A.
All plans, except plot plans, submitted shall be twenty-four-inch
by thirty-six-inch (minimum) white prints having blue lines or black
lines and shall be neatly and accurately prepared. Judgment should
be exercised in the design, layout and presentation of proposed improvements.
B.
Engineering plans shall have a scale, not to exceed
one inch equals 40 feet horizontal. Profile views shall have a scale
of one inch equals four feet vertical and a horizontal scale compatible
with the plan view.
C.
Any land development project requiring more than one
sheet of plans must be submitted with a "general plan" having a scale
of one inch equals 100 feet (or larger scale) showing the overall
project layout (including building locations) and indicating the location
of all site improvements proposed.
D.
Street names, lot or property lines, and property
identification and address numbers shall be shown on all plans.
E.
Sewers in easements shall be located at least three
feet away from parcel or lot boundary lines. A variation to this requirement
can be granted by the Administrator upon presentation of data indicating
another location is best suited.
F.
Superimposed on a general plan of the site shall be
a topographic survey and contour lines of the project area, including
the area at least 100 feet outside of the project area. Where the
contour of the land is such that contour lines do not provide enough
information to evaluate a proposed grading scheme, spot elevations
taken on a fifty-foot grid shall be shown instead. Contour lines shall
be shown at intervals as follows:
G.
Any underground or overhead public utilities shall
be located in the road (public or private) right-of-way according
to the schedule entitled "Standard Utility Locations" shown in Appendix
B.[1]
[1]
Editor's Note: Appendix B is included at the end of this chapter.
H.
All sewers and those water mains having a diameter
of 16 inches or greater shall be indicated in profiles. There shall
be a separate plan and profile view for each utility. However, it
shall be the responsibility of the design engineer to ascertain that
the depth of the storm sewer (or storm drain) does not interfere with
the building service sewers crossing the storm sewer. Profiles shall
indicate the size of pipe, class of pipe, slope of the utility, and
control elevations of the utility. The existing and proposed grade
lines shall be shown along the profile view of each utility. The profile
shall show all points where utilities cross one another, with elevations
for each utility calculated and shown. The designer shall maintain
a one-foot vertical clearance between underground utilities. Water
mains shall have 18 inches of vertical clearance from other underground
utilities.
I.
Elevations shall be based on United States Geological
Survey datum. The Village benchmarks shall be used where available,
and at least three benchmarks shall be indicated on the plans for
each 40 acres or less of the project site area. A minimum of two benchmarks
shall be provided on each utility profile sheet.
J.
Finished grade elevations planned for each structure
shall be indicated on the plan view and the profile view.
K.
A copy of the site boundary survey with computed control
lines indicated, or a copy of the computed plan, if applicable, shall
be submitted with the engineering plans.
L.
Plans shall have all lettering a minimum height of
0.10 inch and be of such quality as to provide for a clear and legible
microfilm record.
M.
All plans and specifications submitted shall bear
the seal and original signature of the registered professional engineer
responsible for their preparation.
N.
The plans covering all of the required site improvements
for a specifically designated area of the developer's land shall be
submitted as one package before any plan review shall commence.
O.
The owner or his agent shall submit a copy of any
DEQ permit to work in or modify any wetland or floodplain. A copy
of the permit(s), or a letter from DEQ stating that no permit is required,
shall be submitted to the Village prior to obtaining approval of engineering
plans.
P.
All sites five acres or more shall obtain a NPDES
permit from MDEQ prior to construction.
Q.
The plan shall contain a location map and any other
pertinent data determined necessary by the Village Engineer to properly
review the plan.
A.
All sets of plans which include plans for storm sewers
shall include the current Village storm sewer detail sheets, which
shall be considered an inseparable part of the plans when said plans
are approved.
B.
A site grading and drainage water collection and disposal
plan is required for all developments, except if the building site
is a site in a subdivision or other project for which a general site
grading plan has been submitted and approved, no separate grading
plan or permit will be required. A rear yard (in the case of land
subdivisions) or a general site enclosed storm drainage system shall
be designed for all land development projects. If there are any upstream
watershed drainage areas which need to be drained through the site
under design consideration, sufficient capacity shall be provided
to take fully developed upstream drainage into the system.
(1)
Each subdivision shall have an overall grading plan
showing grades for rear yards, sidewalks, and rear yard catch basins.
Storm sewers, building finished floor grades, brick ledge (ground)
grades and direction of surface drainage flow shall be shown.
(2)
Rear yard storm sewers shall be required in all subdivisions.
Catch basins (two-foot minimum diameter) shall be placed at every
other property corner so that every lot directly abuts a catch basin
in at least one corner. All catch basin outlet sewers shall extend
in side-lot easements to the public storm sewer in the road right-of-way.
(3)
Any required rear yard drain easements shall be a
minimum of six feet wide. All side yard drain easements shall be a
minimum of 12 feet wide. The Village Engineer shall require additional
easement width when sewer size or depth, soils or other conditions
warrant a wider easement.
