HomeMy WebLinkAbout2016-08-15-J17 2016 Standard Specs
1
CITY OF WAUKEE STANDARD SPECIFICATIONS
SIGNIFICANT MODIFICATIONS
PERFORMANCE BOND
Par. A. following “stormwater control structures”, “rip-rap” added.
PART 1 - GENERAL CONDITIONS
5. Contract and Bond Requirements: Par. 5.3 following “Subdivider” deleted
“contractor”.
6. General Requirements: Standard organization of construction drawings
Items 6.1.1.1-6.1.1.11 added.
6. As-built plans: Par. 6.9.3 regarding General Permit No. 2 deleted.
6. New Par 6.11 to design all public improvements to survey and coordinate
system State Plane South. Following paragraphs re-numbered.
New Exhibit No. 1 Maintenance Bond added.
PART 2 - DESIGN STANDARDS
INDEX, “12 FIBER OPTIC LINES” added.
2. Pavement gutter grades: minimum and maximum revised.
2. Par. 2.9 Sidewalks and crosswalks to meet requirements of ADA.
2. Par. 2.14 changed to provide subdrain on all public street improvements.
3. Par. 3.2 changed “2’” to “1’”.
4. Par. 4.12 deleted “pipe slope: 10%” and added “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
2
Pipe Diameter Maximum Slope
24 4.3
30 3.2
36 2.5
42 2.0
48 1.7
54 1.4
5. Manholes: Par. 5.3 High point manholes are not allowed added.
9. Par. 9.1 deleted and added “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 USDAS 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”.
12. New section FIBER OPTIC LINES added.
PART 3 - EARTHWORK AND INCIDENTALS FOR PAVEMENT
4. Subgrade Preparation: Par. 4.1 subgrade preparation requirements changed.
6. Par. 6.4, 6.4.1 topsoil depth text revised.
PART 4 – EROSION AND SEDIMENT CONTROL
Part 4 deleted in its entirety. Subsequent sections renumbered.
PART 6 - SANITARY SEWERS AND APPURTENANCES
4. Par. 4.5.6 deleted “or high density polyethylene”.
4. Par. 4.5.6.2 deleted “Concrete adjusting rings:”.
4. Par. 4.5.6.3 deleted.
4. Par. 4.5.6.4 deleted.
11. Par. 11.3.2.6 60” Dia. Minimum Duration (sec.) added.
3
PART 7 – WATER MAINS AND APPURTENANCES
3. Par. 3.1 provide restrained or locked joints on all fittings; Megalug, or approved equal.
5. Par. 5.1.2 deleted “B” from AY McDonald 74701.
12. Par. 12.1 changed to 5’-6” minimum earth cover.
12. Par. 12.13.5 changed to Tracer Wire Receptacle Model TW-18-2.
19. Par. 19.7 and subparagraphs text revised for final flushing options.
PART 10 – PORTLAND CEMENT CONCRETE PAVEMENT
7. Par. 7.5.5 added.
7. Par. 7.5.6 added.
13. Shoulders: new section.
STANDARD DRAWINGS
Std. Dwg. No. 1B Rev. 1 added.
Std. Dwg. No. 10B Rev. 1 added.
Std. Dwg. No. 32 Rev. 1 added.
Std. Dwg. No. 34 Rev. 1 added.
Std. Dwg. No. 37 Rev. 1 added.
Std. Dwg. No. 39 Rev. 1 - Typical Rural Pavement Cross Section new.
END
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
STANDARD DRAWINGS SD-1
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 Sanitary & Storm Plan and Profile
6.1.1.8 Water and Paving Plan and Profile
6.1.1.9 Intersection and Pedestrian Ramp Details
6.1.1.10 General Details
6.1.1.11 Landscaping Plan
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.
General Conditions
1-5
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 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.
6.9.3 Provide as-built location for the ends of all lot services in relation to lot
property corners.
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.
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.
2-1
PART 2 – DESIGN STANDARDS
INDEX
1. GENERAL 7. WATER MAINS
2. STREETS 8. SUMP PUMP DRAIN LINES
3. SHARED USE PATHS 9. SUBDIVISION LOT GRADING
4. STORM SEWERS AND MAINTENANCE
5. SANITARY SEWERS 10. STREET LIGHTS
6. PUMPING STATIONS 11. TRAFFIC SIGNALS
AND FORCE MAINS 12. FIBER OPTIC LINES
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 Stub all utilities a minimum of 1' inside lot line except water services; install
curb stop valve and box on lot lines; provide all lots in subdivision with water,
sanitary sewer and sump pump drain service 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 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.
Design Standards
2-2
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, if requested.
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, 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, 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, if requested.
