Resolution 2000-04 Standard Specifications
RESOLUTION FOR THE
CITY OF YORKVILLE
STANDARD SPECIFICATIONS FOR IMPROVEMENTS
Resolution No. g000-y
These standards apply to all infrastructure improvements and may be modified as needed upon the
advice of the City Engineer for special identified situations or conditions. All contractors shall
give the City Engineer's office a minimum 48 hour notice of all work and of all required
approvals. Failure to obtain these required approvals will require extensive testing, removal and
replacement and a ban for a minimum of one year from working on the City's right-of-way.
Subdividers that have been unfaithful in previous City agreements or developments or owe the
City payments will not be allowed to have work performed for them within the public
right-of-way. Resident engineering inspection shall be provided through the City Engineer's office
and all such costs shall be charged to the developer by the City. Required written approvals will
not be given until outstanding bills are paid in full. The developer's improvement letter of credit
or other subdivision securities will also be liable for all such costs. The developer shall be
responsible for layout and staking engineering as well as for record drawings by a registered
Professional Engineer. These specifications for improvements shall become a part of each and
every project approved by the City and no other specifications will take precedence.
All improvements included in the City of Yorkville Standard Specifications for Improvements,
unless noted herein, shall conform to the latest editions of the State of Illinois "Standard
Specifications for Road and Bridge Construction", the "Standard Specifications for Water and
Sewer Main Construction in Illinois", and the "Manual on Uniform Traffic Control Devices", the
"Illinois Procedures and Standards for Urban Soil Erosion and Sedimentation Control" and all
amendments thereto. These documents shall be considered as included within the City of
Yorkville Standard Specifications for Improvements, and in the case of a conflict of requirements,
the most stringent shall apply.
Prior to starting construction of any project, the developer shall attend a pre-construction meeting
and bring a representative from each contractor, a list of all contact persons that can be reached at
any time, and a complete schedule of all work to be performed.
No work is to start until the engineering plans have been approved by the City Engineer and the
City Administrator and the pre-construction meeting has been held. Any changes to the approved
plans must be approved in writing by the City Engineer. The City Engineer or a representative
will, upon discovery of improper material or installation practices, issue a written document to the
contractor, stating that failure to stop and correct such deficiencies will result in the City's refusal
to accept such improvements or to issue any further building permits or to perform required
inspections.
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The subdivider shall obtain and keep in force insurance coverage for Workers Compensation and
�.. Employers Liability, Commercial General Liability, Commercial Automobile Liability, and
Umbrella Liability as described in IDOT's "Standard Specifications for Road and Bridge
Construction". The City shall be named as an additional insured. The insurance coverage shall
remain in effect until the entire development is accepted by the City.
Blasting will not be allowed.
ROADS
All roadways shall conform to the Illinois Department of Transportation(hereinafter termed
IDOT) "Standard Specifications for Road and Bridge Construction" unless modified herein.
Horizontal and vertical geometric for right-of-ways and roadways shall conform to the City
standards listed in Figure 2.
Surface course must not be placed until at least 70% of the adjacent, private improvements are in
place. However, in no case shall the surface course be placed until the binder course has been in
place for at least one full Winter season. In no case shall the surface course be delayed more than
3 years after the binder course has been installed.
The subgrade shall be graded and compacted to a hard, uniform surface, matching the slopes of
the surface course. It shall have no rutting and shall completely drain to the outer edges. It shall
be proof rolled by the contractor with a fully loaded (gravel) 10 cubic yard dump truck and
~' witnessed by and approved in writing by the City Engineer's representative (hereafter termed City
Engineer) before proceeding to build the roadway. All unsuitable subgrade shall be removed and
replaced with compacted, stable clay material or shall be replaced with compacted CA6 limestone
on an approved, non-woven roadway fabric (6.5 oz. min.). Other geo-grids may be required for
certain conditions. All bituminous mixtures shall be delivered and handled so that the bituminous
mixture immediately behind the paver screen is at or above 270 degrees F. All asphalt delivered
to the project shall be covered when the temperature is at or below 70 degrees F.
All subgrades, other than approved granular subgrades, shall be completely covered with a
subgrade fabric, Amoco 4551 or approved equal, with a full 18 inches of overlap. It shall be
placed neat and tight without wrinkles, tears or defects. Construction equipment shall not be
allowed to drive on the fabric until it has a minimum of 4 inches cover of granular base material.
The City Engineer shall approve in writing the subgrade fabric installation prior to placing base
material. The subgrade fabric shall extend a minimum of 12 inches beyond the back of each curb.
In areas where undercutting of the subgrade is required, the bottom of the excavation shall be
lined with a woven geotextile (Amoco 2002 or approved equal) and backfilled with CA-3
aggregate.
The aggregate base course shall be compacted to a minimum of 95% Modified Proctor and shall
be free of all dirt and debris. The base course shall be proof rolled as described above and
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_ Standard Specifications
witnessed by and approved in writing by the City Engineer before proceeding to build the
roadway.
The bituminous concrete binder course shall be placed only upon the written approval of the City
Engineer. All asphalt must be laid utilizing a good quality, properly functioning, tracked or
wheeled asphalt laying machine utilizing fully automatic, electronic sensing control from a
stringline for the initial course and from a minimum 15 foot ski for all other lifts. The bituminous
binder course shall be proof rolled as described above and witnessed by and approved in writing
by the City Engineer before proceeding with the surface course. All repairs must be made as
directed by the City Engineer.
Also, the binder course shall be bump tested by the contractor and witnessed by the City Engineer
and all areas exceeding one half inch bumps, including header joints and any patch joints, shall
receive a leveling course prior to surfacing. Areas of excessive patching will automatically receive
a level course prior to surfacing. Prior to any leveling course or surface course, the streets shall
be flushed clean and free of all dirt and debris. A prime coat will be required. Minimum
temperature requirements for laying asphalt will be 5 degrees F higher than that allowed by IDOT
specifications.
The bituminous concrete surface course Class I shall be placed only upon the written approval of
the City Engineer. All asphalt must be laid utilizing a good quality, properly functioning, tracked
or wheeled asphalt laying machine utilizing fully automatic, electronic sensing control from a
minimum 15 foot ski. The surface course shall be bump tested by the contractor and witnessed by
~' the City Engineer. All bump test penalties specified by IDOT specifications shall be quadrupled
and areas that have an excessive amount of one half inch bumps shall be completely removed and
replaced, not just the bump itself. Minimum temperature requirements for laying bituminous
surface course will be 5 degrees F higher than that allowed by IDOT specifications. The surface
elevation of the asphalt at the concrete gutter shall be 1/4 inch higher than that of the adjacent
concrete. All streets shall have a cross slope of 2% from the centerline to the concrete curb.
Combination concrete curb and gutter will be required on all roadways. All curb and gutter shall
be placed on a base of CA 7 aggregate to a minimum thickness of 4 inches, but in no case shall
the curb and gutter subgrade be higher than 1 inch below the adjacent roadway subgrade. The
height of the gutter flag shall be 10 inches unless directed otherwise by the City Engineer. As
noted previously, the roadway subgrade fabric will extend over the curb and gutter subgrade and
beyond by a minimum of 12 inches. The concrete curb and gutter shall be reinforced with two #4
deformed bars placed 3 inches from the bottom, spaced 12 inches apart centered on the total
width of the curb and gutter. Machine-placed concrete curb and gutter is to be utilized wherever
practical utilizing a minimum class X concrete and a 5% minimum air-entrainment. Plastizers will
be allowed but chlorides will not. An approved spray on curing compound with red fugitive
coloring shall be applied immediately after finishing and a sealer, VWR Meadows TIAC or
approved equal shall be applied after seven days. The resident engineer shall be notified of these
applications and proof of purchase with material specifications will be required. The concrete
curb and gutter shall have the required slip bar expansion joints and 3/4 inch deep sawed
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contraction joints will be required every 15-20 feet within 24 hours after each pour. Minor
�.. honeycombing on the two outer, vertical surfaces will be allowed but they must be patched in an
approved manner and witnessed by the City engineer prior to backfilling. The clay backfill behind
the curb shall be placed and compacted prior to placing aggregate base course.