C.
Review and approval of plans.
(1)
Site grading for all building sites shall be reviewed
to determine that proposed and/or actual site grading is proper and
that drainage from land lying upstream is not obstructed and that
downstream properties will not be adversely affected by run-off from
the property under design consideration.
(2)
Before a certificate of occupancy for any building
is issued, the Administrator shall approve the final site grading
and drainage for each building; the Administrator shall require that
a survey, drawing, and certificate, done by a registered professional
engineer or registered land surveyor, be furnished by the developer
indicating that the work has been done in conformity to the approved
site grading and drainage plan.
(3)
It shall be unlawful for any person to interfere with,
modify or obstruct the flow of drainage water across any property
in any manner different from the approved plan. The exception to this
requirement is grading plans for single-family or duplex dwelling
units, which may be approved by the Village Engineer.
(4)
During periods of the year when weather conditions
make site grading work unfeasible, a temporary certificate of occupancy
may be issued, subject to the furnishing of a satisfactory bond, letter
of credit, or cash deposit in an amount determined by the Village
Engineer guaranteeing the completion of the work when weather conditions
permit.
(5)
Any property owner claiming to be aggrieved by any
site grading work, or decision of the Administrator relative to site
grading of a parcel of property, shall have the right to appeal the
decision of the Administrator to the New Haven Village Building Board
of Appeals. Such an appeal must be requested in writing, stating fully
and clearly the reasons for the request and including any supplemental
information and data which may aid in the analysis of the proposed
request. Written notice of the date and time of the hearing shall
be delivered to the owner(s) of the property on which the grading
work has, is or will be performed. In conjunction with a determination
on the appeal, the Building Board of Appeals has express authority
to assess as costs against the owner(s) of the property on which the
grading work has, is or will be performed the amount of the filing
fee to reimburse the applicant in the case of a successful appeal.
In the event such a reimbursement is ordered, the same may be paid
out of any bond proceeds paid by the property owner in conjunction
with the subject grading work.
D.
The fall of the land away from any building shall
be a minimum of six inches in the first 25 feet. From this elevation,
the land shall slope to a drainage water collection swale at a minimum
slope of one foot in 100 feet (1%).
E.
The maximum slope of the land for the site shall not exceed one foot in four feet as provided in Chapter 515, Zoning. Sodded swale or ditch slopes shall be a maximum slope of one foot vertically and three feet horizontally.
F.
Adequate soil erosion and sedimentation control measures
shall be specified on the plans, and followed during construction,
to conform to the requirements of Michigan Act 347, Public Acts of
1972, entitled "Soil Erosion and Sedimentation Control Act of 1972."[1] A soil erosion permit shall be acquired by the developer
from the Macomb County Public Works Office, a copy of which shall
be presented to the Administrator prior to issuance of a construction
permit.
[1]
Editor's Note: The Soil Erosion and Sedimentation
Control Act of 1972 was repealed by P.A.1994, No. 451, § 90102.
See now MCLA § 324.9101 et seq.
G.
All buildings having foundation drains shall direct
the flow of drainage water from such foundation drains into a storm
sewer or a storm drain by means of an underground enclosed conveyance
pipe three inches in diameter (minimum). No building permit shall
be issued for any building having a basement without a building service
sewer (drainage water) with drainage to a storm sewer or storm drain.
Sump and pump shall be required in basements. Pump size shall be adequate
to carry intercepted groundwater.
H.
Drainage water run-off from building roofs shall be
piped to a point five feet away from the outside walls of any building.
No drainage water run-off shall be allowed on adjacent property. Drainage
water, sump pump water and/or groundwater shall not be discharged
to the sanitary sewer system.
I.
The longitudinal grade of any drainage swale shall
not be less than 0.5 foot per 100 feet (0.5%). The maximum distance
drainage water shall travel in a drainage swale without an intercepting
yard catch basin shall be 300 feet. Not more than 100 feet of drainage
water travel shall be upstream of an angle point (deflection angle
of 45° or greater) in the drainage swale. Planned final grade
elevations shall be indicated on the plans at a maximum spacing of
50 feet.
J.
Where required by the Village Engineer, a six-inch-diameter
geotextile-wrapped perforated drainage pipe shall be provided for
drainage, with said pipe trench being backfilled entirely with pea
gravel up to within four inches of the grade line of the swale.
K.
Stormwater run-off drainage systems shall be designed
for a ten-year storm by means of the rational method formula: Q =
CIA; where Q is the peak rate of run-off in cubic feet per second,
A is the area in acres, C is the coefficient of run-off for the drainage
area and I is the average rainfall intensity in inches per hour for
a certain time of concentration. The rainfall intensity shall be determined
by the formula: I = 175/(T + 25); where T is the time of concentration
equal to the time required for a drop of water to run from the most
remote point of the watershed to the point for which run-off is being
estimated. In most instances, an initial T equal to 20 minimum for
residential areas can be used; use T equals 15 minimum in other land
use areas. The developer's engineer shall use judgment in arriving
at proper imperviousness factors, but in general, the following factors
are acceptable minimums:
L.
