve box; conform to AWWA C502.
9.1.1 Provide two 2-1/2" hose nozzles and one 4-1/2" pumper nozzle with
National Standard threads; 0-ring packing; depth of bury to suit depth
of cover specified for various diameters of water mains.
Water Mains and Appurtenances
7-8
9.1.1.1 Provide 6" mechanical joint inlet and 5-1/4" main valve,
unless otherwise directed by City.
9.1.1.2 Provide hydrant extensions as required to set hydrant grade
mark at proper elevation per manufacturers
recommendation.
9.1.1.3 Operating nut: National Standard; open counterclockwise;
furnish with chains on caps.
9.1.1.4 Pumper nozzle equipped with factory installed 5” Storz
quick connect coupling and cap.
9.1.2 Auxiliary valve and box: as specified hereinbefore.
9.2 Use mechanical joint anchoring tee with plain end branch; Clow Corporation,
or approved equal; provide integral gland and split Roto-Ring; use Clow
Corporation anchoring pipe, or approved equal; connect mechanical joint end
to anchoring tee; connect anchoring end to valve with integral gland and split
Roto-Ring.
9.2.1 Mechanical joint tee and anchoring coupling may be used in lieu of
anchoring tee.
9.2.2 Mechanical joint tee, anchoring elbow and anchoring coupling may be
used where required.
9.3 Hydrant color: paint hydrant Safety Yellow to safety flange and black
below flange; Tnemec alkyd system for exterior exposure, or approved
equal; surface preparation SSPC-SP6 commercial blast.
9.4 Check all hydrant threads with City of Waukee fire department hose fittings
after completion of installation of hydrants.
10. THRUST BLOCKS
10.1 Provide poured in place concrete thrust blocks where piping changes
direction or deadends.
10.2 Carry thrust block to undisturbed edge of trench for bearing.
10.3 Minimum thickness of thrust blocks: 18".
Water Mains and Appurtenances
7-9
10.4 Bearing area of thrust blocks, SF:
Pipe Size
(inches)
90° Bend
45° Bend
Tee or
Deadend
4 4 2 3
6 6 3 4
8 11 6 8
10 17 9 12
12 24 13 17
14 33 18 23
16 43 23 31
10.5 Refer to Standard Drawing for general arrangement of thrust blocks; place
plywood between fittings and thrust block; do not plug end of fitting with
concrete.
11. CONCRETE AND REINFORCING STEEL
11.1 Concrete materials and reinforcing steel for structures and thrust blocks are
specified under STRUCTURAL CONCRETE AND REINFORCING STEEL.
12. PIPE INSTALLATION
12.1 Lay pipe in dry; 5’-6” minimum earth cover except where directed otherwise
by City Engineering Department; locate water main back of curb line of
existing or proposed pavement as shown on Standard Drawing.
12.1.1 Make pipe joints in accordance with AWWA C600 and C605 and
as recommended by manufacturer; use minimum amount of gasket
lubricant; apply to gasket only; do not apply to inside of bell.
12.1.2 Bottom of trench as specified under PIPE EXCAVATION AND
BACKFILL.
12.2 Notify City 48 hours prior to tapping main or any proposed water shutdown.
Only City allowed to operate valves.
12.3 Clean pipe interior of foreign material before lowering into trench; keep clean
at all times; when pipe laying is not in progress, including lunch breaks, nights,
weekends and other non-working periods, securely close open ends of pipe
and fittings with watertight plug.
Water Mains and Appurtenances
7-10
12.4 Place in trench in sound, undamaged condition; do not damage pipe coating
or lining; use web slings to install or move pipe; use of end hooks, dropping
and rolling pipe not permitted.
12.5 Cut iron pipe in neat and workmanlike manner without damage to pipe; bevel
cut ends of push-on type pipe; completely coat damaged ends of cut pipe with
bituminous sealer; use spray-on type sealer which will adhere to lining at any
temperature; do not install pipe and fittings showing blisters or holes.
12.6 Cut pvc pipe with fine tooth saw or tubing cutter; square cut; file jagged edges
smooth.
12.7 Before installation, tap iron pipe lightly with light hammer to detect cracks;
visually inspect pipe lining for defects; do not install defective, damaged or
unsound pipe.
12.8 Deflect pipe joints not to exceed 3° as required in accordance with
recommendations of pipe manufacturer; use suitable fittings where grade or
alignment requires offsets of more than 5/8" per foot.
12.9 Minimum horizontal separation from sanitary sewers, storm sewers or sewer
manholes: 10' from edge of sewer or manhole to edge of water main.
12.9.1 If conditions prevent 10' separation, minimum may be reduced to 3'
by placing bottom of water main at least 18" above top of sewer in
separate trench or in same trench on bench of undisturbed earth.
12.9.2 If impossible to obtain 18" clearance, replace 20’ length of sewer
with water main pipe centered on water main crossing as specified
below; pressure test pipe as specified herein; provide minimum
linear separation of 2'.
12.10 Minimum vertical clearance for water main crossing sewer service, sanitary
sewer, storm sewer or drainage tile: 18" vertical clearance from bottom of
water main to top of sewer.
12.10.1 Where sewer crosses over or less than 18” below water main; replace
sanitary sewer service or sanitary sewer with 20' length of water main
pipe centered on water main; replace storm sewer with reinforced
concrete pipe with flexible joint rubber gasket within 10’ each way of
water main crossings; maintain minimum vertical clearance of 6" from
bottom of water main to top of sewer or minimum vertical clearance
of 18” from top of water main to bottom of sewer.
Water Mains and Appurtenances
7-11
12.10.2 Adequately support sewer line to prevent settling or breaking of water
main or sewer.
12.10.3 Backfill trench with low permeability soil for 20' length centered
on crossing.
12.10.4 Pressure test sewer pipe replaced with water main material as
specified herein.
12.11 Minimum horizontal separation from sewer force mains: 10' from edge of
sewer force main to edge of water main.
12.11.1 If conditions prevent 10' separation, construct force main of water
main materials meeting a minimum pressure rating of 150 psi; provide
minimum separation of 4'.
12.12 Plug or cap and block all pipe ends or fittings left for future connections.
Use alternate method thrust block; SUDAS Standard Specifications
Figure WM-101.
12.13 Use tracer wire for all pvc water mains.
12.13.1 Provide AWG #12, solid, blue, single, insulated, direct-burial
copper wire along all pvc water mains; tuck tracer wire under water
main at approximate 45° angle below horizontal spring line of
water main to protect tracer wire. Use wire with steel core with
directional bored pipe.
12.13.2 Insulation: Linear low density polyethylene (LLDPE) suitable for
direct burial. Minimum thickness 0.045 inches.
12.13.3 Splice new tracer wire to existing tracer wire at existing main; if no
tracer wire exists drive ground rod, Blackburn Catalog #3755, or
approved equal and connect tracer wire to ground rod with a
corrosion-resistant copper clamp; Blackburn Catalog #G3, or
approved equal.
12.13.4 Where splicing is necessary, either at end of existing tracer wire or
along new tracer wire, use splice kit, Scotchcast, 3M Company, or
approved equal.
Water Mains and Appurtenances
7-12
12.13.5 Extend tracer wire along new main; terminate wire in tracer wire
receptacle box mounted on to each fire hydrant; secure to hydrant
break flange; receptacle box: AA Manufacturing Tracer Wire
Receptacle Model TW-18-2.
12.14 Water services not to be installed in granular bedding material at crossings of
sewer pipes and structures.
13. VALVE INSTALLATION
13.1 When water main is installed in proposed or existing street right-of-way,
install valves at street intersections as shown on Standard Drawing; isolate
pipe serving each block.
13.2 Install with stems vertical and centered in manhole or box, as shown on
Standard Drawing.
13.3 Check all valve bolts when installed; tighten as necessary after valves are in
operation and up to operating pressure.
13.4 Support valves in manholes or boxes as required.
13.5 Carefully tamp earth around each valve box or manhole to distance of 4' on all
sides of box or manhole or to undisturbed trench face, if less than 4'; install as
shown on Standard Drawing.
14. HYDRANT INSTALLATION
14.1 Install plumb; set at elevation so that cover will not be less than for adjacent
main; set grade mark on hydrant barrel at finished ground level; install as
shown on Standard Drawing.
14.2 Set on concrete foundation; backfill with 3/4" washed gravel as shown on
Standard Drawing.
14.3 Carefully tamp backfill around hydrant to a distance of 4' on all sides of
hydrant or to undisturbed trench face, if less than 4'.
14.4 Tighten all stuffing boxes as hydrant is installed; operate hydrant in open and
closed position to assure all parts are in working condition.
14.5 Block hydrant in place with poured in place concrete thrust block.
Water Mains and Appurtenances
7-13
15. RAILROAD AND HIGHWAY CROSSINGS
15.1 Tunnel casing pipe in place; length of casing pipe and method of installation
as required by IDOT or railroad.
15.2 Install ductile iron water main in casing pipe as soon as casing pipe is
installed.
15.3 Do not stockpile or store excess material or debris in right-of-way.
15.4 Tunnelling as specified in PIPE EXCAVATION AND BACKFILL.
16. STREET CROSSINGS
16.1 Auger or directional bore water main or service pipe under shared use paths,
driveways, concrete pavement and curb and gutter except when stipulated
otherwise in writing by City; no casing pipe required.
16.2 Meet requirements as specified in PIPE EXCAVATION AND BACKFILL.
17. CREEK CROSSINGS
17.1 A minimum cover of five feet shall be provided over pipe.
17.2 See Standard Drawing for creek crossing for water main.
18. TESTS
18.1 Water test all piping after installation in accordance with AWWA C600 and
C605.
18.2 Hydrostatic and leakage testing:
18.2.1 Flush out main before test to remove air; insert taps to release
trapped air.
18.2.2 Test at 1.5 times working pressure or 150 psi, whichever is greater, at
point of test for 2 hours; allowable pressure drop during test period:
5 psi.
18.2.3 Measure water loss by pumping from drum or by similar means.
18.2.4 Maximum allowable leakage (L) in gallons per hour:
Water Mains and Appurtenances
7-14
L = (S)(D)(P)1/2
148,000
S = length in feet of section under test.
D = pipe diameter in inches.
P = average test pressure, psig.
18.2.5 Provide all test pumps, test plugs, pipe and gauges; make all required
piping connections.
18.2.6 Examine trench for leakage during test; replace all defective pipe and
fittings that do not pass leakage test; repeat test until requirements
have been met.
19. DISINFECTION
19.1 Disinfect and sample prior to placing main in service; AWWA C651.
19.2 Disinfect by injecting a solution of calcium hypochlorite and water at slow rate
to provide minimum residual chlorine content of 25 mg/l not more than 10'
downstream of new water main; allow system to stand full of solution for
24 hours.
19.3 Minimum free chlorine residual at pipe extremities: 10 mg/l at end of test
period; if requirement is not met, repeat disinfection procedure.
19.4 Operate all valves and hydrants in new main to assure full disinfection; repeat
test procedure if necessary.
19.5 Thoroughly flush main after test until extremities indicate same chlorine
residual as supply water.
19.6 Dispose of chlorinated water to prevent damage to the environment;
AWWA C655. Chemically dechlorinate water or store water until chlorine
residual is non-detectable (<0.10 mg/l) before releasing into the ground or
storm sewers. Disposal not allowed into sanitary sewers.
19.6.1 Collect a minimum of 3 grab samples evenly spaced over course of
Discharge.
19.6.2 Test each sample within 15 minutes of the sample being collected for
chlorine residual.
Water Mains and Appurtenances
7-15
19.6.3 Stop discharge if chlorine is detected in any test until subsequent test
shows chlorine is non-detectable.
19.7 After final flushing, and before the water main is placed in service, two samples
shall be collected from the end of the main and tested for bacteriologic quality
and shall show the absence of coliform organisms. One set of samples shall be
collected every 1,200 linear feet of pipe, plus one set from the end of the line
and at least one from each branch greater than one pipe length. There are two
options for bacteriological testing:
19.7.1 Option A: take an initial set of samples and then resample again after a
minimum of 16 hr using the sampling site procedure. Both sets of
samples must pass for the main to be approved for release.