Roadway extensions and stubs will be required as part of the development with full improvements
where needed for future growth. Additional lanes, access improvements, traffic signalization, etc.
may be required at the developer's expense. The developer shall reimburse the City for two of
each street name and regulatory signs and posts required, and the City will install same. All signs
shall be high intensity as approved by the Director of Public Works. All pavement markings shall
be thermoplastic. The developer shall reimburse the City for the cost of replacing any signs that
are missing, stolen or damaged prior to final acceptance.
Existing roadways running through or adjacent to the development shall be improved by the
developer to comply with these Standard Specifications for Improvements.
Half streets are discouraged but where they are necessary on advise of the City Engineer, the
minimum width street will be 24 feet from the edge of pavement to the back of curb on
the development side of the roadway. Street lighting, sidewalk, and landscaping on the
development side will be required. Temporary tee turn-arounds will be required on all streets
stubbed for future roadway extension as recommended by the City Engineer and shown on the
final plat. Paving for the Tee will extend from right-of-way line to right-of-way line to a length
of 15 feet and two radii of 15 feet. The pavement beyond the road edge shall be 3 inches of
bituminous concrete surface course on a 10" CA6 aggregate compacted base with pavement
fabric. Concrete curb and gutter will not be required around the Tee and sidewalk will not be
required through the Tee. The developer extending the street in the future shall remove the
excess paving and base, place topsoil and seed the area disturbed, construct the additional curbing
so that the curb and gutter is continuous and uninterrupted from one development to another and
resurface for a distance of 30 feet including header joints as approved by the City Engineer.
All new roadways shall be designed in accordance with IDOT Circular 95-11 or the most recently
adopted MOT standard for the design of flexible and full-depth bituminous pavements. In no
case shall the pavement structural elements be less than the following:
LOCAL RESIDENTIAL STREETS
The bituminous concrete surface course shall be a minimum of 1.5 inches in thickness of Class I
mixture. The bituminous concrete binder shall be a minimum of 2.5 inches in thickness.
The aggregate stone base shall be 10 inches in thickness of crushed CA6 gravel or limestone. All
roadways shall be bound with B-6.12 concrete curb and gutter to a width of 30 feet from back of
curb to back of curb. The street radius for all intersecting streets shall be a minimum of 30 feet to
the back of curb.
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Standard Specifications
ESTATE RESIDENTIAL STREETS
The bituminous concrete surface course shall be a minimum of 1.5 inches in thickness of Class I
mixture. The bituminous concrete binder shall be a minimum of 2.5 inches in thickness. The
aggregate stone base shall be 10 inches in thickness of crushed CA6 gravel or limestone. The
street radius for all intersecting streets shall be a minimum of 30 feet to the edge of pavement.
Streets will require a 70 foot minimum dedicated right-of-way with a 50 foot front yard setback.
Twenty-eight (28) feet of actual asphalt with a 25 foot driving area marked by thermoplastic
pavement marking is required. A thirty-two (32) foot width of full depth stone shall be
constructed to provide 2 foot wide stone shoulders at least 12 inches thick. Mailbox turn-outs
will be paved, using driveway specifications to determine thickness.
MINOR COLLECTOR AND INDUSTRIAL ROADWAYS
The bituminous concrete surface course shall be a minimum of 1.5 inches in thickness of Class I
mixture. The bituminous concrete binder course shall be a minimum of 4.5 inches in thickness (2
lifts). The aggregate stone base shall be 12 inches in thickness of crushed CA6 gravel or
limestone. All roadways shall be bound with B-6.12 concrete curb and gutter to a width of 39
feet from back of curb to back of curb. The street radius for all intersecting streets shall be a
minimum of 40 feet to the back of curb.
MAJOR COLLECTOR AND ARTERIAL ROADWAYS
Major Collector and Arterial Roadways are those roadways that carry more than 2500 ADT.
These roadways shall be designed using the referenced IDOT standards based on the approved
traffic study or the minimum standards stated below, whichever is more stringent. The following
design parameters shall be used:
Design period=20 years Class II Road
Traffic Factor Equations for 80,000 #vehicles 2.0% traffic growth rate
Asphalt Cement viscosity of AC-20 Subgrade Support Rating of Fair
The minimum standard for this type of roadway shall be 1.5" of Class I bituminous surface course
over 6.0" of bituminous binder course. The aggregate stone base shall be 16.0" of crushed CA-6
gravel or limestone. All roadways shall be bound with B7.18 concrete curb and gutter to
minimum width of 51 feet from back of curb to back of curb. The street radius for all intersecting
streets shall be a minimum of 50 feet to the back of curb.
An alternative bituminous concrete base may be approved by the City Engineer and B6.18 or
B6.24 may be required based on specific site drainage needs.
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SIDEWALK
Non-reinforced, concrete sidewalks will be required on both sides of all roadways. They shall be
a minimum of 4 feet where 4 feet wide walks now exist, and 5 feet wide in all other locations.
All sidewalks shall be 5 inches in thickness. They will be a minimum of 6 inches in thickness
across driveway approaches. All sidewalks shall have an aggregate base of CA7 with a minimum
thickness of 2 inches (5 inches across driveway approaches). All concrete shall be Class X with a
minimum of 5% air-entrainment. Sidewalks shall slope 2% toward the street. Approved curing
and sealing compounds are required as specified previously for concrete curb and gutter. The
back of the sidewalk shall be placed 12 inches from the right-of-way line unless directed
otherwise. The sidewalk shall have a light broom finish. Formed contraction joints are required
at a spacing of 5 feet. Expansion joint material, one-half inch in thickness and full depth, shall be
placed every 100 feet. The subgrade for the sidewalk shall be uniform, neat and compacted to a
minimum 90% modified proctor.
Spalling or chips will not be allowed to be patched. All such areas will be removed from
contraction joint to contraction joint and replaced. All sidewalks will be in place prior to
acceptance of the public improvements by the City which includes in front of vacant lots. These
areas must be protected during future construction.
No sidewalks are required in Estate-residential subdivisions. However, in the event sidewalks are
not provided, a paved trail that abuts every lot must be provided that meets the City's standards,
specifically a 10 foot width with an exit and entrance identification, consisting of 2 inches of
asphalt on 8 inches of CA6 aggregate. Dedicated easements at least 15 feet wide must be
provided for the trail.
DRIVE APPROACHES
Drive approaches must be constructed to one of the following:
1. 6 inches, minimum of Class X concrete with a minimum of 5% air-entrainment over 6
inches minimum CA6 aggregate base over a 90% modified proctor compacted subgrade with
curing and sealing treatments as specified above under concrete curb and gutter. Expansion joint
material, one half inch thick and full depth, shall be installed at the curb and at the sidewalk.
2. 2 inches, minimum of Class I bituminous concrete surface course over a minimum base of
8 inches of CA6 aggregate over a 90% modified proctor compacted subgrade. The concrete
sidewalk will be constructed through the drive approach and any construction damage to the
concrete sidewalk or curb will cause removal and replacement of those improvements. Drive
approaches will not be constructed steeper than 8%.
3. In Estate-residential subdivisions, all driveways must be paved with brick, asphalt or
concrete, and must have a concrete culvert with flared end sections. Culvert diameter shall be 12
inches or greater, as required by the City.
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PARKWAYS AND PARK SITES
All parkways and park sites shall be landscaped in accordance with the City's Landscape
Ordinance as amended from time to time.
