CHAPTER 5
DESIGN AND IMPROVEMENT STANDARDS
DESIGN AND IMPROVEMENT STANDARDS
SECTION:
12-5-1: Compliance With Provisions
12-5-2: Waivers And Deferrals
12-5-3: Access
12-5-4: Easements
12-5-5: Streets And Alleys
12-5-6: Sidewalks
12-5-7: Excavations For Underground Piping
12-5-8: Water Distribution System
12-5-9: Sanitary Sewer System
12-5-10: Storm Drainage System
12-5-11: Erosion Control
12-5-12: Street Lighting
12-5-13: Traffic Control
12-5-14: Buildings Within Proposed Major Street Extensions
The standards and specifications for submitting the engineering drawings and specifications for the subdivision are stated herein. The village engineer shall not recommend approval of the drawings and specifications to the board of trustees until all of the information submitted is in accordance with the standards and procedures herein stated. (Ord. 2007-19, 5-21-2007)
In the event the developer deems it desirable to deviate from standards of this title, by waiving or deferring such standards, the developer must submit, in writing, a request to the village engineer stating the requested waiver or deferral, degree of deviation and the reasons why such waiver or deferral is necessary or desirable. The waiver or deferral must be approved in writing by the board of trustees prior to the completion of the final design work and shall apply to that location and point in time only. (Ord. 2007-19, 5-21-2007)
Provisions shall be made to grant access for future development of unplatted adjacent land at intervals of not more than one-fourth (1/4) mile. This applies to utilities as well as streets. Utilities and street stubs shall be extended to the outer edge of the development, where applicable. (Ord. 2007-19, 5-21-2007)
A. Utilities Easements:
1. Easements for public utilities shall be provided for the installation of telephone, gas, electric, cable television and other utilities. In general, an easement of sufficient width shall be required at locations as designated and approved by the village engineer or as requested by the utility companies.
2. More specifically, the following guidelines shall be followed:
a. Easements for sanitary and storm sewers less than twenty four inches (24") in diameter shall be fifteen feet (15') in width, plus five feet (5') for each additional utility other than a water main. Inclusion of a water main shall require an additional ten feet (10') of easement dedication such that there will be at least ten feet (10') of parallel clearance between any sewer and a water main.
b. If sanitary and storm sewers are greater than twenty four inches (24") in diameter, the requirements set forth in this subsection shall apply, and there shall be an additional two feet (2') in width per additional twelve inches (12") in diameter.
c. If sanitary and storm sewers are buried greater than fifteen feet (15'), additional easement width may be required.
d. Easements for water mains shall be fifteen feet (15') in width, plus five feet (5') for each additional utility other than a sewer. If a sewer is included, the requirements of this subsection shall govern.
e. Unless otherwise provided, a minimum ten foot (10') rear easement shall be dedicated for private utilities within all developments zoned residential.
f. Unless otherwise provided, a minimum five foot (5') front easement shall be dedicated for private utilities within all developments. The inclusion of public utilities shall require an easement of width as dictated by this subsection.
B. Maintenance Easements: Maintenance easements of sufficient width shall be provided around storm sewers, sanitary sewers, water mains, and other similar utilities when these facilities are located outside of the public street right of way. The width of the easement shall be established by working needs. (Ord. 2007-19, 5-21-2007)
A. General Requirements:
1. The classification and location of all streets shall conform to the village comprehensive plan, including the major streets plan, and this section, and shall be planned in relation to existing and proposed streets, topographical conditions, public safety and convenience, and anticipated land use.
2. Each lot or parcel of ground within a new subdivision shall be adjacent to a public street.
3. The street system in each new subdivision shall continue and extend existing connecting streets in adjoining subdivisions; except, that minor streets shall not be required to cross major streets unless such continuation and crossing is deemed necessary to promote pedestrian and/or vehicular circulation and safety.