Where open county drains are proposed for drainage
water disposal, the Manning's formula shall be used for determination
of flow depth and capacity. However, if the Village Engineer and/or
the Michigan Department of Environmental Quality and/or the Macomb
County Public Works Office deem it advisable, the developer's engineer
may be required to furnish computations and plans showing the backwater
curve for the open drain under one-hundred-year-flood-flow fully developed
upstream watershed conditions.
M.
Where possible, a minimum of 3 1/2 feet of cover
from the top of finish road or earth grade to the horizontal center
line of any storm sewer shall be provided. It will be acceptable to
allow the hydraulic gradient to be above the top of the sewer pipe
but below the elevation of the lowest structure cover. The design
elevation of the hydraulic gradient profile shall be indicated on
the sewer profile view. Nonsubmerged drain systems shall be designed
to operate with the water surface elevation at or below the 0.8 rise
level.
N.
Access manholes (four-foot minimum diameter) shall
be provided along the storm sewer at every change of pipe size, change
of grade, or change of direction. However, the maximum spacing for
storm sewer manholes shall be as follows:
|
Diameter of Sewer
(inches)
|
Absolute Maximum Manhole Spacing
(feet)
| |
|---|---|---|
|
12 to 42
|
400
| |
|
48 to 60
|
500
| |
|
66 and larger
|
600
| |
|
NOTE: Height (rise) of arch and elliptical pipe
shall be used as the criteria for manhole spacing.
| ||
(1)
Leads 12 inches or less in diameter may be core-tapped
directly into sewers 42 inches and larger, except that taps shall
not be made into a precast manhole tee pipe section. An access manhole
on catch basin must located on the lead within 25 feet of the tap.
(2)
Manholes and catch basins shall be constructed utilizing
precast concrete segments or Class A concrete block and mortar.
O.
Catch basins shall not be constructed over a main
sewer line to replace manholes in street sewers or trunk sewers outside
of streets. If a normal manhole location (outside of streets) coincides
with a stormwater inlet structure location, a catch basin may be used
as a stormwater inlet structure in lieu of the manhole.
P.
An end section with prefabricated bar screen shall
be installed on the end of all storm sewers 12 inches in diameter
and larger which outlet into an open drain. Openings of the bar screen
shall be no more than six inches on centers.
Q.
R.
Yard-type catch basins shall be provided at all low
points in drainage swales. Intercepting yard-type catch basins shall
be provided such that not more than 300 feet of swale drainage runs
into any one catch basin other than a low-point catch basin where
600 feet of drainage is allowed.
S.
Improved open drains may be permitted under special
circumstances, provided the Village Engineer has determined that the
enclosure of such open drains would require a storm sewer 60 inches,
or larger, in diameter. When open drains are used, the easement width
shall be sufficient to accommodate a twenty-foot-wide maintenance
plateau (with a minimum slope of 10%) on each side of the channel.
T.
The side slopes of open drains shall have a maximum
slope of one foot vertical to six feet horizontal, except that a low-flow
channel may have side slopes of one foot vertical to three feet horizontal.
Open drain side slopes shall have an established sod surfacing, or
be seeded, fertilized and mulched, as soon as possible after construction.
Sufficient measures shall be taken to conform to the erosion and sedimentation
control requirements of applicable state, county or local ordinances.
U.
An extension of the storm sewer system shall be provided
to furnish an outlet for foundation drain service pipe for any buildings
not otherwise serviced; such extensions shall have a minimum diameter
of six inches.
V.
When, in the opinion of the Village Engineer and/or
the Macomb County Public Works Office, there is inadequate drainage
water outlet capacity, the developer shall make necessary downstream
drain improvements or be required to install detention basins or reservoirs.
If detention is deemed appropriate by the Village Engineer, the storage
capacity of such detention basin shall be rated in acre-feet and shall
contain a capacity equivalent to a minimum of 0.2 foot of water over
the entire watershed area that drains into the detention basin. Discharge
from the detention basin shall be at a controlled rate such that the
entire capacity of the basin can be discharged in about 48 hours.
Additional requirements for stormwater detention basins are as follows:
(1)
The design elevation for storage in the detention
basin shall be at least one foot below the low point of the watershed
area draining into the detention basin.
(2)
If construction is approved with side slopes less
than required, the detention basin shall be completely fenced. The
fence shall be six-foot-high chain link. A suitable access roadway
16 feet in width shall run from a hard-surfaced roadway to an access
gate in the detention basin. The access gate shall be a double-opening
gate at least 14 feet in total width and shall be provided with proper
locks. The bottom of the fence shall be six inches below the ground
surface.