STREET LIGHTING SYSTEM
All streets shall have a complete street lighting system designed by a professional engineer. A
street light will be required at all intersections, all curves, at all ends of cul-de-sacs and at a
maximum spacing of 300 feet. In Estate residential subdivisions, street lights shall be required
at intersections and at a maximum spacing of 500 feet, with lights also placed at curves and at the
end of dead-end streets. The poles shall be concrete with butt type foundations. The City
Engineer may require a streetlight to be placed at other points as may be necessary in the public
interest in unusual or special conditions. They shall be located at side lot lines and on the
opposite side of the street from the watermain wherever possible and shall be set 2 feet from back
of curb to face of pole. Occupancy permits can not be issued until all streetlights in that phase of
the development are installed, complete and operational.
Light Distribution: Luminaries of the Type II distribution as approved by the Illuminating
Engineering Society (herein termed IES) shall be used except at intersections where Type II or
Type IV IES distribution shall be used. The City Engineer may designate that IES Type V
distribution luminaries be used in the public interest under unusual or special conditions.
Individual Control: On individual control of lights, the photoelectric control shall be mounted
on top of the luminare.
Line Drop: Voltage drop shall be no greater than 3% from power supply to last unit with no
wire size smaller than No.10 Type RHH or RHW underground Service Cable (USE) All street
lights, shall operate at 120 volts except for those on major streets.
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Power Supply Location: Connection to the power supply shall be made to comply with
Commonwealth Edison Company rules and regulations as amended from time to time.
Conduit: All driveways, street and sidewalk crossovers shall have 2" BID PVC conduit used as a
raceways for underground cable.
Underground Cable: All underground cable shall be placed in a 1 1/2" unit duct and buried at
least 30 inches below the normal finished grade.
Splices: All cable on the underground cable section shall be continuous and no splicing shall be
made underground. All necessary splices shall be made above ground level.
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Underground Cable Location: Underground cable shall be installed in a trench not less than 2
�.. feet from the back of the curb except that in no case shall the underground cable be installed
under the sidewalk.
Grounding: The grounding of the streetlight fixture and arm shall be in accordance with the
locally adopted electrical code.
Fusing: All underground feeders shall be fused at or below their rated capacity. Each standard
shall contain in-line fuse holders with proper fusing in series with each underground conductor to
protect the luminare located on that pole.
Streetlight Standard and Bracket:
Local and collector streets shall use 906 B 19-AD4, American Concrete Company pole and
bracket, or approved equal. Luminare shall be mounted 19'9" above the street, shall have a 4 foot
arm and shall be buried a minimum of 5 feet below grade and backfilled with crushed CA6
limestone watered and compacted around the butt of the pole. The bracket is to be furnished with
the P ole.
The luminare shall be a General Electric Company No. C 728 N 609, or approved equal with
1-1/4" side mount built-in ballast. The Luminaries shall be fitted with General Electric Company
"Lucalox" high pressure sodium LAMPS LU150/55/D, or approved equal, with GE company
ANSI specification "S55" high pressure sodium ballasts, or approved equal, or American Electric
13-56262-6/113-55962-6.
Mayor Streets: The lighting pole will be fabricated from weathering steel with a minimum yield
strength of 50 ksi. It shall have a weathering characteristics of ASTM-A588 or A606.
The pole and luminare arm will have only one longitudinal seam weld. The pole and luminare arm
will be in one piece; absolutely no multi-sectional welded or slip fit design poles will be allowed.
The pole shall have an octagonal 8 sided cross section. After fabrication, the complete pole and
luminare arms will be sandblasted to a near white finish. The installing contractor will be careful
to clean the pole of all dirt and oil prior and after erection of the pole to insure uniform
weathering. All connecting hardware will be stainless steel.
The pole will be designed to hold the luminare arms as indicated on the plans in accordance with
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the latest edition of the Standard Specifications for Structural Supports for Highway Signs,
Luminaries and Traffic Signals as written by the American Association of State Highway and
Transportation Officials. The design wind velocity will be 80 MPH with a 1.3 gust factor.
The light standard shall be designed to hold 2 luminaries weighing 64 pounds each and will a
projected area of 2.3 square feet with a design wind velocity of 80 MPH and a gust velocity of
104 MPH. The pole design shall meet the latest edition of specifications for luminare standards as
published by AASHTO. A complete set of calculations shall be submitted along with catalog cuts
and drawings of the pole and luminare.
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The pole shaft shall be fabricated from steel conforming to ASTM-A588 or A606. The base plate
shall be fabricated from steel conforming to ASTM-A588. There will be a 4 inch by 6 reinforced
hand hole 1 foot up from the base of the pole. Pole sections shall 11 GA. Each pole shall be
supplied with 1 or 2 lighting arms as required. Lighting arms shall be attached with a 2 bolt
"simplex" bracket. Lighting arms shall be 6 sided, fabricated as shown on the standard drawing.
Each arm shall be provided with a 2 inch ID by 7-1/2" long tendon. The luminaries shall be
installed 8 feet from the pole. The base will be 13-1/2" square, 3/4" thick with a minimum 5 inch
diameter hole. The base plate will have four 13/16" holes on 13-3/4" bolt circle to attach to the
anchor bolt foundation. All pipe shall be Yoloy, or approved equal, weathering steel pipe. Each
pole shall be connected to the ground by means of a copper wire of the#10 size and shall be
welded to the inside wall of the pole and connected to a 5/8" diameter, 8 foot long copper clad
steel ground rod. The upper end of the ground rod shall be at least 1 foot below finished grade.
The foundation shall•be concrete foundations, Type E,24 inch as specified in the Standard
Specifications for Road and Bridge Construction, current edition as adopted by IDOT.
The luminare shall be baked-on bronze, Acrylic enamel American Electric No. 153-63L2-6J with
a high pressure sodium lamp 240 volt operation, 310 watt, or approved equal. A computer
printout will be required to establish spacing, wattage, and mounting height. The standards for
lighting levels shall be those recommended by the IES minimums and maximums.
Underground cable from the power supply to the pole base shall be rated USE Type RR,#10
minimum, but shall be validated by an approved electrical analysis.
Wire installed from the hand hole in the base of the pole to the photocell and luminare shall be
#12 type RHW.
Streetlight standards, luminaries, ballast, lamps and cables shall be guaranteed by the manufacturer
or distributor for its proper use for one year from the date of acceptance.
Testing: The subdivider shall manually trigger the photocell in order to have each street light
burn continuously for at least 48 hours. During this burn test, amperage readings shall be taken
and must be within 10% of the connected load based on equipment ratings.
Parking Lot Lighting: Parking lots in areas zoned business, residential, or office-research shall
be provided with lighting necessary to achieve a minimum average of 2.0 foot-candles as
measured across the entire parking lot, and a maximum of 1.0 foot-candles as measured at the
adjoining property lines. Parking lots in areas zoned manufacturing shall have a minimum average
lighting intensity of 1.0 foot-candles per square foot. Lighting shall be designed to avoid casting
direct light or glare onto adjacent residential property.
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STORM SEWER SYSTEM
A complete storm sewer system shall be required consisting of closed conduits to an approved
storm water storage system. All storm sewers within the public right-of-way and in easements
parallel to and adjacent to public right-of-way shall be reinforced concrete pipe (RCP) with a 12
inch minimum diameter. Storm sewers in rear yards and side yards may be high density
polyethylene(H.D.P.E) of a manufacturer and design to be approved by the City. All roadways
will have a system of inlets/catchbasins tied directly to the storm sewer. These storm water
collection locations will be on both sides of the street with a maximum longitudinal flow interval
of 300 feet. All such collection points will be an inlet except the last structure before entering a
storm sewer main shall be a catch basin with a 2 foot sump. Catch basins or open-lid structures
shall not be located over the sewer main. Inlets and catch basins shall have 4 required weep holes
(2" diameter) with an approved drainage fabric covering. All backfill is to be a CA7 aggregate.
All storm sewer roadway crossings from structure to structure must be backfilled with CA7
aggregate and completely encapsulated in an approved drainage fabric. In this manner the curb
subgrade, the storm crossings and the inlets and catch basins create a roadway underdrain system
for longer roadway life.