19.7.2 Option B: let water main sit for a minimum of 16 hr without any water
use. Then collect, without flushing the main, two sets of samples a
minimum of 15 min apart while the sampling taps are left running. Both
sets of samples must pass for the main to be approved for release.
19.7.3 Samples shall be collected in sterile bottles treated with sodium
thiosulfate. No hose or fire hydrant shall be used in the collection of
samples unless approved by City.
19.7.4 If the disinfection fails to produce satisfactory samples, disinfection shall
be repeated until satisfactory samples have been obtained.
19.7.5 After the second set of failed samples, additional water used shall be
charged to the Contractor at the retail rate for water usage.
8-1
PART 8 – STRUCTURAL CONCRETE AND REINFORCING STEEL
INDEX
1. GENERAL 5. MIXING, PLACING,
2. CONCRETE MATERIALS AND CURING
3. CONCRETE QUALITY 6. FINISHING
4. FORMS 7. REINFORCING STEEL
8. WIRE FABRIC
1. GENERAL
1.1 This part of the specifications includes all concrete and reinforcing steel
placed on project site except portland cement concrete paving for streets,
driveways and sidewalks.
2. CONCRETE MATERIALS
2.1 Portland cement: ASTM C150, Type I or Type III.
2.2 Aggregates: strong, durable, uniformly graded mineral grains conforming
with ASTM C33.
2.2.1 Fine aggregate: Gradation within requirements of ASTM C33,
Par. 3; natural or manufactured sand; clean, hard, strong,
durable, uncoated grains; maximum coal and lignite: 1.0%.
2.2.2 Coarse aggregate: Gradation within requirements of ASTM C33,
Table II #57, 1” to No. 4.
2.2.2.1 Crushed limestone: meet IDOT specifications 4115.03
for abrasion and 4115.04 for Class 2 or 3 durability; not
more than 1.0% of clay lumps and friable particles, 2.0%
of soft particles and 0.25% of coal and lignite allowed;
prove acceptability by submission of certified laboratory
test report.
2.3 Storage:
2.3.1 Cement: keep clean, dry and free from weather damage.
2.3.2 Aggregates: stockpile each gradation separately on clean, non-
contaminating surfaces.
2.4 Water: clean and free from injurious materials; ASTM C94.
2.5 Admixtures: applicable sections of ASTM C94, C260, C494 and C168.
Structural Concrete and Reinforcing Steel
8-2
2.5.1 Fly ash: Class C.
2.5.2 Use of calcium chloride not permitted.
2.6 Non-shrink: Embeco by Master Builders Company, Alcoa, or approved equal.
2.7 Waterstops:
2.7.1 Polyvinylchloride with following characteristics when tested in
accordance with ASTM test method listed.
Specific Gravity 1.32 plus or minus 0.05 ASTM D792
Hardness 76 plus or minus 3 ASTM D2240
Tensile Strength 2250 psi (minimum) ASTM D638
Elongation 350% (minimum) ASTM D638
Cold Brittleness -35oF. or lower ASTM D476
2.7.2 Design: 6”, ribbed with corrugations and center bulb, except where
shown otherwise; Greenstreak Type 705, or equal.
2.7.3 Expansive waterstop may be used for vertical construction joints and
where approved by City Engineering Department; Volclay
Waterstop-RX, Greenstreak Hydrotitle, or equal.
2.8 Bonding Agent:
2.8.1 Epoxy bonding agent shall be a two-component, solvent-free, moisture
insensitive, epoxy resin material confirming to ASTM C884 (1999),
Type V. The bonding agent shall be Sikadur 32 Hi-Mod by Sika
Corporation of Lyndhurst, NJ; Concresive Liquid (LPL) by Master
Builders of Cleveland, OH or equal.
3. CONCRETE QUALITY
Class A Class B
3.1 Minimum compressive strength:
psi at 28 days 4,000 2,500
3.2 Maximum water-cement ratio:
pound per pound, including water
in aggregates 0.45 0.45
3.3 Minimum cement content: pound
per cubic yard 560 420
Structural Concrete and Reinforcing Steel
8-3
3.4 Slump: maximum 4" with no addition of water reducing admixture; with
water reducer; slump per manufacturer's recommendations; ASTM C143.
3.5 Air content: 6.5% with a maximum variation of –1.0% and +1.5% by
volume air entrained for the air content of fresh, unvibrated structural
concrete; ASTM C231.
3.6 Admixtures: manufacturer's recommendations.
3.7 Fly ash: Class C; maximum 15% replacement, pound for pound for specified
cement content, between and including April and October.
3.8 Concrete mix design: meet approval of City Engineering Department prior to
placement.
3.9 Use Class A concrete unless shown or specified otherwise; use Class A
concrete for fill, thrust blocks and to anchor sign posts.
4. FORMS
4.1 Form all concrete, unless permitted otherwise by City.
4.2 Use metal or plywood-lined forms for exposed surfaces; erect true to line and
grade; brace and tie securely.
4.3 Coat forms with non-staining mineral oil before placing reinforcing.
4.4 Strip forms only after concrete has cured for the following periods:
Footings 24 hours.
Walls 48 hours.
Self-supported beams and slabs 2 weeks.
5. MIXING, PLACING, PROTECTING AND CURING
5.1 Provide accurate control for measuring materials
5.2 Mix until mass is homogeneous and uniform in color.
5.3 Ready-mixed concrete: conform with specifications and with ASTM C94.
Structural Concrete and Reinforcing Steel
8-4
5.4 Clean and dampen forms, reinforcing steel and embedded items: transfer
concrete promptly from mixer to forms; thoroughly compact by tamping or
vibrating.
5.5 Prevent segregation during placing; do not drop concrete more than 5'.
5.6 Place concrete continuously in each section until complete; permit not more
than 30 min. between depositing adjacent layers of concrete within each
section.
5.7 Thoroughly compact, puddle and vibrate concrete into corners and around
reinforcing and embedded items.
5.8 Place sections of concrete in sequence which eliminates effect of shrinkage to
greatest extent practicable.
5.9 Do not finish concrete with bleed water present on surfaces; do not over-finish.
5.10 Surfaces: float to uniform finish with cork float; use edger on exposed edges.
5.11 Immediately after finishing or stripping forms, apply continuous cover of
polyethylene film; thickness: 0.004"; minimum lap: 6".
5.11.1 Keep film in place for 7 days.
5.12 Maintain concrete temperature between 60°F. and 90°F. when placing
and not less than 50°F. for 72 hours after placing.
5.13 Do not place concrete when storm or inclement weather is approaching or
when air temperature is 38°F. or less and falling, or when darkness prevents
good workmanship.
6. FINISHING
6.1 Patching:
6.1.1 Chip out honeycomb to sound concrete.
6.1.2 Fill with patching mortar: one part portland cement, three parts sand.
6.1.3 Fill holes left by form ties with non-shrink grout to within 1" of
surface; fill with patching mortar.
Structural Concrete and Reinforcing Steel
8-5
6.1.4 Where existing concrete has been removed, patch uneven surfaces
with patching mortar.
7. REINFORCING STEEL
7.1 Billet steel bars: ASTM A615, Grade 60.
7.2 Bend cold to conform with required details; bend bars in fabricating
shop before delivery to site.
7.3 Space properly and tie securely in position before placing concrete; tie with
minimum No. 18 tie wires as directed by City Engineer.
7.4 Lap bars 48 diameters, minimum.
7.5 Remove scale, rust, dirt or other coatings which may impair bond; comply
with ACI 318.
7.6 Install reinforcing steel in correct position with preformed wire bar bolsters and
spacers.
7.7 Place concrete only after reinforcing system is in place and approved by
City Engineering Department; install reinforcing system plumb and true; tie
securely: reinforcing must remain in proper position without distortion or
displacement of individual bars or system during pour.
7.8 All reinforcing steel epoxy coated; IDOT Section 4151.03B.
8. WIRE FABRIC
8.1 Electrically welded wire fabric: ASTM A185.
8.2 Sizes and mesh: as shown on plans for Standard Drawing.
8.3 Place securely when show on plans or Standard Drawing.
8.4 Lap fabric not less than 6".
8.5 Remove scale, rust, dirt and other bond-impairing materials.
9-1
PART 9 - SURFACE RESTORATION AND PAVEMENT REPLACEMENT
INDEX
1. GENERAL 5. SIDEWALK AND SHARED USE PATH
2. SURFACE RESTORATION REMOVAL AND REPLACEMENT
3. SODDING 6. STREET AND DRIVEWAY SURFACE
4. SEEDING REMOVAL AND REPLACEMENT
7. PUBLIC SAFETY
1. GENERAL
1.1 This part of specifications includes surface restoration and removal and
replacement of existing sidewalks, shared use paths, driveways, streets and
parkings by subdivider, utility companies and others in public rights-of-way
and easements.
1.2 Submit plans of proposed construction for approval and acceptance by
City; notify City Engineering Department in advance of performing work in
public right-of-way.
1.3 Locate utilities parallel to right-of-way lines as shown on Standard
Drawing unless otherwise approved by City.
1.4 Unless otherwise specified on plans, restore surfaces and replace pavement
to conform with existing grade and cross section prior to construction.
1.5 Prepare subgrade or subbase and finish grade as specified in EARTHWORK
AND INCIDENTALS FOR PAVEMENT.
1.6 Sod all grassed surfaces disturbed with nursery sod as specified herein, unless
seeding is approved by City.
2. SURFACE RESTORATION
2.1 Furnish all materials, equipment and labor necessary to seed, sod, replace
damaged flowers, shrubbery and trees and perform complete surface
restoration on land not owned by subdivider to original or better condition.
2.2 Excavate and backfill trench and holes for utility installation and repair in
accordance with specifications.
2.2.1 Backfill trenches and holes below street and driveway pavement full
depth to bottom of pavement with IDOT 3/4” Class A granular backfill
material.
Surface Restoration and Pavement Replacement
9-2
2.3 Surface restoration including replacement of plantings, seeding and sodding:
use competent subcontractor experienced in this type work.
2.4 Replace topsoil and fine grade all areas disturbed by construction.
2.5 Dispose of all brush and rubbish as directed by City Engineering
Department.
3. SODDING
3.1 Sod areas which are disturbed by construction; extent and locations subject
to approval of City.
3.2 Place new 1-1/2" Kentucky Bluegrass nursery sod; secure approval of City for
new sod; field sod not acceptable.
3.3 Water thoroughly initially; keep damp until growth is well
established.
3.4 Do not sod between June 15 and August 15 unless permitted by City
Engineering Department.
3.5 Do not lay frozen sod. Do not lay sod on frozen soil or when freezing
conditions are forecasted within 24 hours.
3.6 Provide two applications of fertilizer in accordance with SUDAS Standard
Specifications.
3.7 Replace sod areas where 50% of the grass fails to grow within 1 year of
placement.
4. SEEDING
4.1 Seed areas in public right-of-way, other than parkings, which are disturbed
by construction, if approved by City.
4.2 Prepare site for seeding by discing, harrowing and hand raking or other
means following site grading; work soil to depth of 3". Remove all rock
from seed bed.
4.3 Precede seeding with uniform application of commercial grade fertilizer at
rate and grade in accordance with SUDAS Standard Specifications; cultivate
Surface Restoration and Pavement Replacement
9-3
area 3" deep and work with harrow within 24 hours before seeding; smooth
surface to eliminate clods and lumps before seeding.
4.4 Seed mixture: Type 1 in accordance with SUDAS Standard Specifications
unless otherwise permitted by City Engineering Department.
4.5 Seed between dates of August 10 and September 30 or between dates of
March 1 and May 30. Do not seed on frozen soil.
4.6 Cover seed by rolling with cultipacker, or by dragging or hand raking.
4.7 Mulch all areas subject to erosion and where directed by City
Engineering Department; mulch in accordance with SUDAS Standard
Specifications.
4.8 Water seeded area sufficiently to saturate seed bed.
4.9 Replant or redevelop any bare spots or areas which do not attain a full stand
during first growing season.