(3)
The side slopes of the basin shall be one foot vertical
to six feet horizontal, and the top of the slope shall be a minimum
of 20 feet distant from any fenced enclosure or building.
(4)
The bottom of the basin shall have a minimum grade
of 1%. The slope of the gutter line to the outlet shall have a minimum
grade of 0.5%. Underdrains shall be constructed in the bottom of the
basin as required by the Village Engineer. All inlet and outlet pipes
shall have a bar screen, flared end section, and rip-rap as required.
An inlet manhole shall be provided on the inside of the fence.
(5)
The entire detention basin area must be seeded (MDOT
Class A seed) or sodded (MDOT Class B sod), and the turf shall be
fully established before the Village approves the detention basin
for operation and maintenance.
(6)
An overflow system shall be provided. The overflow
system shall consist of either a pipe having an invert at the design
storage level elevation, a control structure or a concrete spillway
with an invert 0.5 foot above the design storage elevation. The concrete
spillway shall extend from the inside bank slope to the outlet drain.
(7)
For basins with pumped outlets, a silt trap and bar
screen shall be installed on the inlet pipe to the pump station. The
screen clear opening shall be a maximum of two inches.
(8)
Pumping stations for dewatering of the detention basins
shall include duplicate pumps with each pump capable of handling the
design flow. The controls shall include a lead pump start and stop,
a lag pump start and stop, an alternator for alternating the lead
lag pump, a high water alarm system with a light and a horn, and a
safety “all pumps off” control. The control panel, pumps,
and wet well shall be installed inside of the fenced enclosure, and
the controls shall be installed in a suitable weatherproof and vandalproof
enclosure. Vehicular access to the pumps shall be provided. Construction
shall conform to federal, state, county and local codes.
(9)
The minimum land area of isolated parcels which will
be used as detention basins should be no less than six acres so that
they will eventually be usable as public parks. Therefore, adjoining
developers should make every effort to consolidate their detention
acres into a single site where engineeringly feasible. Smaller sites
may be acceptable where they abut directly on other Village or elementary,
middle or high school sites.
(10)
Basin properties shall have a length-to-width
ratio of not more than 2 1/2 to one, unless otherwise approved
by the Village.
(11)
Public street access with a paved roadway, water
main and sanitary sewer shall be provided directly to the site.
(12)
Basins shall be designed to drain completely
within 24 hours to 48 hours after a rain.
(13)
Pumps shall be located in close proximity to
the entrance gate for easy access during all seasons. The size, make
and type of pumps will be determined by the Village to facilitate
maintenance.
(14)
Electrical service shall be extended inside
the fence whether gravity flow or pumps are used.
(15)
Where the basin abuts residential properties
(existing or proposed), a dense hedge shall be planted along the inside
perimeter of the fence. Trees may be required by the Village where
the basin parallels a roadway and in other instances where improved
aesthetics could be achieved without interfering with maintenance.
W.
Maintenance.
(1)
A signed maintenance agreement and approved plans
for detention facilities and storm drainage facilities (which will
not be owned and operated by the Road Commission or Public Works Office)
shall be in effect prior to Village approval of the final plat or
site plan. The developer/builder shall be responsible for dewatering
the basin until it is accepted by the Village.
(2)
The developer and/or builder shall escrow sufficient
funds or otherwise assure adequate funds by creating a special assessment
district to cover maintenance, operation and insurance liability costs
for the expected life of the basin. The developer and/or builder shall
escrow sufficient funds for abandonment or refilling when the detention
basin is no longer required.
A.
All sets of plans which include plans for street and/or
parking lot paving shall include any current Village paving and/or
parking lot detail sheets, which shall be considered an inseparable
part of the plans when said plans are approved.
B.
Paving for all streets located within dedicated public
road rights-of-way shall be designed and constructed in accordance
with the currently adopted specifications of the Road Commission of
Macomb County.
C.
Paving for all other streets and parking lots shall
conform to the specifications of the Road Commission of Macomb County
or the following specifications, whichever is the more stringent requirement:
(1)
Air-entrained concrete for pavement, sidewalks and
curbs shall conform to current MDOT standards for Grade 35P, except
that the concrete mixture shall contain no less than six sacks of
Type 1 or 1A cement per cubic yard. Calcium chloride compounds/admixtures
are prohibited.
(2)
Asphalt pavement shall conform with current Michigan
Department of Transportation specifications bituminous pavement (390
pounds per square yard) surfacing over an approved subbase adequately
designed for sufficient thickness (minimum of eight inches) and types
to be compatible with loading and subsoil conditions. Bituminous pavement
mixtures shall conform to current MDOT specifications. Unless otherwise
approved by the engineer, the following mixtures shall be utilized
for the pavement type:
|
Pavement Type
|
MDOT Bituminous Mixture
| |
|---|---|---|
|
Commercial and industrial roads
|
4C
| |
|
Residential streets
|
13
| |
|
Parking lots
|
36A
|
(3)
The thickness and widths of the street pavements (back-to-back
of curbs) shall be as indicated in Appendix C of this chapter.[1]
[1]
Editor's Note: Appendix C is included at the end of this chapter.