4. The street system in each new subdivision shall be extended and dedicated to any property adjacent to the subdivision, except those instances in which the adjacent property is not and cannot be subdivided. (Ord. 2007-19, 5-21-2007)
5. No private streets shall be permitted in the village without prior approval from the village board of trustees. (Ord. 2011-22, 6-6-2011)
6. When a subdivision borders on and has lots fronting on or contiguous to a present or proposed arterial street, as depicted or described in the comprehensive plan and/or major streets plan, necessary traffic service to lots of the subdivision bordering such facility shall be provided by a marginal access street, local street, or collector street, unless otherwise authorized by the village engineer.
7. Access to an arterial street from a marginal access street, local street, or collector street shall be taken at approximately one-fourth (1/4) mile intervals, unless subdivision frontage is less than one-fourth (1/4) mile, in which case, the subdivision shall have no more than one access point to the arterial street, at a location to be approved by the village board of trustees.
B. Rights Of Way Dedications:
1. Subdividers shall dedicate rights of way for streets and easements, and if planned, alleys, in all new subdivisions.
2. When the subdivider owns the land on both sides of a proposed street, the entire right of way for the street shall be dedicated by the subdivider.
3. When the subdivider owns the land on only one side of an existing street, the existing right of way of which is narrower than that required by this title or the comprehensive plan/major streets plan, the subdivider shall dedicate additional right of way which lies between the centerline of the existing right of way and the outside edge of the additional right of way equal to at least one-half (1/2) of the required right of way width.
4. Minimum dedicated street rights of way shall be:
Arterial | 80 feet |
Collector | 70 feet |
Local | 60 feet |
Cul-de-sac radius | 50 feet |
Commercial/industrial alleys | 24 feet |
Residential alleys | 20 feet |
C. Street Names And Addresses:
1. Street Names: Proposed streets which are obviously in alignment or continuation of existing streets already named shall bear the name of such existing streets. The board of trustees may waive this requirement if it is in the best interest of the village to do so. In no case shall the name for a proposed street duplicate existing street names that are not continuous with it, irrespective of the use of the suffix street, avenue, road, boulevard, drive, place, or court, or an abbreviation thereof, or minor variations in spelling. Street names may be subject to the review of the Heyworth postmaster.
2. House Numbers: The house numbering system plan shall be submitted to the village engineer. The house numbering system shall be in accordance with the plan adopted by the village board, the Heyworth postmaster, the fire protection district, and the county emergency services and disaster agency.
3. Signs: Street name signs shall be purchased and erected by the subdivider at each street intersection within the subdivision, in accordance with section 12-7-6, figure 10, of this title.
D. Design Of Streets:
1. Widths Of Streets:
a. Minimum pavement widths for streets (as measured from back to back of curb) shall be:
Arterial | 51 feet |
Collector1 | 37 feet |
Local | 28 feet |
Cul-de-sac radius | 40 feet |
Commercial/industrial alley | 20 feet |
Residential alley | 16 feet |
Note:
1. Includes all streets in areas zoned commercial and industrial.
b. All subdividers are required to construct a minimum twenty eight foot (28') pavement width unless the project property line is the centerline of a dedicated street right of way, in which case, the subdivider shall construct one-half (1/2) of the required pavement width. If there is an existing street pavement within the existing right of way, the village may cooperate with the subdivider to upgrade the existing street pavement instead of constructing half street improvements. The subdivider's contribution toward upgrade of the existing street pavement shall be not less than the costs incurred to construct at least a sixteen foot (16') width of pavement, and one-half (1/2) the costs of street appurtenances including drainage and sidewalks.
c. If additional pavement width beyond the specified minimums and/or additional thicknesses are required, the village may participate in the additional cost.
2. Grades:
a. Maximum grade within fifty feet (50') of an intersection shall be five percent (5%).
b. Pavement centerline profile grades shall be:
Minimum | 0.40 percent |
Maximum | 10.00 percent |
Cross slope | 3/16 inch per foot minimum, 3.00 percent maximum |
3. Intersecting Streets: Streets shall be designed to intersect as close to a ninety degree (90°) angle as possible, and no two (2) streets shall intersect at an angle of less than eighty degrees (80°).
4. Adjacent Existing Streets: Where an existing street is adjacent to the subdivision, the subdivider shall improve the half of the street to conform to these standards; except, that where the existing street is a county highway or state highway, the village board may waive the requirements for street improvements subject to concurrence by the entity having jurisdiction over the roadway.