4.10 Seed areas within IDOT right-of-way in accordance with IDOT Standard
Specifications.
4.10.1 Include fertilizer and mulch; maintain as stated hereinbefore.
5. SIDEWALK AND SHARED USE PATH REMOVAL AND REPLACEMENT
5.1 Removal: saw cut and remove shared use paths and sidewalks, at joints, as
required to accommodate construction.
5.2 Replacement: match existing construction for type, width, thickness,
reinforcement and surface texture. Minimum thickness 4 inches.
5.2.1 Reconstruct joints to match existing work.
5.2.2 Concrete: Class C-4 or M-4 in accordance with IDOT specifications.
5.2.3 Provide truncated dome warning panels at junction of handicapped
sidewalk ramps and street pavement; provide at location directed by
City where sidewalk abuts gravel roadways and other roadways
without curb and gutter sections; truncated domes as specified in
PORTLAND CEMENT CONCRETE PAVEMENT. Replace as originally
designed.
Surface Restoration and Pavement Replacement
9-4
6. STREET AND DRIVEWAY SURFACE REMOVAL AND REPLACEMENT
6.1 Saw cut and remove portland cement concrete or hot mix asphalt pavement
on lines parallel to or perpendicular to centerline of pavement.
6.1.1 Make saw cuts only at locations of existing joints in portland
cement concrete pavement or at locations approved by City
Engineering Department.
6.1.2 Minimum pavement replacement area 1’ wider than the trench on
all sides.
6.2 Reinstall driveway and road culverts; if culverts are damaged
during construction, replace with new, identical size and type.
6.3 Replace street and driveway surfaces:
6.3.1 Portland cement concrete pavement: match existing surface texture;
thickness 1” thicker than existing pavement; minimum 8" thickness
of new pour for streets; 6" minimum thickness of new pour for
driveways.
6.3.2 Hot mix asphalt (HMA) pavement: replace with portland cement
concrete pavement; depth of pavement specified hereinbefore.
6.3.3 Seal coat or low grade asphalt surfacing: replace with portland
cement concrete pavement; depth of pavement specified
hereinbefore.
6.3.4 Granular surfacing: match existing surface; depth of surfacing
specified hereinafter.
6.4 Portland cement concrete pavement replacement:
6.4.1 Subgrade: provide approved, selected material; compact to 95%
maximum density; 12" minimum thickness.
6.4.2 Place new concrete slab 1" thicker than existing slab; minimum 8"
thickness of new pour for streets.
6.4.3 Vibrate, screed, float, drag and finish to match existing surface texture.
6.4.4 Concrete: Class M-4 in accordance with IDOT specifications.
Surface Restoration and Pavement Replacement
9-5
6.4.5 Concrete curb and gutter: form and construct curb and gutter with
mechanical equipment; finish curbs by hand methods with straight edge
or slipform where necessary to produce uniform finish.
6.4.6 Use Type C joints, for pavement thicknesses 8” or less and Type CD
joints for pavements thicknesses greater than 8”; use RD joints at existing
pavement; seal joints; saw as specified herein; joint types in accordance
with SUDAS Standard Specifications.
6.5 Gravel or crushed stone:
6.5.1 Place in 6" of compacted crushed stone to width of existing street or
driveway; conform to IDOT Class A crushed stone; place and
compact in 2 lifts.
6.5.2 Place additional compacted crushed stone beyond width of existing
street or driveway to restore to existing condition; minimum thickness:
2".
7. PUBLIC SAFETY
7.1 Provide temporary fence or cover excavated trench or hole during periods
when construction and testing activity has ceased.
7.1.1 Provide barricades and flashers in accordance with Iowa Manual on
Uniform Traffic Control Devices to warn motorists and pedestrians
when light intensity is less than 0.9 foot-candles.
10-1
PART 10 – PORTLAND CEMENT CONCRETE PAVEMENT
INDEX
1. GENERAL 7. PAVEMENT CONSTRUCTION
2. MATERIALS 8. CURING AND PROTECTION
3. STORAGE AND PROTECTION OF MATERIALS 9. RESTRICTIONS
4. PROPORTIONS FOR MIX 10. DEFECTS
5. MIXING 11. DRIVEWAY APPROACH, SHARED USE
6. EQUIPMENT REQUIREMENTS PATHS AND SIDEWALK CONSTRUCTION
12.
PAVEMENT MARKINGS
13. SHOULDERS
1. GENERAL
1.1 This part of the specifications includes construction of portland cement concrete
pavement with integral curb, driveway approaches, shared use paths and
sidewalks, using preset forms on prepared subgrade or subbase.
1.1.1 Prepare subgrade or subbase as specified in EARTHWORK AND
INCIDENTALS FOR PAVEMENT.
1.1.2 Construct non-reinforced or reinforced pavement as agreed upon
between City and subdivider and as specified in DESIGN
STANDARDS; use portland cement concrete as specified herein.
1.1.3 Install joints in accordance with SUDAS Standard Specifications
Figures PV-101, 7010.904 and 7010.905 except on Sheet 3 of
Figure PV-101 replace Note No. 11 with “Sawing and sealing of joint is
required.”
1.1.4 Construct driveway approaches, sidewalks and shared use paths as
specified hereinafter.
1.1.5 Construct railroad crossing approaches in accordance with SUDAS
Standard Specifications Figure 7010.903.
1.1.6 Construct boxouts for intakes in accordance with SUDAS Standard
Specifications Figure SW-514, Sheet 1 except use boxout width of 42”.
1.2 Non-reinforced portland cement concrete pavement includes expansion joints
and dowels; see Standard Drawings.
1.3 Reinforced portland cement concrete pavement includes joint reinforcement
and dowels and deformed bar reinforcing throughout remainder of pavement;
see Standard Drawing.
Portland Cement Concrete Pavement
10-2
1.4 Use slip form paving machine for all uniform width street pavements 150’ or
more in length, unless alternate methods are approved by the City Engineering
Department. Screeds may be used on short pavement runs up to 150’. Place,
consolidate, and finish the concrete to the full depth and width conforming to
the specified crown and cross-section in a single operation. Pavement cannot
be paved in short sections just to meet the requirements above.
1.5 City will stamp location of sump pump drain line with the symbol "S" lying on
its side, water service with the symbol "W" or sanitary sewer service with the
symbol "S" in front face of fresh concrete during pavement construction.
2. MATERIALS
2.1 Portland cement: ASTM C150, Type I.
2.2 Admixtures:
2.2.1 Air entraining: ASTM C260; no admixtures containing chlorides will be
permitted.
2.2.2 Retarding: a suitable retarding admixture may be used during hot
weather, with approval of City Engineering Department.
2.2.3 Other admixtures may be used, subject to approval of City
Engineering Department.
2.2.4 Only use compatible admixtures per manufacturer’s recommendation.
2.3 Fine aggregate:
2.3.1 Clean, hard, durable particles of natural sand, free from injurious
amounts of silt, shale, coal, organic matter or other deleterious
substances.
2.3.2 Deleterious substances: not more than 2.0% shale and coal by weight
retained on No. 16 sieve.
2.3.3 Organic matter: other than coal, not more than standard
reference color; ASTM C40.
2.3.4 Conform to Gradation No. 1 of the Aggregate Gradation Table in the
Appendix of the IDOT Standard Specifications for Highway and Bridge
Construction.
Portland Cement Concrete Pavement
10-3
2.3.5 Percent passing one sieve and retained on next higher number sieve
not more than 40% when sieved through 4 and 8 numbered sieves.
2.3.6 Mortar strength at 7 days not less than 1.5 times standard sand
strength; IDOT Laboratory Test Method 212.
2.4 Coarse aggregate:
2.4.1 Clean, hard, durable particles of crushed stone free from injurious
amounts of objectionable materials; Class 3 durability crushed
stone; IDOT 4115.01.
2.4.2 Objectionable materials not more than:
Materials Percent
Clay lumps 0.5
Coal and carbonaceous shale 0.5
Sticks (wet weight) 0.1
Total of all shale and coal combined 1.0
Organic material other than coal and sticks 0.0
Unsound chert particles retained on
3/8" sieve 3.0
2.4.2.1 Chert particles breaking into three or more pieces in freezing
and thawing test, IDOT Laboratory Test Method 211,
Method A, are considered unsound.
2.4.3 Conform to Gradation No. 4 of the Aggregate Gradation Table in the
Appendix of the IDOT Standard Specifications for Highway and Bridge
Construction.
2.4.4 Percent of wear, AASHTO T96, Grading A or B, not to exceed 35 for
gravel, 50 for crushed stone which contains 90% or more calcium
carbonate or 45 for all other crushed stone.
2.4.5 Particle durability: aggregate considered durable when it has no
adverse affect upon durability of concrete in which used; minimum
percent of durable particles in aggregate: 95; durability based on
following:
2.4.5.1 That loss in freezing and thawing test, IDOT Laboratory Test
Method 211, Method A, does not exceed 6%.
Portland Cement Concrete Pavement
10-4
2.4.5.2 Behavior of existing concrete containing aggregate of similar
geological origin or chemical and mineral composition.
2.5 Water: clean and clear, free from salt, oil, acid, strong alkalis, vegetable matter,
or other substances injurious to concrete.
2.5.1 Water may be heated for cold weather paving operations; anti-freezing
agents not permitted.
2.6 Reinforcing steel:
2.6.1 Deformed bars: ASTM A615, Grade 40; epoxy coated.
2.6.2 Plain and smooth dowel bars: ASTM A615, Grade 40; epoxy
coated.
2.7 Expansion tubes: Comply with IDOT 4191.01.B.
2.8 Metal keyways: Comply with IDOT 4191.01.A.
2.9 Supports for reinforcing steel:
2.9.1 Support tie bars as required to place and maintain correct location
during construction.
2.9.2 Support dowel bars at expansion joints as shown on SUDAS Standard
Specifications Figure PV-101.
2.10 Joints:
2.10.1 Bituminous joint filler and sealer: hot poured joint filler; comply with
IDOT 4136.02.A.
2.10.2 Preformed expansion joint filler: asphalt saturated fiber strips;
AASHTO M213; furnish in strips of plan dimensions.
2.11 Liquid curing compound: white pigmented compound: IDOT Section 4105.
2.12 Plastic film: opaque, white pigmented polyethylene plastic, 0.00085"
minimum thickness, use only once if less than 0.0034" thick.
Portland Cement Concrete Pavement
10-5
2.13 Fly ash: Class C permitted as substitute for portland cement; comply with
requirements of IDOT Standard Specifications and Supplemental
Specifications for portland cement concrete proportions. Fly ash is not
allowed after October 15 unless authorized by City. If fly ash is
approved after October 15, the SUDAS Standard Specifications maturity
curve requirement will be followed.
2.14 Slag is not allowed in any mix design.
3. STORAGE AND PROTECTION OF MATERIALS
3.1 Aggregates:
3.1.1 Store fine and coarse aggregate in separate stockpile: avoid
contamination of aggregates.
3.1.1.1 Place fine aggregate with more than 5.0% moisture in
separate stockpile and allow to drain.
3.1.2 Stockpile coarse aggregate and unscreened gravel in horizontal layers;
maximum depth: 4'.
3.1.3 Handle aggregates to avoid frequent variations in specific gravity,
sieve analysis or moisture content.
3.1.3.1 Prevent variations of more than 0.5% in moisture
content of aggregates in successive batches.
3.1.4 Coarse aggregate having absorption greater than 0.5%: wet 1 hour
before use.
3.1.5 Place fine aggregate in proportioning bin only when uniform content
can be maintained in successive batches for one day's run.
3.2 Cement:
3.2.1 Store cement in suitable weatherproof structure; prevent loss of cement
during handling.
3.2.2 Use cement containing lumps only after careful screening through 20
mesh screen; retest in accordance with ASTM C150 before use.
Portland Cement Concrete Pavement
10-6
4. PROPORTIONS FOR MIX
4.1 Mix proportions for street pavement, drive approaches and parking areas
adjacent to street pavement.