(4)
Maximum allowable pavement grade shall be 7% for concrete
pavement and for asphalt pavement.
(5)
Minimum allowable pavement grades shall be as follows:
(6)
Whenever a change in the grade of 2% or more occurs,
a vertical curve with a length determined (to the nearest 50 feet)
by the following formula shall be provided: L = 1/2 (G1-G2); where
L is the length in stations of 100 feet per each station and G1 -
G2 is the algebraic change of grade in percent.
(7)
Center-line curve data (radius, deflection angle,
degree of curvature and total arc length) for all street pavement
curves shall be indicated on the plans, unless a final plat is submitted
with the plans.
(8)
The top of curb elevations every 50 feet and at the
intersection of each property line extension to the curbline shall
be indicated on the profile view for each street.
(9)
The minimum sight distances for all roads shall be
300 feet for streets with design speeds of 35 miles per hour or less;
and 750 feet for all other streets and roads.
(10)
When street center lines have a deflection of
more than 10°, but less than 75°, the center line shall have
a curve with a minimum radius of 250 feet for local streets; and 350
feet for collector streets. Between reverse curves, there shall be
a tangent section of 50 feet for local streets; and 100 feet for collector
streets. For deflections of 75° or greater, the curvature requirements
shall be determined by the Village Engineer.
D.
All street pavement in residential areas shall have
seven-inch curbs. Where the pavement is a boulevard section, island
curbs shall be seven-inch-high curbs. Current Road Commission of Macomb
County specifications shall be adhered to on public roads. All curbing
and curb and gutter for streets and parking areas shall be reinforced
concrete.
E.
A detail shall be drawn for all intersections, "eyebrows"
and culs-de-sac. The detail shall show jointing and detailed pavement
surface grades, including gutters and tops of curbs. The minimum scale
of the detail shall be one inch equals 30 feet.
F.
At the end of a street that will be extended in the
future, a one-foot header and standard road end barricade and sign
shall be installed.
G.
Where Chapter 515, Zoning, requires off-street parking, the design of the parking area shall conform to the requirements as follows:
(1)
All parking lot layouts shall be designed to meet
the requirements of the Village Engineer and shall receive his written
approval.
(2)
All parking areas shall be paved with either six inches'
minimum thickness concrete or eight inches' minimum thickness of stone
aggregate topped with three inches of bituminous concrete surface
course. A seven-inch-high concrete curb shall be placed on drive entrances
for the paved parking area. Six-inch-minimum concrete curbing shall
be required in all locations where pavement meets landscaping areas
or sidewalk.
(3)
When the area is to serve three or more automobiles, the individual car spaces shall be marked by painted stripes a minimum of three inches wide. The stripe shall extend from the front of the parking stall space to a distance of 18 feet. The distance center to center of stripes, as measured perpendicular to the stripes, shall be a minimum of nine feet, or as specified in Chapter 515, Zoning.
(4)
The parking bays for residential areas shall have
bays 64 feet wide. However, for a single bay, a car overhang of two
feet will be assumed and the width between face of curbs may be reduced
to 60 feet. Where the parking area is adjacent to the project boundary
line, the face of curb shall be located at least two feet from such
boundary line.
(5)
Parking lot layouts for other than residential areas shall be designed in accordance with the general standards indicated in Chapter 515, Zoning.
(6)
When sidewalks are provided adjacent to the parking
area curbs where car overhangs occur, such walks shall be a minimum
width of seven feet as measured from the face of the curb.
H.
All materials and workmanship shall conform to the
1990 edition of the MDOT Standard Specifications for Construction,
RCMC published criteria, and the requirements of this chapter. In
the event of a conflict between standards, the most stringent shall
govern except when the Village Engineer agrees that a less stringent
interpretation is appropriate for the intended use.
A.
All sets of plans which include plans for water mains
shall include the current Village water main detail sheets, which
shall be considered an inseparable part of the plans when said plans
are approved.
B.
All water mains shall be shown in a plan view. Water
mains at location of crossings with other utilities or drains and
those water mains 16 inches or larger in diameter shall also be shown
on a profile view.
C.
The plan shall indicate the proposed finished grade
elevations of all hydrants, gate wells, and/or other structures and,
where a public main or hydrant is not located in a public street,
an easement for the main and hydrants. The easement shall extend a
minimum of six feet each side of the center line of the main. Additional
easement width may be required by the Village Engineer.
D.
The type, capacities, location, and layout of a building
service water supply pipe shall comply with all requirements of the
Village Engineer, the Superintendent, the Macomb County Health Department
and the State of Michigan.
E.
The type of pipe and joints indicated on the plans
shall be in accordance with the currently adopted Village standards.