If subgrade conditions are excessively sensitive to moisture or other special conditions, a capped,
perforated plastic underdrain may be required under the curb and gutter. All storm water
conduits 12" diameter and larger shall be internally televised in color just prior to City acceptance
and shall be free of defects, sags, dirt and debris. All parking lots shall be drained internally and
directed b pipe to the storm sewer. Storm sewers shall extend to the limits of the development
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with proper sizing as approved by the City Engineer based upon current and future runoff
conditions, to pick up and safely carry through the development any and all upstream bypass
flows.
All new homes with basements or crawl spaces shall have a direct, underground conduit to the
storm sewer system. Fill-in lots in areas with no storm sewer within 500 feet shall not be required
to have this direct connection. Minimum depth of cover for these lines shall be 30 inches. All
discharges shall have an approve automatic diverter valve immediately outside the house and a
check valve inside the house. Multiple collection lines of 4 inch and 6 inch HD PVC will be
allowed by an approved design. Terminal and junction points shall be at 2 foot diameter precast
concrete inlets with open-lid castings. The pipe from the house shall be a 2 inch minimum HD
PVC with cemented joints. The connection to the storm sewer shall be through a neat, tight
fitting, bored hole into the concrete pipe. After insertion of the sump pump discharge pipe into
the concrete storm sewer pipe, the joint shall be sealed with hydraulic cement. In no case shall the
sump pump discharge pipe extend beyond the inner surface of the concrete storm sewer pipe.
Connections, however, shall be into a structure where ever practical.
Individual storm sewer services shall not be required in areas of the development where soil and
ground water conditions indicate that sump pumps would run very infrequently. If the developer
does not wish to install storm sewer services, he shall perform soil borings at regular intervals
(300' to 400' grid typical) during the final plan preparation stage to determine soil types and
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ground water elevations. Boring locations are subject to approval by the City. Each boring shall
extend at least 20 feet below existing ground elevation and be referenced to the development
benchmarks. If the boring logs show granular soil and also show ground water elevations at least
5 feet below planned basement floor elevations, then individual storm sewer services shall not be
required in that area of the development. During excavation of every basement in that area, the
developer shall verify (with City representative present)that the granular soil and deep ground
water conditions exist. If either condition is found not to exist at a building location, the
developer shall construct a storm sewer service to that building in conformance with these
Standard Specifications.
The design of the storm water collection system shall be for a 10 year storm running just full. The
only exception to this is where the receiving storm water system has less capacity and here the
new system of conduits shall be designed for a 5 year event running just full. The minimum
velocity shall be 2.5 fps and the maximum shall be 8 fps. The storm sewer pipe shall have a
minimum cover of 3 feet. Storm sewer manholes shall be 5' in diameter and constructed of
reinforced concrete and shall be placed at a maximum spacing of 500 feet. The use of adjusting
rings is limited in height to 8". Inlet and/or catch basin frames and grates shall be Neenah No.
3015, East Jordan No. 7010, or approved equal.
Where a continuous grade is carried across an inlet or catch basin casting, the open vaned cover
shall be used, Neenah No. R-32868V, East Jordan No.EV-7520, or approved equal. All
manholes castings shall be Neenah No. R-1030, East Jordan No. 105123 and type B cover, or
approved equal. All type B covers shall have "City of Yorkville" and "Storm" cast into the top
and shall be the concealed pickhole type. All sections of the manholes shall be completely sealed
with butyl rope including the casting. Manholes shall not be allowed in the pavement, curb and
gutter or sidewalk. All flared end sections 15" or larger shall have grates.
In Estate residential developments, a ditch shall be required on both sides of the street and shall
have a minimum profile slope of 1% (side slope 4:1 on the street side, and 3:1 on the lot side).
The storm water storage system shall be designed utilizing a modified Rational method as follows:
1. Q=(Cm)iA where a run off co-efficients or Ca is calculated for the site based upon actual
proposed surface coverage. Cm then equals 1.25 times Ca.
2. The following run off co-efficients shall be utilized as minimums:
Surface C
Grass .50
Asphalt/Concrete .98
Roof 1.00
Detention/Retention 1.00
3. The maximum release at the designated 100 year level is 0.15 cfs/acre. The City Engineer
shall reduce this allowable release rate where the downstream accepting system is experiencing
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Standard Specifications
drainage problems such as the Elizabeth Street swale where all receiving discharges are limited to
0.10 cfs/acre. The outlet structure design shall address the 2 year(0.04 cfs/acre) and the 25 year
(0.08 cfs/acre) storm control in addition to the 100 year event.
4. The minimum size restrictor shall be a 4 inch by 12 inch long HD PVC pipe. The design
must be designed for easy maintenance and cleaning during a storm event. The discharge shall be
directly to a downstream storm sewer if one is available within a reasonable distance. If not, the
discharge will be to the surface with approved energy dissipation and downstream erosion
protection.
5. The rainfall intensities to be utilized are those established by the Illinois State Water
Survey's Bulletin#70 as amended for the specific City of Yorkville area. In designating the
required storm water storage volumes, the maximum value calculated using the various events
shall be utilized. See Figure 3 for a sample calculation.
6. The storm water storage areas must have a containment for 12 inches of additional storm
water storage with an approved calculated overflow area at 6 inches above calculated 100 year
elevation. This overflow shall have an erosion concrete curtain wall with a minimum thickness of
8 inches, a minimum depth of 3 feet below grade and a length to extend a minimum of 4 feet
beyond the limits of the overflow on either end. This wall is not to be formed but is to be .
trenched or excavated into natural soil or into the compacted fill and is to be finished flush to the
ground.
7. The storm water storage areas will not be accepted by the City or included in calculations
for park land donations. However, the City may elect to accept such areas if they are combined
with a park area that meets the requirements as specified in the attached exhibits. Should the City
not accept the storm water storage area, the area will need to be covered by an easement,
including access thereto, such that should the private ownership not maintain said area as
necessary, the City can cause such corrections and bill the owner including any and all
administrative costs. The engineering plans shall have a full sheet dedicated to the soil erosion
and sedimentation control requirements for the development including silt fencing, straw bales,
drainage fabric, etc. Failure to properly maintain this system may result in major storm sewer
cleaning within the site and in the offset storm system. The City reserves the right to place a hold
on all building permits and inspections. Keeping the streets clean is part of this plan and failure to
do so will result in these actions. The engineering plans shall have a one or more full sheets
dedicated to the final grading of the entire site. The minimum grade for all grass areas shall be
2% except that swale areas may be at 1% if it is over an approved, piped underdrain. Slopes shall
be shown with arrows at all locations from all break points. A grading plan on an 8-1/2" x 11"
paper for the actual building must be submitted for each building permit submitted and will
become a part of the building permit. All top of foundation elevations will be a minimum of 2
feet, and a maximum of 3 feet above the street centerline elevation measured at the center of the
lot in question unless the City Engineer directs otherwise based on site specific conditions.
Drives must be at a minimum slope of 2% and a maximum slope of 8% toward the curb flow line
from the garage. When the forms for the foundation are ready to pour, a top of foundation
�.
-S12-
Standard Specifications
elevation and location certification of a registered surveyor or engineer, as approved by the
building inspector, is required prior to pouring the concrete into the forms. The tolerance here is
0.15 feet lower and 0.5 feet higher, and behind all applicable setback and easement lines.
Requests for an occupancy permit must include an as-built grading plan signed and sealed by a
registered land surveyor showing the original approved grades and slopes along with the actual
grades just prior to the occupancy permit request. The actual grades must fall within a tolerance
of 0.15 feet in order to receive an occupancy permit. Top soiling and seeding or sodding, if
applicable, must be in place prior to the final grading plan. All City incurred costs of reviewing
these grading plans shall be the responsibility of the developer. Note that specific building codes,
ordinances and permitting procedures which may be established by the City shall supersede these
requirements.
8. The storm water areas shall be designated according to the guidelines below. In addition
to these standards, the City may require that stormwater detention and retention facilities
incorporate currently acknowledged Best Management Practices to improve stormwater quality.