4.1.1 Basic absolute volumes of materials per unit volume of concrete
per IDOT 2301.02:
C-4
M-4
Cement Minimum 0.118 0.156
Water 0.159 0.161
Entrained Air 0.060 0.060
Fine Aggregate 0.331 0.311
Coarse Aggregate 0.332 0.312
4.1.2 Above quantities based on specific gravity of cement: 3.14; specific
gravity of aggregates: 2.65; air voids: 6.0%.
4.1.3 Use C-4 mix unless otherwise shown on plans or directed by City
Engineering Department.
4.2 Proportion adjustments:
4.2.1 Basis: when actual quantity of concrete is more than 101% or less than
99% of calculated quantity or if combination of materials does not
produce quality of concrete specified.
4.2.1.1 Fine aggregate: not to exceed 50% of total aggregate in any
adjustment.
4.2.1.2 Do not exceed maximum water-cement ratio specified.
4.3 Water quantity and concrete consistency:
4.3.1 Use proper amount of mixing water to produce concrete of uniform
consistency; adapt to mix, characteristics of materials used, methods of
consolidation, weather conditions and slope of finished surface.
4.3.2 Modify proportion if maximum water-cement ratio does not produce
workability; increase cement to aggregate proportion to produce
specified degree of workability without exceeding maximum water-
cement ratio.
Portland Cement Concrete Pavement
10-7
4.4 Tests on trial batches and concrete placed at project site:
4.4.1 Slump: ASTM C143; 1-1/2" to 3" for machine finished concrete; 4",
maximum, for hand finished concrete.
4.4.2 Air voids, of fresh concrete, by pressure method: ASTM C231;
8.0% +/- 2.0% for machine placed pavement and 7.0% +/- 1.5% for
hand placed pavement.
4.4.3 Minimum compressive strength: ASTM C39; 3,000 psi when tested at 7
days and 4,000 psi when tested at 28 days.
4.4.4 Quantity of compression cylinders as specified in GENERAL
CONDITIONS; cast, protect and cure cylinders in accordance with
ASTM C31.
4.4.5 City will allow use of IDOT IM383 method of test for maturity to
determine time for opening pavement to traffic.
5. MIXING
5.1 Batch mix:
5.1.1 Handle batches and charge mixer to insure complete introduction of
batches separately without loss of materials; add water with other
materials.
5.1.2 Maximum batch volume:
Mixer Size Volume of Batch
Designation CF of Mixed Concrete
16E 17.6
27E 29.7
34E 37.4
5.1.2.1 For other size mixers, do not allow batch volume of mixed
concrete to exceed mixer size designation number.
5.1.2.2 Size designations: as shown in Concrete Mixer Standards of
Mixer Manufacturers Bureau of Associated General
Contractors of America, Inc. in effect at time of manufacture
of mixer.
Portland Cement Concrete Pavement
10-8
5.1.3 If uniform concrete cannot be produced with maximum batch
volume; reduce batch volume and/or increase mixing time.
5.2 Ready-mix:
5.2.1 Applies to either central plant-mixed concrete or central
plant-proportioned, truck-mixed concrete.
5.2.2 Time lapse from addition of water until placing on subgrade: not to
exceed 30 min. when concrete is hauled in nonagitating trucks;
1-1/2 hours when hauled in truck mixers or agitating trucks.
5.2.2.1 Provide reliable reset-revolution counter on truck mixer.
5.2.3 Place concrete in plastic and workable condition; do not retemper
partially hardened concrete.
6. EQUIPMENT REQUIREMENTS
6.1 Batch or ready-mix plant: IDOT 2001.06, 2001.20 and 2001.21.
6.1.1 Automatic cut-off gates at cement batching scale not required.
6.1.2 Certified scales and measuring devices.
6.2 Concrete mixing equipment: IDOT 2001.21.
6.3 Forms, form-line excavating machine, consolidating and finishing equipment,
slip form paving equipment and equipment for hand methods: IDOT
2301.03.A.3.
7. PAVEMENT CONSTRUCTION
7.1 Setting and removing forms:
7.1.1 Set forms accurately to required grade and alignment on properly
compacted subgrade or subbase.
7.1.1.1 For forms to support mechanical subgrader, mechanical
spreader, mechanical finisher or other similar heavy
equipment, excavate with machine designed to shape
subgrade for forms.
Portland Cement Concrete Pavement
10-9
7.1.2 Set base of forms at or below subgrade elevation and with top of form
at pavement surface elevation at edge of slab.
7.1.2.1 Extra height forms may be used to back up integral curb; set
base at or below subgrade elevation and top of form at top
of curb elevation.
7.1.2.2 Comply with IDOT 2301.03.C for additional excavation
and concrete if base of form is set below subgrade
elevation.
7.1.3 Secure forms in place to maintain grade and alignment while
concrete is placed and finished.
7.1.3.1 If voids occur under forms, remove forms and bring
subgrade to proper elevation as specified in
EARTHWORK AND INCIDENTALS FOR PAVEMENT.
7.1.3.2 Check form joints with 10' straight edge; adjust forms to
proper grade and alignment.
7.1.4 If supporting soil becomes softened by rain or standing water so form is
inadequately supported, reset form on suitable material before placing
concrete.
7.1.5 Oil forms before concrete is placed; prevent adherence of concrete.
7.1.6 Leave side forms in place not less than 6 hours after concrete is placed.
7.1.6.1 If form removal causes damage to concrete, leave
remaining forms in place longer than 6 hours, as
required.
7.1.7 Remove forms with care to prevent cracking, spalling or overstressing
concrete; remove form stakes prior to raising forms.
7.1.8 Clean forms before resetting.
7.2 Concrete and steel placement:
7.2.1 Uniformly moisten subgrade or place plastic film, specified
hereinbefore, on prepared subgrade or subbase; lap plastic film 12",
minimum.
Portland Cement Concrete Pavement
10-10
7.2.2 Adjust manholes and other castings within area to be paved to conform
to finished surface; clean outside of casting.
7.2.3 Place reinforcing, dowel and tie bars as shown on plans or
specified; secure in position by approved method. Hand placement
of dowels and tie dowels into wet concrete not allowed.
7.2.4 Place concrete to full depth of pavement in single operation for plain
pavement or pavement reinforced with deformed bars; do not pile
concrete more than 8" above design elevation of surface.
7.2.4.1 Allow no segregation of material when concrete is
deposited on subgrade.
7.2.5 Carefully place concrete; minimize disturbance of reinforcement.
7.2.6 Vibrate; do not displace or distort reinforcement.
7.2.7 If 2’ or less of earthen cover is provided between bottom of pavement
and top of sewer pipe, use #4 epoxy coated bars in a 2’ x 2’ spaced
grid within concrete panel over sewer.
7.3 Finishing:
7.3.1 Begin finishing operations promptly after concrete has been placed
and consolidated.
7.3.2 Screed surface to grade and crown shown on plans.
7.3.3 Finish surface with 10' long lightweight float; finish from both sides
simultaneously if pavement is placed to full width of street with one
pass of paving machine; finish gutter area and curbs as specified
hereinafter.
7.3.4 Provide uniformly gritty surface with burlap; round edges of pavement
to 1/8" radius.
7.3.5 Check pavement surface with 10' long straightedge; maximum
permissible deviation: 1/8"; grind high spots, over 1/8", with
carborundum grinding wheel.
Portland Cement Concrete Pavement
10-11
7.4 Integral curb:
7.4.1 Construct 6" integral curb, as shown on SUDAS Standard
Specifications Figure PV-102, along with pavement or immediately
following finishing of pavement; use paving machine with integral
slip-forms for curb, curb mule or similar mechanical equipment
providing equivalent results.
7.4.2 Construct depressed curb where sidewalks intersect street and at
driveways constructed prior to pavement; use templates to form faces
of such curbs.
7.4.2.1 Mill and remove 6" integral curb at sidewalks and
driveways constructed after pavement. Sidewalks to meet
Americans with Disabilities Act (ADA) and Public Right of
Way Access Guidelines (PROWAG).
7.4.3 Form and construct curb by hand only where barrier or depressed curb is
required, where curb length is less than 150’ and where small radii or
other special sections preclude use of mechanical equipment. Curb
cannot be paved in short sections just to meet the requirements above.
7.4.3.1 Construct curb as rapidly as finishing operations on
pavement permit; maximum distance behind paving
machine: 100'.
7.4.3.2 Remove free water, laitance, dust, leaves or other foreign
matter prior to placing concrete for curb.
7.4.3.3 Use freshly mixed concrete; do not store concrete in
receptacles at side of street for use in curb at a later time; do
not use concrete requiring retempering.
7.4.3.4 Secure bond with paving slab and eliminate rock pockets.
7.4.3.5 Forms: IDOT 2301.03.A.3.
7.4.4 Secure final finish on curbs by hand method, including 6' straight
edge or 6' slipform.
7.4.5 Edge, protect and cure curb in same manner as pavement.
Portland Cement Concrete Pavement
10-12
7.4.6 Check surfaces of curb and gutter with 10' straight-edge; correct
variations greater than 1/8"; remove and replace curbs having
varying cross section if directed by City.
7.4.7 Provide expansion joint in curb over expansion joint in pavement;
saw cut face and top of curb to depth of 3" over contraction joint in
pavement and seal as specified hereinafter.
7.4.8 If curb is damaged by subsequent construction operations, saw cut,
remove and replace as shown on Standard Drawing. Minimum length
replaced is length of curb and gutter panel.
7.5 Construct joints as shown on Standard Drawings; seal as specified hereinafter.
7.5.1 Round edges of concrete adjacent to header boards and
expansion joint material to 1/8" radius.
7.5.2 Provide supplemental vibration adjacent to header boards and
expansion joint material as required.
7.5.3 Begin saw cutting as soon as concrete can be sawed without
objectionable tearing of sawed edges; complete such work under
reasonable weather conditions within 18 hours after concrete is
placed.
7.5.4 For adverse weather, end of day's work or when 30 min. elapse
between concrete placement, install header board and 3/4" smooth
dowels 1'-3" long at 1'-0" spacing through header board; grease
protruding ends prior to next concrete placement.
7.5.5 ‘CD’ joints shall be used in gutterline joints to within 12” of the back
of the curb. Early entry saw cutting can be used for ‘CD’ joints.
7.5.6 Keyway tie (KT) joints are not allowed without prior approval by City.
7.6 Seal all joints before pavement is opened to Contractor's forces or general
traffic; seal only dry and clean joint surfaces; slightly under-fill joints, keep
sealer off of adjacent pavement.
7.6.1 Heat joint sealer to required temperature in thermostatically controlled
heating kettle, do not overheat.
Portland Cement Concrete Pavement
10-13
8. CURING AND PROTECTION
8.1 Apply liquid curing compound in fine spray to form continuous, uniform film
on surface and vertical edges of pavement and curbs.
8.1.1 Apply compound with power sprayer, operating at 40 psi or less; rate
of application: 0.067 gal. per square yard (1 gal. per 15 SY); do not
dilute compound.
8.1.2 Apply to pavement surface after finishing and after surface moisture
has disappeared; apply to pavement edges within 30 min. after forms
are removed.
8.2 Protect concrete pavement in place for less than 36 hours during cold
weather as follows:
Forecast or Actual
Temperature Protection
35° to 32°F. One layer burlap.
31° to 25°F. One layer burlap under one
layer plastic film.
Below 25°F. Four layers burlap between layers of
4 mil plastic film.
8.2.1 Burlap: AASHTO M182, Class 3.
8.2.2 Commercial insulation blankets may be substituted for burlap when
approved by City Engineering Department.
8.2.3 Protect insulation from disturbance by wind; leave in place for 5
days, minimum, or until pavement is opened to traffic.
8.2.4 Lap plastic film 18" at junctions.
8.2.5 Have materials available, near the worksite, for cold weather
protection as specified for temperature below 25o F. for all
concrete placed after November 15.
8.3 Concrete damaged by rain or freezing: remove and replace.
8.4 Protect concrete pavement during hot weather in accordance with SUDAS
Standard Specifications Section 7010, Paragraph 3.05.A.2.