5. Street Jogs: Street jogs with centerline offsets of less than one hundred fifty feet (150') shall not be permitted if the same can be reasonably avoided and as authorized by the village engineer.
6. Horizontal Curves: Horizontal curves shall be gradual, having a radius of at least two hundred fifty feet (250') at the centerline, except where a lesser radius is, in the opinion of the village engineer, reasonably safe and adequate for anticipated traffic conditions.
7. Intersection Returns: Radii at pavement intersections shall be (measured to back of curb):
Arterial and collector thoroughfares | 30 feet |
Local or minor streets | 25 feet |
8. Sight Triangles: Sight triangles shall be provided via vehicular access control at all intersections of local streets with collector or arterial streets. Vehicular access control shall be not less than fifty feet (50') along the local or subcollector street at an intersection with a collector street. Vehicular access control shall be provided for not less than one hundred feet (100') along the arterial street at intersections with other streets.
9. Cul-De-Sacs:
a. Cul-de-sacs shall be provided when a street in a new subdivision is a permanent dead end street and cannot be continued to another street.
b. Cul-de-sacs in areas zoned residential shall have a minimum pavement radius of forty feet (40') (measured to back of curb) where the entire circle is paved. Cul-de-sacs in areas zoned commercial and industrial shall have a minimum pavement radius of fifty feet (50').
c. Cul-de-sacs shall have a maximum length of one thousand two hundred feet (1,200') measured from the centerline of the intersecting street to the center of the turnaround in areas zoned residential with single-family lots. For areas zoned residential with multiple-family lots and for all other zoning, cul-de-sacs shall have a maximum length of four hundred feet (400'), unless in the opinion of the village board, projected traffic counts, the topography of the land being subdivided or the physical situation of that land makes such a restriction impractical.
d. Driveways shall not encompass more than fifty percent (50%) of the curb on the bulb of a cul-de-sac street.
10. Specifications:
a. Pavement cross sections shall be as depicted on the details found in section 12-7-6 of this title. All pavements shall be constructed in accordance with the requirements of the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition.
b. Pavements for streets shall be either portland cement concrete pavement or bituminous concrete pavement in accordance with these standards.
c. All pavements shall be constructed with portland cement concrete curbs and gutters. The shape of the curb and gutter shall conform to the village standard curb and gutter type B (barrier) or type M (mountable). See details in section 12-7-6 of this title.
11. Access Requirements And Restrictions:
a. Provisions shall be made to grant access for future development of unplatted adjacent land at intervals of not more than one-fourth (1/4) mile.
b. Vehicular access control shall be provided to the maximum extent possible along state and federal highways. Marginal access streets shall be provided adjacent to arterial streets wherever possible.
12. Blocks:
a. Blocks shall not be less than four hundred feet (400') nor more than eight hundred feet (800') in length except as the village board of trustees considers necessary to secure efficient use of land or desired features in street pattern.
b. In blocks six hundred feet (600') or more in length, the village board may require a public crosswalk for pedestrian travel to extend entirely across the block at the location deemed necessary. The crosswalk shall be constructed of portland cement concrete in conformance with these standards for sidewalks. The width of the concrete shall be six feet (6'), and the crosswalk shall be located on a ten foot (10') commons area.
c. Blocks shall be wide enough to allow two (2) tiers of lots, except where fronting on major streets or prevented by topographical conditions or size of the property, in which case, the village board will approve the single tier of lots.
E. Alleys:
1. Required, Permitted And Prohibited Alleys:
a. Alleys may be provided for lots or parcels of ground intended for business, commercial or industrial uses.
b. Alleys shall not be allowed for lots intended for residential uses.
c. No dead end alleys will be permitted except under special conditions as authorized by the village engineer and the village board.
d. No private alleys will be permitted except under special conditions as authorized by the village engineer and the village board.
2. Construction Requirements: The alley pavement shall be constructed in accordance with the minimum construction standards set for streets.
F. Subgrades:
1. The street pavement subgrade shall have sufficient stability to accommodate construction traffic without excessive subgrade rutting or shoving. All subgrade compaction and testing shall be in accordance with the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition.