A. Storm Water Retention (Wet Ponds)
These areas shall be designed to a minimum depth below normal water levels of 6
feet. If fish life is to be maintained, 25% shall be to a minimum depth of 12 feet. These areas
must have a safety shelf 3 feet in width at a depth of 2 feet below the normal water elevation. The
slope to the bottom of the lake is 2:1 and the slope up from the lake is a maximum of 3:1. All
storm water inlet points must have calculated desilting basins below the required 6 feet of depth.
The developer shall provide a soils report prepared by a licensed professional engineer to
determine whether or not lake lining will be required. Vertical or nearly vertical edge treatment
will require an approved method allowing a child to easily climb out of the water.
B. Storm Water Detention(Dry Ponds)
These areas shall be designed with a 2 year low flow underdrain system so that
ponding beyond the storage does not occur and that a good stand of grass can be maintained.
The slopes shall be a minimum of 2% except that a slope will be allowed directly over the
underdrain pipes. All incoming and outgoing conduits shall have concrete flared end section or
poured in place headwall with grates. 2 foot inlets can be placed over the low flow pipe. The
maximum water depth below the HWL shall be 4 feet.
9. The storm water storage shall be independent of the major watercourses with the
allowable design discharge into said watercourse. Bypass flows from upstream areas should
bypass the storm water storage facility where practical. The entire development shall be
examined under the premise that all storm sewers are blocked and full when a 100.year event
occurs and the development can pass these flows without flooding homes. All overflows are to
be contained within the right-of-way or where absolutely necessary through special drainage
easements. All buildings shall have the lowest water entry a minimum of 18 inches above the
elevations determined for this bypass situation.
-S13-
Standard Specifications
10. Storm water detention shall not be required under the conditions listed below. The City
reserves the right to require detention on any parcel of land if special circumstances exist, and to
require that sewer be constructed as necessary to carry away the storm water.
a) Proposed development or re-development of the existing lots zoned single-family
detached or duplex residential less than 2.5 acres in gross area.
b) Proposed development or re-development of existing lots zoned other than
single-family detached or duplex residential that are less than 1.25 acres in gross
area.
WATER SYSTEM
1. All watermains shall be Class 52 ductile iron pipe conforming to the latest specification
requirements of ANSI A21.5.1. Mains shall be cement lined in accordance with ANSI A21.4
Fittings shall conform to ANSI 21.10. Gate valves shall be resilient wedge type conforming to the
latest revised requirements of AWWA specification C509. All water mains are to be polyethylene
wrapped. Main-line valves 10" diameter and larger are to be installed in a vault. Smaller main-line
valves shall either be installed in a vault or have a Trench Adapter valve box similar to those used
at fire hydrants. No vaults or valve boxes shall be in the pavement or sidewalk.
2. Water services up to 3" diameter shall be type "K" copper conforming to the latest revised
specification requirement of ASTM B88. Minimum size for residential units shall be 1" in
diameter. Corporation stops shall be McDonald No.4701, Mueller H-15000, or Ford F-600.
Curb stops shall be McDonald No. 6104, Mueller H-15154, or Ford B22-333M with Minneapolis
° pattern B-boxes similar to McDonald N.5614 or Mueller H-10300.
3. Minneapolis type B-boxes shall be installed in the right-of-way but not in the sidewalk or
driveway.
4. Fire hydrants shall be one of the following:
1. Clow F-2545 (Medallion)
2. Mueller A423 (Centurion)
3. East Jordan 5-BR
4. Waterous WB-67-250
Hydrants shall have a 5 1/4" main valve assembly, one 4 1/2" pumper nozzle and two
2 1/2" hose nozzles with national standard threads, a national standard operating nut, and above
ground break flange. The installation of the hydrant shall conform to AWWA 600 standards.
Auxiliary valve boxes shall either be Trench Adapter Model 6 by American Flow Control, Clow
F-2546 with F-2493 cover, or approved equal. For valve boxes other than those by American
Flow Control, the box shall be attached to the hydrant barrel with grip arms as manufactured by
BLR Enterprises, or approved equal.
5. Inspections and Installation
All water.mains shall be designed and installed in accordance with the Standard
Specifications for Water Mains in Illinois. Upon completion, water mains shall be subjected to
-S14-
Standard Specifications
hydrostatic pressure test of 150 psi average for up to 4 hours. Allowable recovery shall conform
to the Standard Specifications for Water& Sewer Main Construction in Illinois. The water
operator in charge or person authorized by the water operator in charge shall be present during all
testing. The developer shall use the pressure gauge supplied by the City for the test.
6. New water main shall be disinfected in accordance with AWWA standard C601. Water
will be tested to assure that 50mg/1 of CL2 is in disinfected water. Sampling shall be taken by
water operator in charge or persons authorized by the water in charge. Water must pass two
consecutive days of sampling tests by a state approved lab.
7. Water mains shall be minimum 8 inches internal diameter with a cover of 5 feet 6 inches
below finished grade. Watermain stubs to hydrants shall be at least 6 inches internal diameter.
City water mains and hydrants shall be placed on the North and West sides of the streets unless
approved otherwise by the City Engineer. Valves shall be installed each second consecutive
hydrant, at intersecting lines, and other locations as required, such that a minimum number of
services will be affected during a main isolation.
Fire hydrants shall be installed throughout the subdivision at each intersection and at intervals not
exceeding the requirements of 2 fire hydrants serving any point of any building or 300 feet along
the roadway, which ever is more stringent. Special conditions may dictate a closer spacing as
approved. Fire hydrants shall be located on the property line except at corners and shall be set 2
feet minimum and three feet maximum from the curb back to the face of the pumper nozzle.
Where there is no curb and gutter, the face of the pumper nozzle shall be located 5 feet from the
~ paved road edge. Center line of pumper nozzle shall be between 18 inches to 20 inches above
finished grade line (sidewalk to curb).
Base elbow of hydrant shall be properly thrust blocked and shall be provided with clean, washed
CA7 aggregate and polyethylene covering. All hydrants and any adjustment fittings shall receive
1 field coat of red paint as recommended by the manufacturer prior to final acceptance.
8. All tees, bends, fire hydrants and valves shall be adequately blocked with pre-cast blocks
and poured in place thrust blocking against undisturbed earth.
9. Services shall be equipped with corporation stop, curb stop and buffalo box. The buffalo
box shall be set in the parkway on the centerline of the property approximately centered between
the back of sidewalk and the adjacent right-of-way line. Service trenches beneath or within 2 feet
of proposed driveways, sidewalks, or other pavements shall be backfilled full-depth with
aggregate. Except as permitted below, the underground water service pipe and the building drain,
or building sewer, shall be not less than 10 feet apart horizontally and shall be separated by
undisturbed or compacted earth. The water service pipe may be placed in the same trench with
the building drain and building sewer if the conditions listed below are met:
A. Local conditions prevent a lateral separation of ten feet: and
-S15-
Standard Specifications
B. The bottom of the water service pipe at all points shall be at least 18 inches above
the top of the sewer line at its highest point. All water and sewer services must be
inspected and approved by the building inspector prior to backfilling: and
C. The water service pipe shall be placed on a solid shelf excavated at one side of the
common trench and shall have no joints from the buffalo box to the water meter
inside the house; and
D. The material and joints of sewer and water service pipe shall be installed in such a
manner and shall posses the necessary strength and durability to prevent the escape
of solids, liquids and gases there from under all known adverse conditions such as
corrosion, strains due to temperature changes, settlement, vibrations and
superimposed loads.
10. Depth of bury shall be 5'6" below finish grade. No joints will be allowed between the
corporation stop and the curb stop.
11. All watermain shall be looped and double fed and shall be extended to the far limits of the
development and in size appropriate for future development as directed by the City Engineer.
Recapture and oversizing may be applicable.