Portland Cement Concrete Pavement
10-14
9. RESTRICTIONS
9.1 Weather:
9.1.1 Place no concrete when stormy or inclement weather prevents good
workmanship, when subgrade is frozen, if air temperature is 38°F. or
below or evaporation rate is 0.3 pounds per square foot per hour or
greater; use no aggregates containing frozen lumps.
9.1.2 With favorable weather conditions, start paving operations when
temperature of concrete delivered to subgrade is 40°F. or higher.
9.1.3 Continue paving operations as long as concrete temperature
requirement is met and air temperature remains above 38°F.
9.2 Night operation:
9.2.1 Place no concrete when darkness prevents good workmanship in
placing and finishing.
9.2.2 Unless specifically approved by City Engineering Department, do not
place or finish concrete under artificial light.
9.3 Use of pavement:
9.3.1 Time for opening pavement for use will be determined by results of test
on cylinders taken during concrete placement or from testing of in
place concrete using IDOT IM383 maturity method; City Engineering
Department reserves the right to require use of test cylinders only.
9.3.2 Pavement may be opened to Contractor's forces and light equipment
after 7 days for purpose of removing coverings and building shoulders
if tests of cylinders from section show compressive strength of
3,000 psi or higher.
9.3.3 Open pavement to general traffic when authorized by City
Engineering Department.
9.3.4 Concrete placed in cold weather may require additional curing time, as
directed by City Engineering Department; keep all vehicles off
pavement until such curing time has been completed.
Portland Cement Concrete Pavement
10-15
10. DEFECTS
10.1 Pavement containing fractures, spalls, more than one random crack per
panel, one random crack within 2’ of a joint, or other defects: remove
and replace at no cost to City; rout and seal random cracks; saw cut and
epoxy cement tie bars at 30” centers transverse to crack where crack is
1/8” or wider.
10.2 Water ponding deeper than 1/8” in gutter: remove and replace panel, or
grind gutter in adjacent panels to drain; City reserves the right to select
method of correcting defects at no cost to City.
10.3 Remove and replace pavement if mud or mud balls appear.
10.4 Pavement thickness: determined by random cores as determined by the City
Engineering Department; one 4" dia. core taken for each section of
approximately 1,000 SY with a minimum of 3 cores per project. Cores, if
required to be taken, at no cost to City.
10.5 Restore core holes by tamping non shrink cement grout into hole, finishing
and texturing surface.
10.6 If concrete cores taken are less than the specified thickness, remove and replace
pavement at no cost to City; deficient thickness pavement will not be accepted.
10.7 Area represented by each core is one-half of distance to next core or to end of
pavement.
10.8 Additional core samples may be made and measured at Contractor's expense
to determine the extent and severity of pavement deficiency; minimum
distance between core samples: 100'.
11. DRIVEWAY APPROACH, SHARED USE PATHS AND SIDEWALK CONSTRUCTION
11.1 Conform to details shown on Standard Drawing for new driveway
approaches and sidewalks; prepare subgrade as specified under
EARTHWORK AND INCIDENTALS FOR PAVEMENT.
11.2 Constructed shared use paths and sidewalk drop curbs to meet Americans
with Disabilities Act (ADA) and Public Right of Way Access Guidelines
(PROWAG).
11.3 Construct drop curb in existing pavement for driveways as shown on
Standard Drawing.
Portland Cement Concrete Pavement
10-16
11.3.1 Mill to provide smooth uniform surface for approach.
11.3.2 Remove concrete curb and gutter section and replace with
depressed curb as shown on Standard Drawing.
11.3.3 Remove and replace unacceptable drop curbs as directed by City
Engineering Department.
11.4 Concrete materials:
11.4.1 Portland cement, admixtures, fine aggregate and water; as specified
for pavement.
11.4.2 Coarse aggregate: as specified for pavement.
11.5 Concrete mix: as specified for pavement for IDOT C-4 mix proportions; test
in accordance with ASTM C39; 28 day compressive strength: 4,000 psi,
minimum.
11.6 Forms: use wood or steel forms adequately staked and braced for all exposed
slab edges; secure forms in place to maintain grade and alignment while
concrete is placed and finished.
11.6.1 Set base of form at subgrade elevation or below with top of form at
pavement surface elevation at edge of slab; set forms on properly
compacted materials.
11.6.2 Oil forms before concrete is placed.
11.6.3 Leave forms in place not less than 24 hours after concrete is placed.
11.6.4 Remove forms with care to prevent cracking, spalling or
overstressing concrete.
11.7 Concrete placement: as specified for pavement; provide supplemental vibration
or spading at edges, joints and other areas where honeycombing may occur.
11.8 Screed to uniform lines; finish surface with wood or cork float.
11.9 Construct expansion joints as shown on Standard Drawing; seal joints after
concrete has cured; use applicable materials specified for pavement expansion
joints.
11.10 Cure and protect driveway approaches and sidewalks as specified for pavement.
Portland Cement Concrete Pavement
10-17
11.11 Restrictions on construction and use of pavement apply to driveway approaches
and sidewalks.
11.12 Provide raised truncated dome concrete detectable warning panels at
ramps in compliance with Americans with Disabilities Act (ADA) and
Public Right of Way Access Guidelines (PROWAG). At each ramp
location provide 2' wide strip, minimum 5' long measured parallel to curb
and along back of curb; for wider ramps, extend warning panels full width
of ramp; provide cast iron panels with natural finish. in brick red color;
Armorcast, or equal.
12. PAVEMENT MARKINGS
12.1 Meet requirements of Section 2527, except method of measurement and
basis of payment, of the IDOT Standard Specifications for Highway and
Bridge Construction.
12.2 Meet requirements of Manual on Uniform Traffic Control Devices
(MUTCD).
12.3 Materials: durable paint pavement markings; IDOT 4183.04.
13. SHOULDERS
13.1 Install shoulders on rural section streets as shown on Standard
Drawing.
13.2 Conform to IDOT Class A crushed stone.
11-1
PART 11 – KETTLESTONE STREET LIGHTS
INDEX
1. GENERAL 4.
CABINET AND CONTROLLER
2. DESIGN STANDARDS 5. POLES AND LUMINAIRES
3. UNDERGROUND PRODUCTS
1. GENERAL
1.1 This part of the specifications includes details for street lighting installed
within the Kettlestone corridor shown in Exhibit No. 2 following PART 11 –
KETTLESTONE STREET LIGHTS.
2. DESIGN STANDARDS
2.1 All lighting within the Kettlestone corridor shown in Exhibit No. 2 following PART
11 – KETTLESTONE STREET LIGHTS shall conform to the standards in the
Kettlestone Design Guidelines and the specifications in this section.
2.2 All lighting on private property including lighting for buildings, parking lots and
private streets shall conform to the City of Waukee Site Plan Ordinance.
2.3 All lighting on public streets shall conform to the design standards contained in
the SUDAS Design Manual and the following standards:
2.4 Poles:
2.4.1 All new street light poles and appurtenances installed within the clear
zone of any public street right-of-way shall be of a design to break-away
when hit by a vehicle. The break-away design shall conform to the
definitions of the U.S. Department of Transportation.
2.4.2 Street light poles shall be placed near all intersections, outside the sight
triangle, for proper lumination of the intersection.
2.4.3 Locate poles in a straight line 3-feet to 6-feet behind the back of curb.
Install poles plumb.
2.5 Fixtures:
2.5.1 All fixtures shall be full cut-off (no sag lenz).
2.5.2 All fixtures shall be supported by MidAmerican Energy unless otherwise
approved by the City as a part of a development agreement related to
special development characteristics of a subdivision.
Kettlestone Street Lights
11-2
2.5.3 Mounting height shall be 30 feet.
2.6 Provide photometric plan identifying all pole locations and project lighting levels
with foot-candle measurements at 10’ increments.
2.7 In cases where a homeowners association is created for a particular subdivision
and includes the responsibility of on-going maintenance of street light poles and
fixtures, a street lighting design utilizing unique poles and fixtures may be
approved at the discretion of the City.
2.8 Street light design shall incorporate existing City infrastructure.
2.9 Street light pole spacing shall be as follows:
2.9.1 25’ Back to Back with Luminaires 4-ft Offset
Fixture Max
Spacing
(ft)
Average
Illuminance
(fc)
(min=0.4)
Uniformity
Ratio
Eave/Emin
(min=6.0)
Veiling
Luminance
Ratio Lmax/Lavg
(min=0.4)
Alt2P35-60L4K 180 0.37 1.85 0.37
Alt2P35-96L4K 175 0.57 1.54 0.39
Alt2P70-60L4K 186 0.60 1.94 0.38
Alt2P70-96L4K 202 0.90 2.81 0.40
Alt3P35-60L4K 153 0.40 1.74 0.32
Alt3P35-96L4K 184 0.58 1.76 0.39
Alt3P70-60L4K 193 0.54 2.45 0.38
Alt3P70-96L4K 194 0.96 3.00 0.39
2.9.2 25’ Back to Back with Luminaires 6-ft Offset
Fixture Max
Spacing
(ft)
Average
Illuminance
(fc)
(min=0.4)
Uniformity
Ratio
Eave/Emin
(min=6.0)
Veiling
Luminance
Ratio Lmax/Lavg
(min=0.4)
Alt2P35-60L4K 180 0.37 1.85 0.40
Alt2P35-96L4K 161 0.63 1.58 0.38
Alt2P70-60L4K 180 0.63 1.91 0.39
Alt2P70-96L4K 224 0.81 3.86 0.49
Alt3P35-60L4K 158 0.40 1.60 0.37
Alt3P35-96L4K 169 0.65 1.63 0.39
Alt3P70-60L4K 177 0.60 2.07 0.38
Kettlestone Street Lights
11-3
Fixture Max
Spacing
(ft)
Average
Illuminance
(fc)
(min=0.4)
Uniformity
Ratio
Eave/Emin
(min=6.0)
Veiling
Luminance
Ratio Lmax/Lavg
(min=0.4)
Alt3P70-96L4K 194 1.01 3.16 0.40
2.9.3 29’ Back to Back with Luminaires 4-ft Offset
Fixture Max
Spacing
(ft)
Average
Illuminance
(fc)
(min=0.4)
Uniformity
Ratio
Eave/Emin
(min=6.0)
Veiling
Luminance
Ratio Lmax/Lavg
(min=0.4)
Alt2P35-60L4K 180 0.37 1.85 0.40
Alt2P35-96L4K 173 0.58 1.53 0.39
Alt2P70-60L4K 226 0.49 4.08 0.50
Alt2P70-96L4K 233 0.76 4.75 0.50
Alt3P35-60L4K 158 0.40 1.74 0.35
Alt3P35-96L4K 169 0.65 1.76 0.39
Alt3P70-60L4K 174 0.60 1.76 0.39
Alt3P70-96L4K 196 1.00 3.23 0.39
2.9.4 29’ Back to Back with Luminaires 6-ft Offset
Fixture Max
Spacing
(ft)
Average
Illuminance
(fc)
(min=0.4)
Uniformity
Ratio
Eave/Emin
(min=6.0)
Veiling
Luminance
Ratio Lmax/Lavg
(min=0.4)
Alt2P35-60L4K 180 0.37 1.85 0.40
Alt2P35-96L4K 159 0.62 1.59 0.40
Alt2P70-60L4K 226 0.49 4.08 0.53
Alt2P70-96L4K 160 1.11 1.68 0.38
Alt3P35-60L4K 180 0.36 2.40 0.39
Alt3P35-96L4K 165 0.69 1.64 0.40
Alt3P70-60L4K 180 0.60 2.22 0.39
Alt3P70-96L4K 185 1.09 2.95 0.40
Kettlestone Street Lights
11-4
2.9.5 31’ Back to Back with Luminaires 4-ft Offset
Fixture Max
Spacing
(ft)
Average
Illuminance
(fc)
(min=0.4)
Uniformity
Ratio
Eave/Emin
(min=6.0)
Veiling
Luminance
Ratio Lmax/Lavg
(min=0.4)
Alt2P35-60L4K 108 0.62 1.94 0.28
Alt2P35-96L4K 165 0.60 1.54 0.40
Alt2P70-60L4K 165 0.66 1.74 0.39
Alt2P70-96L4K 173 1.02 1.65 0.40
Alt3P35-60L4K 105 0.60 1.82 0.29
Alt3P35-96L4K 165 0.68 1.79 0.39
Alt3P70-60L4K 180 0.59 2.19 0.38
Alt3P70-96L4K 189 1.05 2.84 0.40
2.9.6 31’ Back to Back with Luminaires 6-ft Offset
Fixture Max
Spacing
(ft)
Average
Illuminance
(fc)
(min=0.4)
Uniformity
Ratio
Eave/Emin
(min=6.0)
Veiling
Luminance
Ratio Lmax/Lavg
(min=0.4)
Alt2P35-60L4K 108 0.61 1.91 0.29
Alt2P35-96L4K 150 0.65 1.67 0.40
Alt2P70-60L4K 150 0.72 1.80 0.38
Alt2P70-96L4K 157 1.12 1.70 0.40
Alt3P35-60L4K 108 0.60 1.88 0.29
Alt3P35-96L4K 150 0.77 1.67 0.38
Alt3P70-60L4K 150 0.72 1.67 0.38
Alt3P70-96L4K 187 1.09 2.87 0.40
3. UNDERGROUND PRODUCTS
3.1 Handholes:
3.1.1 General:
3.1.1.1 Cable Hooks: Provide four galvanized steel cable hooks with
a minimum diameter of 3/8 inch and a minimum length of
5 inches.