2. Existing topsoil shall be removed from the area of proposed street pavement, plus two feet (2') outside the proposed back of curb. Removal shall be to a depth as necessary to remove all organic material or ten inches (10"), whichever is greater.
3. Street subgrades shall be compacted to not less than ninety five percent (95%) of the standard laboratory density in accordance with the applicable section of the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition.
4. Areas of subgrade that are changed in elevation by more than three inches (3") after acceptance testing must be retested once final grade is achieved. Subgrades which are subjected to a freeze/thaw cycle prior to paving must be retested.
5. The suitability of all subgrades shall be tested via "proof rolling" with a loaded tandem truck. Any soft subgrade areas which show rutting, cracking, or rolling shall be reconditioned to provide a firm, suitable subgrade. A representative of the village shall be present to assess the suitability of the subgrade during proof rolling.
6. Any areas of street pavement subgrade which fail to meet or exceed the compaction requirements or fail the proof rolling test shall be remedied to achieve the required stability. Acceptable methods of remediation shall include, but not be limited to, aeration and recompaction, undercut and backfill, and lime treatment. The remedied areas must be retested and meet or exceed the requirements specified in this section. Streets which do not meet the minimum subgrade compaction requirements will not be accepted.
G. Pavement Materials:
1. Portland Cement Concrete:
a. All pavement designs must conform to the "Bureau Of Local Roads And Streets Manual" and be authorized by the village engineer. The subdivider's engineer shall provide pavement design calculations to verify compliance with design thickness requirements.
b. Minimum design thickness shall be:
Local residential and cul-de-sac; multiple-family residential alleys | 6 inch minimum thickness, nonreinforced |
Collector | 8 inch minimum thickness, nonreinforced |
Commercial and industrial, including alleys | 8 inch minimum thickness, reinforced with welded wire fabric mesh or reinforcing steel |
All other streets | The pavement design and thickness for a particular street shall be established utilizing the current IDOT design standards for the particular situation and as authorized by the village engineer |
c. All portland cement concrete pavement shall be underlain by a minimum of ten inches (10") of crushed aggregate base.
d. Longitudinal construction joints shall be tied with no. 4 deformed tie bars, thirty inches (30") long at thirty inch (30") intervals. All joint patterns are to be authorized by the village engineer.
e. Transverse construction joints shall be tied with smooth tie bars, thirty inches (30") long at fifteen inch (15") intervals, in accordance with the following schedule:
(1) For pavement thickness greater than eight inches (8"), the nominal dowel diameter shall be one and a half inches (1.5").
(2) For pavement thickness less than eight inches (8") but greater than seven inches (7"), the nominal dowel diameter shall be one and one-fourth inches (1.25").
(3) For pavement thickness less than seven inches (7"), the nominal dowel diameter shall be one inch (1").
f. Sawed contraction joints shall be provided at a maximum of fifteen foot (15') intervals.
g. The portland cement concrete shall be constructed in accordance with the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition, and meet the following requirements (where and if the provisions of these documents conflict, the stricter of the regulations shall apply):
(1) Have a minimum compressive strength of not less than three thousand five hundred (3,500) psi or a minimum modulus of rupture of not less than six hundred fifty (650) psi at an age of fourteen (14) days.
(2) Have a workable slump authorized by the village engineer, but in no instance greater than three inches (3") for machine placed concrete and no greater than four inches (4") for small areas of hand placed concrete. The first truckload each day and at least every fourth truckload thereafter shall be field tested.
(3) Concrete mix design shall be submitted to the village engineer for review prior to beginning concrete construction operations; test data from previous projects must accompany the mix design as verification of the strength of the proposed mix. Mix designs must contain a minimum of five hundred sixty four (564) pounds of cement per cubic yard of concrete.
(4) Be field tested for strength by an independent testing laboratory during construction by taking beam or cylinder specimens at a minimum rate of two (2) for every thirty (30) cubic yards of concrete poured, with a minimum of two (2) for pours under thirty (30) cubic yards.
(5) Be cured by standard procedures, as authorized by the village engineer.