SANITARY SEWER SYSTEM
A complete sanitary sewer system is required for all new developments. The minimum internal
size of sanitary sewer main shall be 8 inches in diameter. The top of the sewer main shall be a
minimum of 3 feet lower than the lowest floor elevation at all service connection locations but not
less than 8 feet below finished grade wherever possible. Should the sewers serving a particular
development not be deep enough to serve the basement as noted above then overhead plumbing
will be required. However, all levels of the building must be served by gravity with only the
below grade levels being served by a pump unit. The City Engineer may require that certain
buildings not have subgrade levels due to special situations.
The sanitary sewer shall be extended to the development's far extremes as directed by the City
Engineer for proper and orderly growth. The City Engineer will also direct the sizing and grades
for the sewer so as to fit the overall plan for the City. The City strongly discourages the use of lift
stations, but if the City Engineer approves the use of a public lift station, the following shall be
required as a minimum:
A. The pumps shall be submersible with a back up pump and well designed wet well.
B. The station building shall be a brick structure with conventional pitched roofing
and paved access. The building shall comply with all BOCA regulations, and shall
be heated and ventilated. The subdivider shall follow normal building permit
procedures and pay the normal fees for construction of the lift station building.
�.. -S16-
Standard Specifications
..� C. The unit will be equipped with a back-up power source utilizing natural gas as a
fuel and can operate on manual or fully automatic mode complete with a variable
exercise mode.
D. The motor control center shall have a solid-state duplex logic. Sewage level in the
wet well shall be measured with a pressure transducer. A dial-out alarm system
matching that currently in use in the City shall be provided.
E. The City Engineer must approve any and all lift stations and may require other
improvements.
F. There shall be a good quality noise control and all electronic components shall be
explosion-proof.
G. Forcemains shall be sized to carry the initial, intermediate, and ultimate flow rates
from the tributary area at a velocity of between 3.0 and 6.0 feet per second.
Material shall be watermain quality Ductile Iron with polyethylene encasement.
Gate valves in vaults shall be constructed in the forcemain at intervals not
exceeding 600 feet to allow quick isolation in the event of a leak. Blow-off valves
in vaults shall be constructed at high points in the forcemain, and shall discharge to
sanitary sewers where possible. Forcemains and shall be tested at 150 psi for 2
hours similar to watermain testing.
H. The subdivider shall maintain an inventory of each size and type fuse, relay, and
other plug-in type devices used in the lift station motor control center as
recommended by the manufacturer. These items shall be housed in a wall
mounted metal cabinet. The subdivider shall also supply a heavy duty
free-standing metal shelf with not less than square feet of shelf space, and one (1)
fire extinguisher rated for Type A, B, and C fires.
I. The subdivider shall provide start-up training to the Public Works Department
personnel, and shall provide three(3) sets of Operations and Maintenance Manuals
for all equipment at the lift station.
Sewer construction can not start until the City Engineer has been notified by the Illinois
Environmental Pollution Agency(IEPA) that approvals have been secured. Sanitary sewer pipe
shall be PVC plastic pipe with a minimum SDR 26. All pipe and fittings shall be pressure rated in
accordance with ASTM D-2241 and ASTM D-3139 (per AWWA C-900) for sizes 6-15 inches.
Solvent joints are not permitted. Sewers may be curved if properly held in position to a minimum
radius of 300 feet.
All public sanitary sewers will be air and mandrel tested by the developer, at his expense, under
the supervision of the City Engineer. One copy of the report shall be forwarded to the
Yorkville-Bristol Sanitary District and one report shall be forwarded to the City Engineer.
All testing will be done in conformance with the "Standard Specifications For Water and Sewer
Main Construction in Illinois", current edition.
All public sanitary sewers shall be internally televised in color and recorded on video tape and
`.,
-S17-
Standard Specifications
written log by the developer, at his expense, under the supervision of the City Engineer, to insure
... that the sewers are straight, unbroken, tight and flawless. There must be good quality lighting for
a sharp and clear image of all sewer segments. Poor quality images will result in re-televising the
system at the developer's expense. The video tape must clearly mark the segment being televised
through manhole numbering and the image must clearly identify the footage as it progresses
through the pipe. One copy of the complete video tapes and written log shall be forwarded to the
Yorkville-Bristol Sanitary District, and one complete set shall be forwarded to the City Engineer.
All manholes will be required to be internally vacuum tested by the developer, at his expense,
under the supervision of the City Engineer. This test will check the integrity of the complete
structure from the invert to the casting including all adjusting rings. One copy of the test results
shall be forwarded to the Yorkville-Bristol Sanitary District and one copy shall be forwarded to
the City Engineer. Vacuum testing of each manhole shall be carried out immediately after
assembly backfilling, and rough grading, and shall be witnessed and approved by the City
Engineer. All lift holes shall be plugged with an approved non-shrinking grout. No grout will be
placed in the horizontal joints before testing. All pipes entering the manhole shall be plugged,
taking care to securely brace the plugs from being drawn into the manhole. The test head shall be
placed at the inside of the top of the casting and the seal inflated in accordance with the
manufacturer's recommendation. A vacuum of 10 inches of mercury shall be drawn and the
vacuum pump shut off. With the valve closed, the time shall be measured for the vacuum to drop
to 9 inches. The manhole shall pass if the time is greater than 60 seconds for a 48 inch diameter
manhole, 75 seconds for a 60 inch manhole and 90 seconds for a 72 inch manhole. All manhole
castings shall be Neenah No. R-1030 frame, East Jordan No. 105123, and Type B cover, or
approved equal.
If the manhole fails the initial test, necessary repairs shall be made with a non-shrink grout while
the vacuum is still being drawn. Retesting shall proceed until a satisfactory test result is obtained.
If the rim of a sanitary manhole needs to be reset or adjusted after successful vacuum testing, but
before expiration of the one-year warranty period, it shall be sealed and adjusted properly in the
presence of the City Engineer. Failure to do so will require the manhole to be vacuum tested
again.
All manhole frames shall be Neenah No. R-1030, East Jordan No. 105123, or approved equal
with Type B covers. All Type B covers shall have "City of Yorkville" and "Sanitary" cast into the
lid and shall have concealed pickholes with a machined surface and watertight rubber gasket seals.
All manhole segments including the frame and adjusting rings shall be set with butyl rope joint
sealant. Manholes shall be minimum 4-foot diameter and shall not be located in pavement, curb,
& gutter, or sidewalk.
All sanitary sewer manholes shall be provided with approved cast in place rubber boots (flexible
manhole sleeve) having a nominal wall thickness of 3/16" with a ribbed concrete configuration and
with stainless steel binding straps properly sized and installed for all conduits.
All manholes shall be reinforced precast concrete and shall be located at intersections and spaced
�.. -S18-
Standard Specifications
at a maximum interval of 300 feet except that a closer spacing may be required for special
conditions. The maximum allowable amount of adjusting rings shall be 8 inches in height using as
few rings as possible.
All manholes shall be marked at the time of construction with a 4 inch by 4 inch hardwood post
neatly installed vertically and with a minimum 3 feet bury and a minimum 4 feet exposed. The top
1 foot of the post shall be neatly painted white.
Wells and septic systems are allowed in Estate-residential developments that are not within 250
feet of water and/or sewer service. When each lot is within 250 feet of water and/or sewer
service that lot may maintain their septic and/or well only until failure of the septic or well. At
that time the lot must, if within 250 feet of the sewer and/or water line hook-up to the sewer
and/or water as the case may be, connect to the City utilities at the lot owners sole expense. After
connection to the City Sanitary Sewer System, individual septic fields shall be abandoned by
pumping out the tank, knocking in the cover, and filling with dirt or stone in accordance with
Health Department regulations.
TRAFFIC STUDY
A traffic study may be required and shall include:
1. Levels of service for existing conditions.
2. Level of service for post-construction conditions.
3. All calculations shall be conducted according to the "Highway Capacity Manual".
4. Recommendations as to additional/limited access, additional lanes, signalization,
etc.