Kettlestone Street Lights
11-5
3.1.1.2 Granular Base: Comply with the following gradations;
however, the Engineer may authorize a change in gradation,
subject to materials available locally at the time of
construction.
Sieve Percent Passing
2” 100
1 1/2” 80 to 90
1” 15 to 20
3/4” 0 to 0.5
3.1.1.3 Cover: Include “LIGHTING”, as shown on the plans, as a
message on the cover.
3.1.2 Precast Concrete Handhole:
3.1.2.1 Pipe: Comply with ASTM C 76. Minimum Class III, Wall B
(Iowa DOT Class 2000D). Four, 8 inch knockouts (conduit
entrance points) equally spaced around the handhole.
3.1.2.2 Casting: Gray cast iron and certified according to
requirements of AASHTO M 306 for a 16,000 pound
proof-load (HS-20).
3.1.3 Composite Handhole and Cover: Precast polymer concrete handholes
shall be stackable with a minimum depth of 24 inches and an “open”
bottom, unless otherwise specified in the plans. Composed of mortar
consisting of sand, gravel, and polyester resin reinforced by a woven
glass fiber mat or of resin mortar and fiberglass, shall meet or exceed all
appropriate ANSI/SCTE 77 tests and requirements. Ensure the cover
satisfies loading requirements of ANSI Tier 15. Provide a skid resistant
surface on the cover. Provide two 3/8-16 UNC stainless steel hex head
bolts with washers.
3.2 Conduit:
3.2.1 General:
3.2.1.1 Furnish weatherproof fittings of identical or compatible
material to the conduit. Use standard factory elbows,
couplings, and other fittings.
Kettlestone Street Lights
11-6
3.2.1.2 Use a manufactured conduit sealing compound that is
readily workable material at temperatures as low as
30°F and will not melt or run at temperatures as high as
300°F.
3.2.2 Steel Conduit and Fittings:
3.2.2.1 Comply with ANSI C80.1, latest revision.
3.2.2.2 Use weatherproof expansion fittings with galvanized,
malleable iron, fixed and expansion heads jointed by
rigid steel conduit sleeves. As an option, the fixed
head may be integral with the sleeve, forming a one
piece body of galvanized malleable iron.
3.2.2.3 Provide steel bushings.
3.2.3 Plastic Conduit and Fittings:
3.2.3.1 PVC:
3.2.3.1.1 PVC Schedule 80 plastic conduit and fittings
complying with NEMA TC-2 (pipe), NEMA TC-3
(fittings), and UL 651 for Schedule 80 heavy wall
type.
3.2.3.1.2 Solvent welded, socket type fittings, except
where otherwise specified in the contract
documents.
3.2.3.1.3 Threaded adaptors for jointing plastic conduit to
rigid metal ducts.
3.2.3.1.4 Provide bell end fittings or bushings.
3.2.3.2 HDPE:
3.2.3.2.1 UL Listed, comply with ASTM F 2160 (conduit)
and ASTM D 3350 (HDPE material), SDR 13.5.
3.2.3.2.2 Use red colored conduit or color as specified in
the plans.
Kettlestone Street Lights
11-7
3.2.3.2.3 Continuous reel or straight pieces to minimize
splicing.
3.2.3.2.4 For dissimilar conduit connections, provide an
adhesive compatible with both materials.
3.3 Wiring and Cable: Provide wire that is plainly marked on the outside of the
sheath with the manufacturer's name and identification of the type of the cable.
3.3.1 General:
3.3.1.1 Shall be rated 600 volts minimum.
3.3.2 Power Cable: Comply with Article 4185.12 of the Standard
Specifications.
3.3.3 Tracer Wire: Comply with #12 AWG, single conductor, stranded
copper, Type thermoplastic high-heat nylon-coated (THHN), with UL
approval, and an orange colored jacket.
3.4 Footings:
3.4.1 Concrete Footing:
3.4.1.1 Use Class C structural concrete complying with Section 2403
of the Standard Specifications.
3.4.1.2 Reinforcing steel shall be the type and size as shown on the
plans and shall conform to the requirements of Section 2404
of the Standard Specifications.
3.4.1.3 Use uncoated reinforcing steel complying with Section 4151
of the Standard Specifications.
3.4.2 Power Installed Foundation:
3.4.2.1 All material made of steel or iron, hot dipped galvanized
complying with ASTM A 123 or ASTM A 153.
3.4.2.2 Shaft complying with ASTM A 53 Schedule 40, Grade B, or
ASTM A 501 or ASTM A 252 Grade 2.
3.4.2.3 Base Plate complying with ASTM A 36.
Kettlestone Street Lights
11-8
3.4.2.4 Helix complying with ASTM A 29.
3.4.2.5 Pilot complying with ASTM 575.
3.5 Bonding and Grounding:
3.5.1 Provide Type L-1 connector at each pole footing base as shown in Slip
Base detail in Iowa Department of Transportation Standard Road Plan
LI-142 – Electrical Installation (Bases).
3.5.2 Ground Rods: Provide 5/8 inch by 10 foot copper clad, steel ground
rod at each pole and controller footing.
3.5.3 Bonding Jumper or Connecting Wire: Provide #6 AWG bare conductor,
copper wire.
4. CABINET AND CONTROLLER
4.1 Lighting Control Cabinet, and Auxiliary Equipment: Comply with the latest
edition of NEMA TS1 or TS2 standards.
4.1.1 Control Cabinet:
4.1.1.1 Unpainted aluminum cabinet according to NEMA standards.
4.1.1.2 Aluminum cabinet riser with same dimensions as cabinet,
18 inch height and matching finish on the lighting cabinet, as
specified in the contract documents.
4.1.1.3 Maintenance panel on inside of the main door containing the
following test switch.
4.1.1.4 Heavy-duty clear plastic envelope attached to inside wall of
cabinet or cabinet door, for cabinet wiring diagrams,
12 inches by 18 inches minimum.
4.1.1.5 GFI electrical outlet and lamps in accessible location near the
front of the cabinet. GFI outlet fused separately from
main AC circuit breaker. Two LED cabinet lamps connected
and fused with GFI outlet.
Kettlestone Street Lights
11-9
4.1.1.6 Power protection devices including AC power circuit
breakers, and lightning and surge protectors.
4.1.1.6.1 Main AC line breaker, two pole, nonadjustable,
100A, UL listed.
4.1.1.6.2 Four branch circuit breakers, 2-pole rated for
30A.
4.1.1.6.3 Lightning arrestor/surge protectors capable of
withstanding repeated (minimum of 25)
30,000 ampere surges.
4.1.1.6.4 100A meter socket as specified by local utility.
4.1.1.7 Neatly train wiring throughout the cabinet. Bundle and attach
wiring to interior panels using nonconductive clamps or
tie-wraps.
5. POLES AND LUMINAIRES
5.1 Luminaires
5.1.1 Kim Lighting Altitude Luminaires:
5.1.1.1 Type III light distribution as specified on plans.
5.1.1.2 LED drive current 700mA.
5.1.1.3 240VAC.
5.1.1.4 4000k color temperature.
5.1.1.5 Custom color RAL7043.
5.1.1.6 Photocell receptacle.
5.1.1.7 Warranty 10 years for complete product.
5.1.2 Mounting Hardware:
5.1.2.1 Horizontal slipfitter mounting hardware for 2 inch arm.
Kettlestone Street Lights
11-10
5.2 Poles and Mast Arms:
5.2.1 General:
5.2.1.1 Mast arm length and vertical pole height as specified in the
contract documents.
5.2.1.2 Provide non-shrink grout (complying with Materials I.M.
491.13) or a rodent guard (complying with Materials I.M.
443.01) for placement between the pole base and the
foundation.
5.2.1.3 Custom color RAL7043.
5.2.2 Pole Design:
5.2.2.1 Designed to support the loading necessary for all lighting
equipment. Capable of withstanding winds up to 80 MPH
with a 1.3 gust factor without failure.
5.2.2.2 Continuous tapered, 8” round, aluminum poles with slip
base mounting. Fabricated from 6063-T6 aluminum alloy.
5.2.2.3 Provide a handhole and cover in the pole shaft for cable
access. Secure the cover to the base with simple tools.
Hardware to be corrosion resistant.
5.2.2.4 Provide a 12 foot luminaire mounting arm and 34 inch
banner arm on each pole.
5.2.3 Hardware:
5.2.3.1 Equipped with all necessary hardware and anchor bolts to
provide for a complete installation without additional parts.
5.2.3.2 Anchor bolts complying with ASTM F 1554 Grade 105, hot
dip galvanized and threaded a minimum of 6 inches at one
end and have a 4 inch long, 90 degree bend at the other end.
5.2.3.3 Washers complying with ASTM F 436.
5.2.3.4 Heavy hex nuts complying with ASTM A 563.
Kettlestone Street Lights
11-11
5.2.3.5 All hardware made of steel, hot dipped galvanized
complying with ASTM F 2329, or ASTM B 695, Class 50,
Type I, or electrodeposited coated of the same coating
thickness and designed for this purpose.
5.2.4 wiScape Control:
5.2.4.1 Hubbell Automation wiScape External Fixture Module
(WIR-RME-L) installed at each luminaire using the photocell
receptacle.
EXHIBIT NO. 2
PART 12 – TRAFFIC SIGNALS
INDEX
1. GENERAL
1. GENERAL
1.1 All traffic signals shall be constructed in accordance with SUDAS standard
specifications Section 8010 – Traffic Signals with the following
modifications:
1.2 8010, 1.07 – SPECIAL REQUIREMENTS: Add the following notes:
B. The Contractor shall be responsible for ONE CALL locates of the fiber
cables installed under this project until acceptance of the project by the
City. Any damage as a result of failure to locate the equipment shall be
the responsibility of the Contractor to replace with no additional cost to
the City.
C. The Contractor shall coordinate with the City for splice connections of
the fiber into the existing fiber optic system. The Contractor to supply
fiber optic wiring diagram as-built drawings. The Contractor shall
maintain accurate quantities of the splices and terminations at each
location during the project.
D. The Contractor shall notify and receive approval from the City prior to
any operational shutdown of any existing traffic signal installation.
E. Contractor shall provide to the City “as-built” drawings that identify all
changes made to the contract plans.
1.3 8010, 2.01 UNDERGROUND, A. Handhole:, 3. Composite Handhole and
Cover:
Delete the following: Ensure the handhole and cover withstands a load of
20,000 pounds.