F.
All water mains shall be installed with a minimum
cover of five feet below finished grade. Where water mains must dip
to pass under a storm sewer or sanitary sewer, the minimum acceptable
clearance shall be 18 inches. At all open drain crossing, a five-foot
minimum clearance between the proposed ultimate bottom of drain and
top of the water main shall be provided. The sections which are deeper
than normal shall be kept to a minimum length by the use of vertical
bends (maximum deflection allowed shall be 45°) properly anchored.
G.
Water mains other than hydrant leads shall be eight
inches' minimum in diameter in single-family or duplex uses. Commercial,
industrial and multifamily developments shall require twelve-inch
minimum diameter mains. No dead-end water mains shall be created.
Where no practicable means exist to loop a main during the current
project, the developer and/or builder shall be required by the Village
Engineer to provide stubs for future extensions and connections. All
single hydrant leads longer than 50 feet shall be eight inches' minimum
diameter and shall be valved as a dead-end main.
H.
All valves, except hydrant valves, shall be installed
in a standard gate well. Valves shall be located in the system such
that not more than four valves need be turned off to isolate any individual
section of water main. Moreover, sufficient valves shall be placed
such that not more than 30 dwelling units or service establishments
shall be serviced within such section of water main that can be isolated.
Where possible, valves shall be located at street intersections five
feet from the intersecting street right-of-way line.
I.
Hydrants shall be installed along the water main at
least every 500 feet. However, in no case shall any external part
of any building be more than 300 feet from a hydrant. In commercial
or industrial districts, additional hydrants may be required. Hydrants
shall be installed at the ends of all dead-end water mains. When near
a street intersection, hydrants shall be located a minimum of 15 feet
from the intersecting street right-of-way line.
A.
All sets of plans which include plans for sanitary
sewers shall include the current Village sanitary sewer detail sheets,
which shall be considered an inseparable part of the plans when said
plans are approved.
B.
For every sanitary sewer project, there shall be indicated
on the profile view a manhole with a twelve-inch-deep manhole sump
to be used for testing for infiltration. This manhole generally shall
be the first manhole upstream from the point of connection to the
existing sanitary sewer system. No sanitary sewer section having an
infiltration rate, or an exfiltration rate, of more than 50 gallons
per inch of pipe diameter per mile of pipe per twenty-four-hour period
shall be approved for connection to the Village sanitary sewer system.
A low-pressure air test may be required in lieu of an infiltration
test.
C.
The minimum allowable size for public sanitary sewers
shall be eight inches in diameter. The minimum size of building service
sewer (wastewater) shall be six inches in diameter. A minimum six-inch
building service sewer shall be provided for a building containing
from one dwelling unit to 12 dwelling units (or equivalent) and for
all commercial and industrial buildings; a minimum eight-inch building
service sewer shall be provided for a building containing from 13
dwelling units to 100 dwelling units (or equivalent). An approved
cleanout will be installed at the sewer ROW or easement line when
the lead is extended to the premises.
D.
Slope.
(1)
The following table of acceptable slopes for sanitary
sewers shall be adhered to:
|
Sewer Size
(inches)
|
Minimum Slope
|
Maximum Slope
| |
|---|---|---|---|
|
4
|
2.00%
|
6.5%
| |
|
6
|
1.00%
|
6.5%
| |
|
8
|
0.40%
|
5.0%
| |
|
10
|
0.30%
|
4.0%
| |
|
12
|
0.22%
|
3.0%
| |
|
15
|
0.15%
|
2.0%
| |
|
18
|
0.12%
|
1.5%
| |
|
21
|
0.10%
|
1.3%
| |
|
24
|
0.08%
|
1.2%
|
(2)
Gravity sewers shall be designed for a minimum velocity
of two feet per second and a maximum velocity of eight feet per second.
Where sufficient depth is available, the extreme upstream run of sewer
without the potential for future extension shall have the minimum
slope increased to develop a design velocity of three feet per second.
E.
Sanitary sewage force mains shall be designed for
a minimum velocity of two feet per second and a maximum velocity of
10 feet per second, unless otherwise approved. Force mains shall be
shown in a profile view with grades and elevations indicated thereon.
An air relief and cleanout assembly manhole shall be provided at high
points. Access (cleanout assembly) manholes shall be provided along
the force main at least every 600 feet.
F.
A building service sewer shall be indicated on the
plans for each building in the project. Where sanitary sewers are
planned along roadways, the building service sewers shall be extended
across the roadways (to the right-of-way line) prior to paving.
G.
Manholes shall be provided along all sanitary sewers:
(1)
At points of horizontal deflection.
(2)
At points where the size of sewer is changed.
(3)
At points where the slope of the sewer is changed.
(4)
At junctions with other sewer lines.
(5)
At the upstream terminus of a sewer run.
(6)
Along the sanitary sewer at other locations such that
the maximum spacing between manholes shall not exceed 400 feet:
H.