2.3.5 Construction requirements for reinforced and non-reinforced
portland cement concrete pavement are set out in PORTLAND
CEMENT CONCRETE PAVEMENT.
2.4 Minimum pavement width:
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.
Design Standards
2-3
2.7 Construct streets in accordance with details shown on Standard Drawings;
center pavement on right-of-way, unless otherwise permitted by City.
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 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.
2.15 Provide appropriate street network enhancements based upon projected traffic
volumes warranting additional travel lanes, turning lanes, or signalization.
Design Standards
2-4
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 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
2-7
4.6 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.
4.7 Mean Frequency Distribution for Storm Periods per SUDAS Design Manual.
4.8 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.
4.9 Minimum pipe size: 15" except for intake cross-runs which shall be 12"
minimum diameter.
4.10 No bends or pipe deflections permitted on storm sewers unless otherwise
permitted by City.
4.11 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.
4.12 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
4.13 Curb intakes:
4.13.1 Single, SUDAS Standard Specifications Type SW-501, SW-502, SW-503
or SW-504.
4.13.2 Double, SUDAS Standard Specifications Type SW-505 or SW-506.
Design Standards
2-9
4.18 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.
4.18.1 Tracer wire to be placed on the pipe so it can be located.
4.18.2 Subdrain to be tied into the public storm sewer system or outletted
into a detention facility designed to handle the 100 year storm event.
4.18.3 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.
5.3 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
2-12
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 lot; no slope limit for areas
not disturbed by construction having slopes stabilized by existing vegetation or
rock outcropping.
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.
Design Standards
2-15
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 Design fiber optic lines in accordance with the following standards:
12.2 Conduit: Comply with Iowa Department of Transportation Standard Specifications
Section 4189. 2” diameter, 30” depth.
12.3 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.
Earthwork and Incidentals for Pavement
3-3
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, re-compact and proof roll the next 6” of subgrade; replace,
mix and compact the top 6” of subgrade; proof roll bottom 6” of subgrade with
fully loaded tandem axle dump truck with maximum tandem axle gross weight
of 34,000 pounds immediately prior to placement of top 6” of subgrade;
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.
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.
Earthwork and Incidentals for Pavement
3-7
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
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.
Sanitary Sewers and Appurtenances
6-5
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 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 chimney seals on all sanitary manholes; install internal
chimney seal if manhole is under pavement; install external chimney
seal if manhole is not under pavement.
4.5.7.1 Seals to extend from the manhole frame flange to 3"
below the adjusting rings.
4.5.7.2 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.
Sanitary Sewers and Appurtenances
6-13
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.
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.
Water Mains and Appurtenances
7-2
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.
3.7 Retainer gland: Clow Corporation F-1058, or approved equal.
Water Mains and Appurtenances
7-4
5.1.2 Corporation stops: Mueller H-15000 series, AY McDonald 74701,
Ford F600 through 1-1/4" and Ford FB600 for 1-1/2" and 2", 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 pipe as specified for water main.
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.
Water Mains and Appurtenances
7-8
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.
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.
Water Mains and Appurtenances
7-10
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.
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.
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.
Water Mains and Appurtenances
7-13
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.
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.
Water Mains and Appurtenances
7-14
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.
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
10-12
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.
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.
Portland Cement Concrete Pavement
10-17
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; place and compact in 2 lifts.
SD-1
STANDARD DRAWINGS
DRAWING
NO. TITLE
1A UTILITY SERVICE LOCATIONS
1B UTILITY SERVICE LOCATIONS, REV. 1
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. 1
11 SPECIAL MANHOLE
12 SHALLOW MANHOLE
13 OUTSIDE DROP CONNECTION
14 INSIDE DROP CONNECTION
15 RISER
16 TYPICAL PAVEMENT CROSS SECTION - 26' PAVEMENT
17 TYPICAL PAVEMENT CROSS SECTION - 29' PAVEMENT
18 TYPICAL PAVEMENT CROSS SECTION - 31' PAVEMENT
19 TYPICAL PAVEMENT CROSS SECTION - 41’ PAVEMENT
20 REINFORCING - 26’ PAVEMENT
21 REINFORCING - 29' PAVEMENT
22 REINFORCING - 31' PAVEMENT
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
29 HEADWALL DETAIL
30 FLARED END SECTION FOOTING DETAIL
31 CONCRETE FLUME DETAIL
32 SERVICE CONNECTION, REV. 1
33 STANDARD VALVE MANHOLE
34 HYDRANT, REV. 1
35 THRUST BLOCK DETAILS
36 SUMP PUMP DRAIN LINES
37 SUBDRAINS, REV. 1
38A - 38D SUBDIVISION LOT GRADING
39 TYPICAL RURAL PAVEMENT CROSS SECTION, REV. 1