(6) Be finished with a finishing machine authorized by the village engineer. The machine shall be self-propelled, capable of striking off, consolidating and finishing the concrete of the consistency required to the proper crown and grade, or other method authorized by the village engineer.
(7) Be air entrained (5 to 7 percent), with the first truckload each day, and every fourth truckload thereafter, field tested to verify the entrainment.
h. Portland cement concrete pavements shall be protected from all traffic (including construction equipment) for a period of not less than seven (7) days, or when test cylinders indicate that the pavement has reached a minimum compressive strength of three thousand five hundred (3,500) psi (650 psi minimum modulus of rupture).
i. Sawing of joints shall commence as soon as the concrete has hardened sufficiently to permit sawing without excessive reveling, but no later than ten (10) hours after the concrete has been placed. All joints shall be sawed to a depth of one- fourth (1/4) of the thickness of the slab before uncontrolled shrinkage cracking takes place. If necessary, the sawing operations shall be carried on both during the day and night regardless of weekends, holidays, or weather conditions.
j. The subdivider's engineer shall provide written documentation to the village engineer as to the time when portland cement concrete is placed and the time when saw cutting of joints takes place.
k. Joints in portland cement concrete pavement shall be cleaned and filled with hot or cold poured joint sealer.
l. Expansion joints shall be provided at locations indicated on the standard details in section 12-7-6 of this title. The location of all expansion joints shall be depicted upon the street paving plan.
m. Joint pattern details shall be provided in the site engineering drawings for all intersections, cul-de-sacs, and other unusual situations.
2. Bituminous Concrete:
a. All pavement designs must conform to the "Bureau Of Local Roads And Streets Manual" and be authorized by the village engineer. The subdivider's engineer shall provide pavement design calculations to verify compliance with design thickness requirements.
b. Minimum design thickness shall be:
Local residential and bituminous cul- de-sac; multiple-family residential alleys | 2 lifts of 2 inch thickness of bituminous concrete surface course; plus sufficient base course (minimum 10 inches) consisting of aggregate, bituminous aggregate mixture, or bituminous concrete binder to yield a minimum composite pavement structural number of 2.25 |
Collector | 2 lifts of 2 inch thickness of bituminous concrete surface course; plus sufficient base course (minimum 10 inches) consisting of aggregate, bituminous aggregate mixture, or bituminous concrete binder to yield a minimum composite pavement structural number of 2.5 |
Commercial and industrial, including alleys | 2 lifts of 2 inch thickness of bituminous concrete surface course; plus sufficient base course (minimum 10 inches) consisting of aggregate, bituminous aggregate mixture, or bituminous concrete binder to yield a minimum composite pavement structural number of 3.5. The pavement design and thickness shall be established utilizing IDOT design methods |
c. The following equation reflects the pavement structure thickness in terms of a structural number. The structural number is related to the thickness of the various layers of the pavement structure as follows for pavements with aggregate and stabilized base courses:
Dt = a1D1 + a2D2 + a3D3
Where: | ||
Dt | = | The structural number; a1, a2, and a3 are coefficients of relative strength of the surface course, base course, and subbase, respectively; |
D1 | = | Thickness of surface course in inches; |
D2 | = | Thickness of base course in inches; and |
D3 | = | Thickness of subbase in inches |
The coefficients a1, a2, and a3 are considered to be a measure of the relative strength, as related to performance, of the surface course, base course, and subbase materials, respectively. It is important to note that the value of a coefficient for a particular layer of the pavement is not constant, but is assumed to vary in accordance with the strength of the material to be used in that layer, as indicated in the following figure:
FIGURE - COEFFICIENT LIMITS FOR PAVEMENT STRUCTURE MATERIALS
Structure Materials | Strength Requirements | Coefficient Limits3 | ||||
M.S.1 | IBR | psi2 | a1 | a2 | a3 |
Structure Materials | Strength Requirements | Coefficient Limits3 | ||||
M.S.1 | IBR | psi2 | a1 | a2 | a3 | |