The need or requirement for a traffic impact study shall be determined during the concept or
preliminary planning stage of the proposed development. The developer/subdivider shall meet
with City of Yorkville officials during one of these stages for the purpose of determining the
traffic study requirements. When the City of Yorkville requires that a traffic study be prepared
based upon the above, the study shall include, but not be limited to addressing the following
issues:
INTRODUCTION: A general description of the proposed development including it's size,
location, the political jurisdiction in which the site is located, the boundary limits of the study area,
and, any other information needed to aide in the review of the development's traffic impacts.
PROJECT DESCRIPTION: A description of the existing and proposed land uses of the
development. (If alternative land uses are being proposed, the highest trip generation uses shall
be assigned for each land use).
_S19-
Standard Specifications
SITE ACCESSIBILITY: A clear and concise description of the proposed ingress/egress points
�. to the proposed development including a sight distance analysis.
EXISTING EXTERNAL ROADWAY NETWORK: A description of the existing external
roadway networking the vicinity of the proposed development to include functional classification,
primary traffic control devises, signalized intersections, roadway configurations, geometric
features (curves and grades), lane usage, parking regulations, street lighting, driveways serving
sites across from or adjacent to the site, and right-of-way data. (The area of influence shall be
determined by the traffic generated from the site, the trip distribution of traffic, and the trip
assignment of the traffic generated by the development over the surrounding area road network).
EXISTING AM, PM AND TOTAL DAILY TRAFFIC VOLUMES - Existing AM, PM and total
daily traffic volumes for access driveways (if existing), intersections and the roadway network in
the site vicinity shall be determine and displayed on a graphic(s) in the final report. To determine
AM and PM existing traffic volumes, machine counts and/or manual counts shall be conducted
during a three hour period of the morning between approximately 6:00 PM to 9:00 PM of a
average or typical weekday, and between approximately 3:00 PM to 6:00 PM on an average or
typical weekday. Peak hour counts may be required on Saturday and/or Sunday depending on the
proposed land use. All AM and PM peak hour counts shall be recorded and summarized in 15
minute increments and included in the Appendix of the final report. Manual counts shall include
vehicle classifications, i.e. passenger cars, single=unit, multi-unit trucks and buses. Traffic counts
shall show both entering and exiting traffic at the proposed access points (if existing) in addition
to turning and through traffic movements at critical intersections.
TRIP GENERATION RATES AND VOLUMES - Trip generation rates and volumes for each
type of proposed land use shall be determined for the AM and PM peak hours, and total daily
volumes may be required on Saturday and/or Sunday depending on the proposed land use. The
trip generation rates shall be calculated from the latest data available contained in the Institute of
Transportation Engineer's "Trip Generation Manual". If trip generation rates for a specific land
use are not available from the "Trip Generation Manual", the City of Yorkville shall approve the
substitute rates.
SITE GENERATED TRIP DISTRIBUTION AND ASSIGNMENT - The most logically traveled
routes in the vicinity of the development shall be used for trip distribution and assignment
purposes. The directional distribution of site-generated traffic approaching and departing the
development should be shown in both graphic and tabular form. All assumptions used in the
determination of distribution and assignment shall be clearly stated.
EXISTING PLUS SITE GENERATED TRAFFIC VOLUMES -Existing plus site generated
traffic volumes for the AM, PM peak hours, and total daily traffic for access drives, intersections
and the roadway network in the site vicinity shall be determined and displayed on a graphic(s) in
the final report. Traffic volumes shall show both entering and exiting traffic at the proposed
access points in addition to turning and through traffic movements at critical intersections.
-520-
Standard Specifications
FUTURE TRAFFIC (EXISTING PLUS SITE GENERATED) VOLUMES - Future traffic
(existing plus site generated traffic volumes) for the AM, PM peak hours, and the total daily
traffic for access drives, intersections and roadway network in the site vicinity shall be determined
and displayed on a graphic(s) in the final report. Projected increases in the external(non-site
related) roadway traffic must also be determined. (The selection of a horizon year for which
traffic operation conditions are to be characterized may be considered as the date full buildout and
occupancy is achieved. If the project is a large multi-phased development in which several stages
of development activity are planned, a number of horizon years may be required that correspond
to the bringing on line of major development phases. Horizon dates should be timed to coincide
with major stages of the overall project or to coincide with increments of area transportation
system improvements).
INTERSECTION CAPACITY ANALYSIS -Proposed access driveways and influenced
intersections shall be subject to an existing plus projected capacity analysis. Projected traffic
conditions shall include the effects of any committed developments within the influenced area.
The existing and projected levels of service derived from the analysis shall be used to aid in the
evaluation of design and operation alternatives of the access driveways and influenced
intersections. The capacity analysis shall be in accordance with the techniques described in the
most recent edition of the Transportation Research Board's "Highway Capacity Manual", Special
Report 209.
SPECIALIZATION WARRANTS -If it is anticipated that the development's driveway(s) or
existing external non-signalized intersections will satisfy signalization warrants, a warrant analysis
shall be conducted using the projected volumes determined from the trip generation. The results
of such an analysis shall be tabulated in the traffic impact study.
CONCLUSIONS AND RECOMMENDATIONS - Clear and concise descriptions of the findings
shall be presented in the final report. These findings shall include all recommended improvements
for access facilities, internal roadways and intersections, and external roadway and intersection
improvements.
�.. -S21-
Standard Specifications
DRIVEWAY AND PARKING LOT PAVING
ALL DRIVEWAYS AND PARKING LOTS SHALL BE PAVED AS PER THE FOLLOWING
SPECIFICATIONS.
1. ASPHALT
A. RESIDENTIAL
2" I-11 bituminous concrete surface over 8" (min.) compacted CA6 limestone or
crushed gravel.
B. COMMERCIAL/INDUSTRIAL
3" I-11 bituminous concrete surface over 10" (min.) compacted CA6 limestone or
crushed gravel.
2. CONCRETE
A. RESIDENTIAL
6" class "x" over 6" (min.) compacted CA6 limestone or crushed gravel.
B. COMIVIERICAUINDUSTRIAL
8" class "x" over 8" compacted CA6 limestone or crushed gravel.
3. PAVING BRICK
A. RESIDENTIAL
Paving brick over 1" sand and 8" compacted CA6 limestone or crushed gravel.
4. SEALCOAT
A. COMMERICAL/INDUSTRIAL
An A3 seal coat as defined by the IDOT's Standard Specifications for Road
and Bridge Construction may be allowed on areas behind the building when used
as a temporary surface not to exceed 3 years, after which it must be paved to the
above stated specifications. The same base should be 10" (min.) of compacted
CA6 limestone or crushed gravel.
�.. -S22-
FIGURE 2
Minimum Minimum Minimum radius Minimum Tangent Maximum Minimum Clear Sight
Right-of-way Roadway to Centerline of Length of Between Gradient Gradient Distance
Street Width Width Horizontal Curves Vertical Curves Reverse
Curves
Expressways 200 ft. 1,000 ft. 30x* 200 ft. 5% 0.50% 500 ft.
Local Exp-ways 100 ft. 1,000 ft. 30x* 200 ft. 5% 0.50% 500 ft.
Collector,Major 80-100 ft. 51ft. 1,000 ft. 30x* 200 ft. 5% 0.50% 500 ft.
Collector,Minor 80 ft. 39 ft. 400 ft. 30x* 200 ft. 5% 0.50% 400 ft.
Local,Minor for
row houses and
apartments 66 ft. 30 ft. 150 ft. 15x* 100 ft. 8% 0.50% 200 ft.
Minor,for single
family residence 66 ft. 30 ft. 100 ft. 15x* 100 ft. 8% 0.50% 200 ft.
Cul-de-sac*
Street 66 ft. 30 ft. 100 ft. 15x* 100 ft. 6% 0.50% 200 ft.
Turn-around
Diameter 130 ft. 100 ft.
Length
(Maximum) 600 ft.***
In Business and
Industrial
Districts 80-100 ft. 39 ft. 500 ft. 30x* 200 ft. 5% 0.50% 500 ft.
* x=algebraic difference in rules of =grade. Where x is less than 3,then 3 shall be substituted for the actual value.