Add the following note: The handhole shall meet or exceed all appropriate
ANSI/SCTE 77 tests and requirements and ensure the cover satisfies loading
requirements of ANSI Tier 15.
1.4 8010, 2.01 – UNDERGROUND, C. Wiring and Cable: 6. Fiber Optic Cable
and Accessories: r. Fiber Optic Jumpers/Patch Cords: Delete the subsection
and replace with the following:
(a) Six fibers in the single mode fiber optic cable (bundle color and
individual fiber color to be specified by the City) shall be terminated in
the distribution unit with the traffic signal controller cabinet.
Traffic Signals
12-2
(b) Duplex pigtail jumpers shall be used to branch traffic signal controller
circuits from the distribution panel in the cabinet to Ethernet switch.
(c) Length of pigtail jumpers will vary according to distribution panel to
Ethernet switch. Length of jumper should provide for a minimum of 2
feet total slack between distribution panel and switch connections.
(d) Controller cabinet pigtail jumpers shall consist of factory-assembled patch
cords, each of which shall contain two fibers. Each such fiber shall have
an ST SC compatible, physical contact connector with ceramic ferrule on
one end (i.e., a total of four STPC SCPC connectors per cord). Each patch
cord shall have a dielectric strength member and a durable outer jacket
designed to withstand handling.
1.5 8010, 2.01 – UNDERGROUND, C. Wiring and Cable: 7. Pull Tape: Add the
following subsection:
7. Pull Tape: Pull tape shall be flat woven lubricated polyester tape with
1,250 lb. pulling strength and 0.5 width.
1.6 8010, 2.01 – UNDERGROUND, E. Bonding and Grounding: 1. Ground
Rods: Delete subsection and replace with the following:
1. Ground Rods: Provide 5/8 inch by 8 foot copper clad, steel ground rod at
each pole and controller footing.
1.7 8010, 2.02 – DETECTION, B. Pedestrian Push Button Detectors: 1.
Assembly: Add the following subsection:
f. Housing shall have a black finish.
1.8 8010, 2.02 – DETECTION, B. Pedestrian Push Button Detectors: 3. Solid
State Pedestrian Push Button (Non-APS): c. Switch Replace with the
following:
c. Switch: Solid state rated at 20 million operations minimum with
momentary LED and audible confirmation tone.
1.9 8010, 2.02 – DETECTION: C. Video Detection System: Replace entire
subsection C. with the following:
C. Video Detection System: Video detection shall be Gridsmart video
detection system, latest generation processor with performance
reporting (including turning movement counts), and cameras unless
otherwise specified on the plans, all with a minimum five-year
warranty and support, or approved equal.
Traffic Signals
12-3
1.10 8010, 2.03 – COMMUNICATIONS, A. Traffic Monitoring System: Add the
following notes:
Camera shall be latest version of the Axis Q60-E series with a minimum 720p
resolution, 0.15 minimum illumination, and IP addressable, or approved
equal.
1.11 8010, 2.03 – COMMUNICATIONS, A. Traffic Monitoring System: Add the
following subsection:
D. Ethernet Switch: Provide as specified in the contract documents.
1. Shall have 16- 10/100BASE-TX ports and four Gigabit RJ45/SFP
combo ports (10/100/1000BASE-TX, 100BASE-FX, 1000BASE-X)
2. 32Gbps non-blocking, 8K MAC address table
3. VLAN, GVRP, QoS, IGMP snooping V1/V2/V3, rate control, port
trunking, LACP, online multi-porting mirroring
4. Management via console CLI, Web, SNMP V1/V2/V3, RMON,
HTTPS, SSH and NetVision
5. Advanced security feature supports IP security, port security,
DHCP server, IP and MAC binding, 802.1x network access control
6. Event notification by email, SNMP trap, syslog, digital input and
relay output
7. Operating temperature range: -40º to 74°C
8. Rigid aluminum IP31 housing, excellent heat dispersion,
redundant power, DIN rail/wall mount installation
9. NEMA TS2 Compliant
10. IPv6 support
11. Provide necessary Ethernet cables, with 2’ of slack, connecting
switch to all capable devices within cabinet
1.12 8010, 2.04 – CABINET AND CONTROLLER, A. NEMA Controller, Cabinet,
and Auxiliary Equipment, 1. Controller: Delete the section and replace with
the following:
1. Controller: Shall be a Siemens m60 Series ATC controllers with
Econolite EOS ATC controller with Cobalt Software and fiber optic
communication capability, or approved equal and including a smart
malfunction management unit (MMU).
1.13 8010, 2.04 – CABINET AND CONTROLLER, A. NEMA Controller, Cabinet,
and Auxiliary Equipment, 2. Cabinet: b. Delete the subsection and replace
with the following:
Traffic Signals
12-4
b. Aluminum cabinet riser with same dimensions as cabinet, 18 inch
height and matching finish on the signal cabinet.
1.14 8010, 2.04 – CABINET AND CONTROLLER, A. NEMA Controller, Cabinet,
and Auxiliary Equipment, 2. Cabinet: Add the following subsections:
j. Cabinet size shall be 28 inches deep by 44 inches wide by 78 inches
tall with three shelves.
k. All fiber optic cable shall be suitably identified inside the cabinet.
l. Included as incidental to Auxiliary Equipment, is any and all
jumpers/pigtail cables, splice trays/enclosures, termination panels to
accommodate the number of terminations per plan, fiber optic
connectors, and fiber breakout kits
1.15 8010, 2.04 – CABINET AND CONTROLLER, B. Uninterruptable Power
Supply Battery Backup System: Delete the entire subsection and replace with
the following:
2. Uninterruptible Power Supply Battery Backup System: Monitors
120VAC input from the electric utility source and automatically
switches to/from a system consisting of batteries and electronics.
a. Outdoor Hardened Battery Backup System
1) Supply a “rack-mounted” UPS unit, including a front panel
with indicators and control switches.
2) The system shall include, but not be limited to the
following: Inverter/charger, two 500W batteries, a power
interface module, a separate automatic and manually
operated bypass switch and all necessary hardware and
interconnect wiring.
b. Use cabinet equipment that is plug connected and shelf
mounted.
1) Designed to cover a temperature range from -30°F to
+165°F and include a surge suppressor.
2) System shall be installed within the traffic signal controller
cabinet.
c. Batteries
1) The individual batteries shall be rated at 500 watt design.
2) Batteries shall be easily replaced and commercially
available.
3) Batteries shall be Nickel-Zinc based, and designed for
standby operations.
1.16 8010, 2.05 – POLES, HEADS, AND SIGNS, A. Vehicle Traffic Signal Head
Assembly, 1. Housing: Delete subsection a. and replace with the following:
Traffic Signals
12-5
a. Individual signal sections made of durable polycarbonate. Color shall
be black and integral to the materials composition.
1.17 8010, 2.05 – POLES, HEADS, AND SIGNS, A. Vehicle Traffic Signal Head
Assembly, 7. Mounting Hardware: Add the following to subsection b.
Universally Adjustable:
Banding shall be galvanized steel cable.
1.18 8010, 2.05 – POLES, HEADS, AND SIGNS, B. Pedestrian Traffic Signal Head
Assembly, 1. Housing: Delete subsection a. and replace with the following:
a. Made of a durable polycarbonate. Color shall be black and integral to
the materials composition.
1.19 8010, 2.05 – POLES, HEADS, AND SIGNS, C. Traffic Signal Poles and Mast
Arms, 1. General: Add the following subsection:
i. When a finish color is specified, poles shall be galvanized and
electrostatically painted with a zinc primer and specified finish color,
per supplier specification. All visible connection hardware shall have
similar finish.
1.20 8010, 2.05 – POLES, HEADS, AND SIGNS, C. Pedestal Poles, 1. Materials:
Add the following subsection:
d. When a finish color is specified, pedestal poles and bases shall be
finished with color specified, per supplier specification. All visible
connection hardware shall have similar finish.
1.21 8010, 2.05 – POLES, HEADS, AND SIGNS, E. Pedestrian Push Button Post:
Delete the subsection. Pedestrian Push Button Posts are not allowed. Use
subsection D. Traffic Signal Pedestal Poles.
1.22 8010, 2.05 – POLES, HEADS, AND SIGNS, F. Traffic Signs: Add the
following note:
4. Street name lettering shall be white FHWA Series C with 12 inch
uppercase and lowercase letters on green background.
5. All sheeting material for traffic, street name, and pedestrian signs shall
be 3M Diamond Grade DG3.
1.23 8010, 3.01 – UNDERGROUND, B. Conduit, 1. General: Delete subsection
a. and replace with the following:
Traffic Signals
12-6
a. Place conduit to a minimum depth of 30 inches and a maximum
depth of 60 inches below the gutterline. When conduit is placed
behind the curb, place to a minimum depth of 30 inches and a
maximum depth of 48 inches below top of curb.
1.24 8010, 3.01 – UNDERGROUND, C. Wiring and Cable, 9. Fiber Optic Cable
and Accessories: Delete subsection g. and replace with the following:
g. Provide cable slack in each handhole, junction box, and cabinet as
specified:
Traffic Cabinet 50 feet
Type I, II, III Handhole 50 feet
Type IV Handhole (tub) 100 feet
Where handholes or junction boxes lack sufficient area for cable
storage or bend radius requirements, provide equivalent additional
slack in adjacent facilities. Coil and bind slack cable at three points
around the cable perimeter and support in its static storage position.
1.25 8010, 3.01 – UNDERGROUND, C. Wiring and Cable, 10. Fiber Optic Cable
Field Testing: Utilize with the following exception:
Single mode fiber shall be tested at 1550 ± 30 nanometer wavelength
1.26 8010, 3.03 - COMMUNICATIONS, A. Traffic Monitoring System: Add the
following note:
3. Ethernet Switch: Install inside the traffic signal controller cabinet
according to manufacturer’s recommendations.
1.27 8010, 3.03 – CABINET AND CONTROLLER, A. Controller, Cabinet and
Auxiliary Equipment: Add the following note:
3. This installation includes any and all jumpers/pigtail cables, splice
trays/enclosures, termination panels to accommodate the number of
terminations per plan, fiber optic connectors, and fiber breakout kits.
1.28 8010, 3.07 SURFACE RESTORATION: Add the following subsections:
C. All waste material and debris shall be disposed of at a sanitary landfill
as incidental to the overall project.
13-1
PART 13 - EROSION AND SEDIMENT CONTROL
INDEX
1. GENERAL 3. INSTALLATION
2. DESIGN 4. MAINTENANCE
1. GENERAL
1.1 This part of the specifications includes requirements for erosion and
sediment control during construction. The method of erosion and sediment
control and the materials used for erosion and sediment control during
construction must comply with the Stormwater Pollution Prevention Plan
prepared to meet IDNR General Permit No. 2 requirements. Maintain
erosion and sediment control devices in functional condition from beginning
of construction to notice of discontinuation filed with IDNR and the City.
1.2 Subdivider responsible for hiring persons knowledgeable in preparation of a
Stormwater Pollution Prevention Plan. Subdivider will be the responsible party
for publishing notice of intent as required for IDNR General Permit No. 2.
Subdivider will be responsible party for development, implementation and
monitoring for compliance of the Stormwater Pollution Prevention Plan
requirements and IDNR General Permit No. 2. Subdivider will be responsible
for filing the notice of discontinuation of IDNR General Permit No. 2 after
vegetative growth has been re-established to the required levels of the permit.
Subdivider will pay all fees and pay all fines for permit violation.
1.2.1 Subdivider responsible to provide Construction Site Erosion and
Sediment Control Ordinance (COSESCO) submittals.
1.3 Subdivider responsible for maintaining a copy of the Stormwater Pollution
Prevention Plan and permit for inspection by regulatory agencies.
1.4 Subdivider responsible to coordinate Stormwater Pollution Prevention Plan and
erosion and sediment control activities with other contractors working in same
general area.
1.5 Disturbed areas of the project shall be inspected at intervals in accordance
with IDNR General Permit No. 2. Sudivider is responsible for conducting
inspection and creating a report for each inspection.