Bituminous surface: | ||||||
Class B road mix | 0.20 | |||||
Class B plant mix (liquid asphalt) | 0.22 | |||||
Class B plant mix (asphalt cement) | 900 | 0.30 | ||||
Class I | 1,700 | 0.40 | ||||
Base course: | ||||||
Aggregate type B (uncrushed) | 50 | 0.10 | ||||
Aggregate type B (100 percent crushed) | 80 | 0.13 | ||||
Aggregate type A | 80 | 0.13 | ||||
Lime stabilized mixture | 150 | 0.11 | ||||
Soil cement | 300-500 | 0.15-0.20 | ||||
Cement aggregate (LR312) | 650 | 0.23 | ||||
750 | 0.25 | |||||
1,000 | 0.28 | |||||
Pozzuolanic | 0.28 | |||||
Asphalt stabilized (LR310) liquid asphalt | 0.18 | |||||
Bituminous aggregate mixture (LR311) | 900-1,900 | 0.24-0.33 | ||||
Bituminous mixture class I | 1,700+ | 0.33 | ||||
Subbase: | ||||||
Lime stabilized soil mixture | 100 | 0.12 | ||||
Granular material, type B | 30 | 0.11 | ||||
Granular material, type A (uncrushed) | 50 | 0.12 | ||||
Granular material, type A (100 percent crushed) | 80 | 0.14 | ||||
Notes:
1. Marshall stability or equivalent.
2. 7 day design compressive strength.
3. For materials with strengths other than that shown, the coefficients may be determined from pages 5-8-97 through 5-8-102. Other approved materials of similar strengths may be substituted for those listed in the table.
d. In accordance with article 406 of the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition, the bituminous concrete binder course and the bituminous concrete surface course shall be hot mix asphalt, low ESAL or high ESAL, or as recommended by the village engineer for a specific pavement design.
e. Bituminous materials must be produced at an IDOT approved plant.
f. An IDOT approved mix design specifications sheet must be provided to and authorized by the village engineer prior to use of the bituminous concrete mixture for pavement construction.
g. Aggregate base course shall be crushed stone, CA-6 or CA-10 gradation, and shall be type A. Aggregate base course shall be placed in lifts not exceeding five inches (5"). Base course aggregate shall be treated with a bituminous prime coat prior to the application of the bituminous concrete surface course or binder course.
h. All pavement base courses, binder courses, and surface courses shall be constructed in accordance with the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition, and shall be field tested for proper compaction. Tests shall be at the rate of two (2) per lane per five hundred feet (500'). Bituminous concrete binder and surface courses shall have a minimum in place density of ninety three percent (93%), with no individual test below ninety two percent (92%). Aggregate base courses shall have a minimum in place density of ninety five percent (95%), with no individual tests below ninety five percent (95%).
H. Portland Cement Concrete Curb And Gutter:
1. All street pavements shall be provided with portland cement concrete curb and gutter.
2. The shape shall conform to the Heyworth concrete curb and gutter, type B or type M, or as authorized by the village engineer.
3. The portland cement concrete shall meet the requirements for pavements as set forth elsewhere in this title. All testing requirements shall apply.
4. The concrete curb and gutter shall be constructed separate from or integral to concrete pavement. The curb shall be constructed by hand or machine in a manner authorized by the village engineer.
5. Contraction joints shall be provided at not less than twenty foot (20') intervals for curb and gutter adjacent to bituminous concrete pavement, and not less than fifteen foot (15') intervals adjacent to portland cement concrete pavement.
6. Expansion joints shall be provided at locations as indicated in the standard details in section 12-7-6 of this title. Expansion joints for curbs and gutter shall include an eighteen inch (18") long smooth dowel bar with pinching stip cap, placed at middepth.
7. When curb and gutter is constructed independently from portland cement concrete pavement, the longitudinal joint shall be considered a construction joint.
8. Curb and gutter shall be provided with not less than three-fourths inch (3/4") slope per foot transverse slope, as shown on the detail found in section 12-7-6 of this title. Curb and gutter with less than this minimum slope shall not be acceptable, and shall be removed and replaced if installed with inadequate transverse slope.
9. The stormwater curb and gutter frames, lids, and/or grates shall be of the type currently conforming to the standards of the IDOT. No design that may be a hazard to bicycles shall be allowed.