** See definitions
***The maximum length of a cul-de-sac shall be measured along its center line,between the center line of an intersection through street and the maximum
extent of the turn-around right-of-way.
Minor Collector streets shall not have intersecting streets or drives any closer than 200 feet apart. Major collector streets shall not have intersecting streets or
drives any closer than 400 feet apart. -S23- SUB-CHRT
� u
Standard Specifications
Figure 3
100 Year Detention Pond Volume
Subdivision Name: SAMPLE FOR STANDARD SPECIFICATIONS Date:
Duration Intensity Runoff Storage Rate Required Volume
hour In/Hr (CFS) (CFS) acre-ft
0.250 8.20 35.670 35.070 0.725
0.500 5.60 24.360 23.760 0.982
1.000 3.56 15.486 14.886 1.230
2.000 2.24 9.744 9.144 1.511
3.000 1.62 7.047 6.447 1.598
4.000 1.30 5.655 5.055 1.671
5.000 1.10 4.785 4.185 1.729
6.000 0.95 4.133 3.533 1.752
8.000 0.77 3.350 2.750 1.818
10.000 0.64 2.784 2.184 1.805
12.000 0.55 2.393 1.793 1.778
15.000 0.46 2.001 1.401 1.737
18.000 0.39 1.697 1.097 1.631
21.000 0.35 1.523 0.923 1.601
24.000 0.32 1.392 0.792 1.571
Composition "C" Factor Determination
Type of Area Acres "C" Factor C x A
Grass 1 0.500 0.500
Pavement 1 0.980 0.980
Wet/Green Detention 1 1.000 1.000
Rooftop 1 1.000 1.000
Totals 4 3.48
"C" _ .870
Cm=1.25 x c= 1.088
Allowable Run-off= 0.15 cfs/acre
Allowable Run-off= 0.60 cfs
Required detention volume= 1.818 acre-feet
-S24-
FIGURE 4
THE UNITED CITY OF YORKVILLE
0 ' RA. 0'
5' SIDEWALK (TYR) STANDARD LIGHTPOLE
z ao• a- REE(BOTH SIDES)
w 2 9
1
FIRE HYD. o
CAS i•
BIT. CONC. SURFACE CSE. (1 112" STORM
B—BOX SANITARY SEWER
BIT. CONC. BINDER CSE (2 1120) SEWER ,-ep
WATERMAIN 10" AGO. BASE CSE. —J
COMB. CC&O TY. B6.12 (TYP.)
• NOTE: PAVEMENT FABRIC SHALL
BE PLACED BENEATH AGGREGATE
BASE IN NON—GRANULAR
SUBGRADE AREAS.
TYPICAL LOCAL RESIDENTIAL STREET X-SECTION
NOT TO SCAM
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Standard Specifications
Figure No. 5
CHECK LIST FOR PRELIMINARY PLANS
SECTION 1: WRITTEN DOCUMENTS Not Applicable Acceptable Deficient
1. A land use application containing the following:
a. A statement of planning objectives to be achieved by the plan
b. A time schedule of the proposed development of the area
covered by such preliminary plan _
c.Exceptions or variations to City Zoning or Subdivision
Ordinances being requested as part of the plan including
the specific section of the ordinance.
2. A boundary survey of the area covered by such preliminary plan,prepared
and certified by a registered Illinois surveyor.
SECTION 2: GENERAL PLAN INFORMATION
1. A rendered outline of the area covered by such preliminary plan drawn at
a scale of not less than(1)inch equals one hundred(100)feet.
2. The plan must contain the following information:
a. Scale.
b. North arrow.
c. Original and revised dates.
d. Name and address of owner of record.
e,Name and address of site plan designer.
f. Current zoning of the property.
g. All categories of proposed land use.
U 3. The following information regarding contiguous property:
a. Location of contiguous property.
b. Zoning of contiguous property.
c. Land use of contiguous property.
4. The following site data provided in the lower right hand corner:
a. Size of property in square feet or acres.
b. Square footage and percent of site coverage with buildings.
c. Square footage and percent of site coverage with pavement.
d. Number of parking spaces to be provided.
e.Number of parking spaces required by zoning ordinance.
f. Number of proposed buildings/dwelling units/lots.
SECTION 3: PLAN DATA REQUIREMENTS
1. A site location map.
2. Dimensions of the property.
3. A topographical survey of the area covered by such preliminary plan at two-foot contour intervals drawn
at not less than one(1)inch equals one hundred(100)feet.
4. A detailed plan for the treatment of any proposed stormwater detention or retention facilities.
5. Existing or proposed public roads, streets,and alleys, including classifications,width of R-O-W and
paved surfaces,and existing and proposed sidewalks.
6. Dimensioned building setbacks,and as applicable; areas for off street parking,trucking maneuvering and
service, and open space/recreational facilities.
7. A schematic of existing or proposed public utility systems including the size of sanitary sewers, storm
water lines,and streetlights.
8. Existing vegetation and plantings.
9. Any other information required by the City to clearly show the proposed site plan elements.
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Standard Specifications
Figure No. 6
CHECKLIST FOR FINAL PLANS
Not applicable Acceptable Deficient
SECTION 1: WRITTEN DOCUMENTS
1. A land use application containing the following:
a. A statement of planning objectives to be achieved by the plan.
b. A development schedule indicating the approximate dates for
construction of the final plan.
c. Petitioners proposed covenants, restrictions and conditions to be
established as part of the final plan.
d. Exceptions or variations to City Zoning or Subdivision Ordinances being
requested as part of the final plan including the specifics of the ordinance.
SECTION 2: GENERAL PLAN INFORMATION
1. Must be drawn to accurate engineering scale.
2. Must contain the following information.
a. Scale.
b. North arrow.
c. Original and revised dates.
d.Name and address of owner of record.
e. Name and address of site plan designer.
3. The following information regarding contiguous property:
a. Location of contiguous property.
b.Zoning of contiguous property.
c.Land use of contiguous property.
4. Site data to be provided in lower right hand corner:
a.Legal Description.
b. Size of property in square feet and acres.
c. Current Zoning.
d. Square footage and percent of site coverage with buildings.
e. Square footage and percent of site coverage with pavement.
f. Number of parking spaces to be provided.
g. Number of parking spaces required by zoning ordinance.
h. Square footage and percent of site coverage with landscaping.
i. Number of buildings.
j. Number of dwelling units.
k. Breakdown of dwelling unit bedroom types.
5. Landscape data to be provided in lower left hand corner:
a. Number of plantings by type.
b. Size of plantings at installation.
c. On-center spacing for hedges(Should be 3'apart).
d. Caliper size of all trees at installation.
SECTION 3: PLAN DATA REOUIREMENTS
1. Dimensions of property.
2. Existing and proposed streets(public and private), right-of-ways,driveways,all principal and accessory
buildings and their uses, dimensioned building setbacks, lot sizes, sidewalks, off-street parking, service
areas, open spaces and recreational facilities.
3. Preliminary architectural plans for all residential buildings in sufficient detail to show basic building plan.
4. The existing and proposed vehicular and pedestrian circulation systems, indicating their inter-relationship
and proposed treatments of points of conflict.
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N.-O" 4
Standard Specifications
5. Existing and proposed utility systems including sanitary sewers,water,electric, gas,telephone, and cable
television lines including their sizes.
6. Proposed public and private lighting systems.
7. Existing and proposed easements for utility services.
8. Proposed signage indicating location and size.
9. Existing vegetation and plantings.
10. Proposed berming and fencing.
11. The location and size in acres or square feet of all areas to be conveyed,dedicated or reserved as common
open space,public parks,recreational areas, school sites and similar semi-public uses.
12. Any other information necessary to clearly show the proposed site plan elements.
This resolution shall be in full force and effect upon passage. r
Passed and approved by the City Council this CI—day of fyZ ti 12000.
R
�-o
YOR
SEAL ATTEST:
CITY CLERK
STA-SPEC
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