At manholes where size of sewer changes, eight-tenths-diameter
elevation points of inlet and outlet sewer shall be matched. At horizontal
deflections in the sanitary sewer greater than 45°, a minimum
of 10 feet additional adjustment in grade elevation shall be provided
to allow for loss of head. However, additional elevation adjustments
may be made when conditions allow same; provided that, when the invert
of any inlet sewer is more than 18 inches above the outlet sewer,
a drop assembly shall be provided. External drop connections will
not be permitted unless special permission is granted by the Superintendent.
I.
In general, sanitary sewers shall be located within
a public street right-of-way or public easements adjacent to street
ROW. Sanitary sewers shall not be located within rear lot easements,
except in extremely unusual circumstances as determined by the Village
Engineer. Where public sanitary sewers are located outside of public
streets, they shall be placed in a recorded public utility easement
that provides for unlimited access to the sanitary sewer for repairs,
connections, and maintenance. The minimum acceptable width of easements
for public sanitary sewers shall be 20 feet wide; except that if adjacent
and parallel to the public street, it may be reduced to 12 feet wide.
J.
The sanitary sewer trunk line shall be designed to
have a minimum depth from finish grade elevation to top of sewer of
8.5 feet at local control points or nine feet at locations where the
sewer grade is parallel to the road grade. All sewer mains shall be
constructed at the maximum practicable depth to facilitate future
extensions of the main. In no case shall collector sewers be built
with less than five feet of cover.
K.
Each wye or terminus of building service sewer shall
be plugged with an infiltration proof plug in accordance with current
adopted Village standards.
L.
The type of pipe and joints for sanitary sewers shall
be in accordance with currently adopted Village standards.
M.
When required by the Superintendent, the owner of
any property serviced by a building sewer carrying industrial wastes
shall install a suitable control manhole together with such necessary
meters and other appurtenances in the building sewer to facilitate
observation, sampling and measurement of the wastes. Such manhole,
when required, shall be accessible and safely located, and shall be
constructed in accordance with plans approved by the Superintendent.
The manhole shall be installed in a public sewer or utility easement
by the owner at his expense, and shall be maintained by him so as
to be safe and accessible at all times.
N.
Any wastewater treatment system or plant serving more
than one residential dwelling unit, or serving commercial or industrial
property, shall be subject to the following:
(1)
They shall conform to the State Clean Water Act, and
obtain a valid discharge permit.
(2)
Discharges shall be limited to a maximum of 5.0 mg/l
of total inorganic nitrogen (measured as nitrogen), 0.5 mg/l total
phosphorus, both measured as thirty-day averages.
(3)
Surface water discharges shall have a minimum of 5.0
mg/l dissolved oxygen.
(4)
Plans shall be subject to review and approval by the
Village Engineer.
A.
Sidewalks and driveways.
(1)
Sidewalks shall have a minimum thickness of four inches
in pedestrian-only areas and a minimum of seven inches in areas where
vehicular traffic will cross the walk. Sidewalks shall extend continuously
through all driveways.
(2)
The width of the walk shall be a minimum of five feet
for public walks and a minimum of three feet for other than public
walks and shall be subject to review and approval by the Village.
(3)
Single-family and two-family residential concrete
driveways shall be a minimum of four inches thick, except that portion
within the public right-of-way, which shall be a minimum of six inches
thick. All other concrete drives shall be a minimum of six inches
thick, except that portion within the public right-of-way, which shall
be a minimum of eight inches thick. Bituminous pavement residential
driveways are acceptable, provided they have a minimum of six inches
of stone or slag base surfaced with three inches of bituminous surface
course. The developer's engineer shall design an adequate base and
surface thickness to be compatible with existing subbase conditions
and anticipated design loads for all nonresidential driveways.
(4)
Construction joints with a half-inch premolded expansion
filler shall be placed at maximum intervals of 50 feet. Contraction
joints shall be placed at maximum intervals of five feet, or equal
to the width of walk, whichever is greater. Expansion joints shall
be placed at all curbs, at all intersecting walks and at all changes
in direction.
(5)
Sidewalks shall be constructed along a planned longitudinal
grade line. The maximum longitudinal slope shall be 5%. The transverse
slope of the sidewalk shall be a minimum of 2% (1/4 inch per foot)
and a maximum of 5%.
(6)
Concrete for sidewalks and driveways shall have a
twenty-eight-day compressive strength of at least 3,500 pounds per
square inch.
B.
Other utilities. Unless otherwise approved by the
Village Engineer, the installation of public utilities other than
Village sanitary sewers, water mains, or storm sewers shall not be
started until the finished grade has been established. The utility
company's contractor shall be required to restore the ground to the
finished grade. The drainage water swales shall be restored to a workable
condition at least as good as existed prior to construction. Furthermore,
all land and/or other physical features affected by the construction
of the public utility shall be restored to a condition at least as
good as that existing at the time construction began.