1.6 For additional information for appropriate erosion and sediment control
measures see the SUDAS Design Manual and the IDNR Iowa Stormwater
Management Manual.
Erosion and Sediment Control
13-2
2. DESIGN
2.1 Erosion and sediment control design must prevent siltation of downstream
waterways, ponds and detention basins. If downstream on-site detention basin
is utilized as a temporary sediment basin, Subdivider is responsible to restore
design volume and depth of pond in detention basin after completion of
activities which cause siltation including home building.
2.2 Erosion and sediment control design must not place materials on surface of
roadway open to traffic or devices in intakes which can cause flooding of
roadways open to traffic. Surface applied intake protection not permitted.
2.3 Erosion and sediment controls must keep streets, sidewalks and adjacent
properties clear of silt, mud, dirt and debris.
3. INSTALLATION
3.1 Meet requirements of SUDAS Standard Specifications Section 9040-Erosion
and Sediment Control.
3.2 Provide concrete washout to meet SUDAS 10,050.
3.3 Waste from concrete washout and wet sawing of concrete is not allowed to be
discharged to surface waters and is not allowed to adversely affect a water of
the state.
4. MAINTENANCE
4.1 Clean out, repair or reconstruct erosion and sediment control features as
required.
SD-1
STANDARD DRAWINGS
DRAWING
NO. TITLE
1A UTILITY SERVICE LOCATIONS, REV. 1
1B UTILITY SERVICE LOCATIONS, REV. 12
2 GRANULAR ENCASEMENT STANDARD PVC PIPE BEDDING
3 CLASS C BEDDING – GRANULAR TYPE I
4 CLASS B BEDDING – GRANULAR TYPE II
5 CLASS A BEDDING - CONCRETE CRADLE TYPE V
6 CLASS A BEDDING - CONCRETE CRADLE
7 CLASS A BEDDING - CONCRETE ARCH TYPE VII
8 CLASS A BEDDING – CONCRETE ENCASEMENT TYPE VIII
9 HAND SHAPED TRENCH BOTTOM
10A CREEK CROSSING FOR WATER MAIN
10B CREEK CROSSING FOR SANITARY SEWER, REV. 2
11 SPECIAL MANHOLE
12 SHALLOW MANHOLE
13 OUTSIDE DROP CONNECTION
14 INSIDE DROP CONNECTION
15 RISER
16 TYPICAL PAVEMENT CROSS SECTION - 26' PAVEMENT, REV. 12
17 TYPICAL PAVEMENT CROSS SECTION - 29' PAVEMENT, REV. 12
18 TYPICAL PAVEMENT CROSS SECTION - 31' PAVEMENT, REV. 12
19 TYPICAL PAVEMENT CROSS SECTION - 41’ PAVEMENT, REV. 12
20 REINFORCING - 26’ PAVEMENT NOT USED
21 REINFORCING - 29' PAVEMENT NOT USED
22 REINFORCING - 31' PAVEMENT NOT USED
23 CURB DETAILS
24 HEADER DETAILS
25 BURIED LUG DETAIL
26 DRIVEWAY APPROACH DETAIL - NEW PAVEMENT
27 DRIVEWAY APPROACH DETAIL - EXISTING PAVEMENT
28 CLUSTER MAILBOX PAD DETAIL NOT USED
29 HEADWALL DETAIL
30 FLARED END SECTION FOOTING DETAIL, REV. 1
31 CONCRETE FLUME DETAIL
32 SERVICE CONNECTION, REV. 1
33 STANDARD VALVE MANHOLE
34 HYDRANT, REV. 12
35 THRUST BLOCK DETAILS
36 SUMP PUMP DRAIN LINES
37 SUBDRAINS, REV. 23
38A – 38D SUBDIVISION LOT GRADING
38E LOT GRADING PLANS
39 TYPICAL RURAL PAVEMENT CROSS SECTION, REV. 1
40
TYPICAL RIGHT OF WAY GRADING AT STORM WATER OVERFLOW POINTS
41 STANDARD METER PIT 5/8”, 3/4” & 1” METERS (FOR OFF ROAD USE ONLY)
42 STANDARD METER PIT 1-1/2” & 2” METERS
43 PLASTIC METER PIT 1-1/2” & 2” METERS
44 PEDESTAL POLE AND PEDESTRIAN POLE
SD-2
DRAWING
NO. TITLE
45 CONDUIT AND PRECAST HANDHOLES, REV. 1
46
GENERAL FEATURES OF AN ACCESSIBLE SIDEWALK
47 GENERAL SIDEWALK AND CURB RAMP DETAILS
48 CURB RAMPS OUTSIDE OF INTERSECTION RADIUS
49 CURB RAMP FOR CLASS B OR C SIDEWALK
50 ALTERNATIVE CURB RAMP FOR CLASS B OR C SIDEWALK
51 CURB RAMPS FOR CLASS A SIDEWALK
52 DETECTABLE WARNING PLACEMENT
53 WATER SERVICES FOR COMMERCIAL BUILDINGS
°
°
°±
°
CSB-1 1/2FORDFORDFORD
1 1/2" MIPINLET & OUTLET
PEDESTAL POLESidewalk
3'-6" Above
24" dia.13'-6" Above Sidewalk
12"Pedestrian TrafficSignal HeadAssemblyFixed or UniversallyAdjustable MountingBracketsPedestrianPush ButtonSignExpansionMaterialFinishedPavementGrade2" ConduitWaterproof CapSign228'-0" min.
19'-0" max.
7'-0" min.
10'-0" max.PedestrianPush ButtonPedestrianPush ButtonPEDESTRIAN PUSH BUTTONPOLE AND FOUNDATIONConcreteFoundation4 1/2" dia.Shape top 11 inches with forms.Install rodent guard or non-shrinkgrout with weep hole.Anchor Bolts3'-0" min.
5'-0"
CONDUIT IN TRENCHConduit Depth
Trench4" min.Ensure backfill materialis free of cinders,concrete, or otherrubble.2'-0" min.Cable Hooks(4) Required1"Finished Pavement Grade1" to 3"Skid ResistantSurfaceSkid ResistantSurfaceConduit30" min. to 48" max.2'-0" dia.StainlessSteel BoltStainlessSteel BoltCable Hooks(4) RequiredCompact Backfill MaterialPull SlotPull SlotExtend 8" granularbase 6" beyondwalls of handhole.Extend 8" granularbase 6" beyondwalls of handhole.DLWLWPRECAST CONCRETE HANDHOLE (TYPE I)PRECAST CONCRETE COMPOSITE HANDHOLEIIIIV30"17"24"LOGOHANDHOLE DIMENSIONS TABLE(NOMINAL)One PieceLid (Type Il or III)Two PieceLid (Type IV)TYPE36"48"24"30"30"36"LWDIICasting shall have aclosed pick hole
Existing
Sidewalk
Cross Slope Transition
Segment (where necessary)
Curb ramp requirements:
1. Maximum curb ramp slope
of 8.3%, or
Grade Break
Grade Break
Back of Curb
Face of CurbParallelCurb Ramp(if required)1
1
1
2
Special
Shaping
Special
Shaping
Detectable Warning
Key
Turning Space
Curb Ramp
Grass
Perpendicular Curb
Ramp Slope:
6.25% (target)
8.3% (max)
2. Minimum length of 15'-0"
at any constant slope
Match existing
sidewalk cross slope.
3
3
Match pedestrian street crossing slope,
or flatter.
Minimum 5 feet by 5 feet. Target cross
slope of 1.5% with a maximum cross
slope of 2.0%.
Target cross slope of 1.5% with a
maximum cross slope of 2.0%.
Turning
Space
2
DETECTABLE WARNING LOCATION AT RAILROAD CROSSING
4
3
6 6
12"
6.25% (targ
e
t
)
8.3% (max.
)
1 2
Detectable warning
1
6" min.
Edge of Pavement
5
2
3
5
4
6
Key
Turning Space
See Detail A
5
Curb Ramp
Standard Sidewalk
5% max.
Cross Slope
24" Wide (min.)
Detectable Warning
Possible Crossing Arm
(location varies)
Back of Curb
Gutterline
Level
Line
12" expansion joint or KT-2
or BT-3 joint when specified.
When a KT or BT joint is
installed at the back of curb,
provide 12" expansion joint at
front or back of the turning space.
12" (max.)
4" min.
6" min.
18"
Provide a minimum 2 foot width of detectable warning surfaces in the direction of
pedestrian travel across the full width of the curb ramp or turning space, exclusive of
curbs or flares.
Provide a minimum of 6 inches of concrete below the detectable warning panel.
Minimum 5 feet by 5 feet. Target cross slope of 1.5% with a maximum cross slope of
2.0%.
If normal sidewalk elevation cannot be achieved with the perpendicular ramp between
the street and landing due to limited ramp length, provide a parallel ramp to make up
the elevation difference between the landing and the standard sidewalk.
The length of the parallel ramp is not required to exceed 15 feet, regardless of the
resulting slope. Do not exceed 8.3% slope for parallel ramps shorter than 15 feet.
If crossing gate conflicts with location of detectable warning or if pedestrian crossing
gate is provided, place detectable warning panel in advance of the crossing gate.
Locate front edge of detectable warning panel 12 to 15 feet from centerline of nearest
rail. Orient truncated domes parallel to the direction of pedestrian travel.
Parallel Curb RampTurning SpacePerpendicular Curb Ramp
P
a
r
a
l
l
e
l
R
a
m
p
(
i
f
r
e
q
u
i
r
e
d
)
St
a
n
d
a
r
d
Si
d
e
w
a
l
k
1'-
0
"
(typ
.
)
Grade Break
Special Shaping
Parallel Curb Ramp: If normal sidewalk
elevation cannot be achieved with the
perpendicular ramp between the street
and landing due to limited ramp length,
provide a parallel ramp to make up the
elevation difference between the
landing and the standard sidewalk.
The length of the parallel ramp is not
required to exceed 15 feet, regardless
of the resulting slope. Do not exceed
8.3% slope for parallel ramps shorter
than 15 feet.
Turning Space: Target slope of 1.5%
with maximum slope perpendicular to the
travel directions of 2.0%. Minimum 5
feet by 5 feet.
Perpendicular Curb Ramp: Target
running slope of 6.25% with maximum
running slope of 8.3%.
Target cross slope of 1.5% with a
maximum cross slope of 2.0%.
Match pedestrian street crossing cross
slope or flatter.
1
2
3
4
3 3
1
2
4
4
5
5
1
2
3
3
2
1
W
Stan
d
ar
d
Side
w
al
k
1'-
0
"
(ty
p
.
)
1'-0"(typ.)
W
Cut panels as required to provide
continuous detectable warning
surface around radius.
Back of Curb
Face of Curb
Parall
el
R
a
m
p
(if requir
e
d)
1
22
W 5'-
0
"
m
i
n
.
Face of Curb
1
2
CLASS A SIDEWALK CURB RAMP
Face of Curb
1
5'-
0
"
m
i
n
.
CLASS A SIDEWALK CURB RAMP ALTERNATIVE
15'-0" min.
5'-0" min
.
5'-0"
mi
n.
Varies
3
3
3
Property Line
12" Expansion
Joint Material
Back of Curb
10:1 max
Property Line
12" Expansion
Joint Material
Back of Curb
Key
Curb Ramp
Turning Space
Detectable Warning
Turning Space: Target slope of 1.5%
with maximum slope perpendicular to the
travel direction of 2.0%. Minimum 5
feet by 5 feet (turning spaces may
overlap).
Perpendicular Curb Ramp: Target
running slope of 6.25% with maximum
running slope of 8.3%.
Parallel Curb Ramp: Target running
slope of 6.25% with maximum running
slope of 8.3%. The length of the
parallel ramp is not required to exceed
15 feet, regardless of the resulting
slope. Do not exceed 8.3% for parallel
ramps shorter than 15 feet.
1
2
2
Grade Break
Grade Break
Grade Break
1
1
1
2
Provide a minimum 2 foot width of detectable
warning surfaces in the direction of pedestrian
travel across the full width of the curb ramp or
turning space, exclusive of curbs or flares.
Grade Break