C.
Building elevations.
(1)
Outside building elevations (either the brick ledge or ground grade) shall be determined by adding between 12 inches and 18 inches to the highest elevation of the road (center line or top of curb) which is adjacent to the frontage of the lot. Building elevation variations (from the above requirements) can be made on corner lots or where setbacks substantially exceed the minimums established by Chapter 515, Zoning, when approved by the Village Engineer. All site and plot plans submitted to the Building Department shall show all outside building elevations of structures on adjacent lots or lots in close proximity to the proposed structure for the purpose of the Village Engineer determining if the proposed outside building elevations and drainage are harmonious with the neighborhood's structures. The Village Engineer shall adjust proposed outside building elevations, if required, to maintain acceptable differentials between adjacent structures. In no case shall the outside building elevation be less than the established floodplain elevations.
(2)
The Village Engineer shall consider stepped or multiple
outside building elevations of individual structures in relationship
to the road elevation, adjacent structure elevations, and/or the effect
they may have on adjacent vacant lots and approve same, only if they
are harmonious with existing house grades and are not detrimental
to future construction on adjacent vacant lots. The Village Engineer,
when reviewing and/or approving outside building elevation, shall
review and approve the site storm drainage plan. A site or plot plan
shall not be approved unless positive drainage exists or will be provided.
No storm drainage shall be directed onto adjacent lots except in easements
established to accommodate storm drainage. The Village Engineer shall
review site plans only if they are complete in every respect and contain
sufficient information to assure ordinance compliance.
D.
Engineered septic fields. Engineered septic fields
shall be defined as septic tank fields designed to be constructed
above the existing ground level. Building plans (site or plot plans)
reviewed by the Village Engineer shall show final elevation and location
of proposed engineered septic fields. Engineered septic fields shall
not be approved by the Village Engineer unless provisions have been
made to maintain existing drainage patterns and storm drainage is
not directed onto adjacent lots except through or across easements
and/or natural defined watercourses provided specifically for stormwater
run-off. Engineered septic fields located in front yards shall be
designed to blend with surrounding areas, be landscaped and meet all
other ordinance requirements.
E.
Filling vacant lots. Vacant subdivision lots or parcels shall not be filled unless a fill permit is obtained from the Building Department following approval of a plot plan by the Village Engineer. The requirements for obtaining a fill permit shall include but not be limited to providing a detailed grading plan showing existing and proposed grades of the lot or parcel to be filled, and existing grades on adjacent lots and/or structures, roads and related drainage, and a canal if applicable. A fill permit will not be issued unless the preceding requirements are met and all storm drainage is directed to a bona fide storm drainage outlet. In no case shall stormwater be directed onto adjacent property. Final fill elevations shall be based on Subsection C. Fill permits for individual parcels or lots less than two acres in size shall be issued for a ninety-day period. Parcels and lots of two acres or more shall be issued for a one-hundred-eighty-day period. Fill permits may be renewed one time only. After filling is complete, final grading and the establishing of vegetative cover shall be required within 30 days.
A.
All work covered under a permit for construction of
site improvements shall be performed according to the approved plans
and specifications and in accordance with the requirements of this
chapter. By making an application for a permit for construction of
site improvements, the developer grants the Village the right to perform
inspection of any work covered under the permit, and the developer
shall correct, at his expense, any work which is discovered to be
done in conflict with the approved plans and specifications or in
conflict with the requirements of this chapter.
B.
The fee for the construction inspection as determined
by the Administrator shall be deducted from the amount of the construction
inspection deposit paid upon application for a permit for construction
as set forth in Appendix A.[1] If the fee so determined exceeds the amount of the deposit,
the developer shall make up such deficiency in deposit by paying forthwith,
upon discovery, an additional deposit to cover the cost of inspection
until the job is completed and approved. Upon completion and final
approval of the work, any money left in the construction inspection
deposits account will be returned to the developer.
[1]
Editor's Note: Appendix A is included at the end of this chapter.
C.
Inspections.
(1)
The Village reserves the right to inspect all work
covered under the permit for construction of site improvements and
intends to provide detailed inspection for all of the following:
(a)
All of those types of construction where detailed inspection requirements are covered under Chapter 495, Water and Sewers.
(b)
All sanitary sewers (public or private), including
connections thereto.
(c)
All water supply pipe (public or private), including
connections thereto.
(d)
All open and enclosed storm drains (public or
private), including connections thereto, except in the case of those
storm sewers considered private storm sewers in mobile home parks
that do not receive drainage water from premises other than the mobile
home park site.
(e)
All site grading and pavement for any site.
(2)
The Village will provide inspection sufficient to
verify compliance with requirements of Village ordinances for all
private storm sewers, sidewalks, driveways, street pavements, and/or
parking lot pavements. The developer shall provide competent construction
surveyors and inspectors for detailed inspection for all construction
not inspected in detail by the Village.