I. Testing And Acceptance:
1. All pavements shall be tested for compliance with the requirements of this title. Pavements will not be accepted that do not conform to all testing requirements.
2. Before final review, all pavements shall be cored for thickness by the subdivider in the presence of the village engineer or other representative of the village. Two (2) cores shall be taken every five hundred feet (500') per lane unless deficiencies are encountered. When deficiencies are encountered, additional cores shall be taken as needed to document the extent of the deficiency. Requirements, in the event of deficient pavement thickness, shall be as follows:
a. Four percent (4%) deficiency will be accepted only in isolated areas.
b. Four percent (4%) to eight percent (8%) deficiency will require the developer to file a five (5) year maintenance bond with the village in addition to other bonds required. The amount of the bond shall be one hundred fifty percent (150%) of the estimated cost of removing and replacing the defective pavement at the end of the five (5) year period.
c. Eight percent (8%) and over deficiency will be removed and replaced to the thickness shown on the drawings.
3. If portland cement concrete pavement test specimens do not attain the required strength as stated above, the pavement may be accepted if the in place strength of the concrete meets the minimum specified strength when cored and tested according to American Concrete Institute (ACI) standard methods.
4. a. If the in place pavement strength, air content, or compaction of bituminous concrete is found to be deficient or other obvious defect is found to exist, subject to the review of the village engineer, the subdivider shall either:
(1) Remove and replace the deficient sections of pavement; or
(2) Post a five (5) year cash bond as determined by the village engineer in the amount of one hundred fifty percent (150%) of the estimated cost to remove and replace the deficient pavement at the end of the five (5) year period.
b. If any significant pavement deterioration or defect appears in the subject pavement within the five (5) year bond period, the deteriorated or defective section shall be removed and replaced. If no deterioration or defects appear within the five (5) year period, the bond shall be released.
5. a. In the event that the subdivider fails to properly test and document subgrade compaction, air content, slump, and saw cut timing, subgrade compaction, or asphalt compaction, the subdivider shall either:
(1) Remove and replace the deficient pavement sections; or
(2) Post a five (5) year cash bond in the amount of one hundred fifty percent (150%) of the estimated cost to remove and replace the deficient pavement.
b. If any defect, deficiencies or other failures appear in the pavement within the five (5) year bond period, the deficient pavement shall be removed and replaced. If no failures appear within the five (5) year period, the bond shall be released. (Ord. 2007-19, 5-21-2007)
A. General Requirements:
1. Sidewalks shall be installed on both sides of all public streets and shall run to the back of the curb at each corner lot.
2. All sidewalks along streets shall be installed in the public right of way. The back of the sidewalk shall be one foot (1') inside the right of way, unless, for good cause shown, a variance in location is authorized by the village board of trustees. Sidewalks at the cul-de-sac terminus of dead end streets may be built as close as four feet (4') to the curb with the authorization of the village engineer.
3. The village board of trustees may waive or defer the requirements that the subdivider install sidewalks in all subdivisions except those restricted to multi-family or apartment developments.
4. Public crosswalks shall be located within the ten foot (10') easement or commons area as directed by the village engineer. This location shall be dependent upon the location of proposed utilities within the same easement.
5. All proposed sidewalks abutting streets shall be ramped with a nonslip surface so that the street and sidewalk blend to a common level, enabling persons in wheelchairs to travel freely. See subsection B9 of this section.
6. Sidewalks shall be constructed by the subdivider after site grading but prior to any construction upon any individual lot. The sidewalk adjoining a block of roadway shall be constructed at one time.
7. a. The construction of sidewalks may be deferred until after construction upon any individual lot. In this way, damage may be avoided to previously installed sidewalks during the construction process. Construction of the sidewalks must commence within one year from the date that any other portion of the public improvements are accepted by the village.
b. If construction of the sidewalk or a portion of the sidewalk is deferred until after lot construction, the construction performance guarantee must not be reduced to an amount less than the value of the sidewalks. See subsection 12-4-6D of this title. Maintenance guarantee and surety shall be required after the sidewalks are dedicated to the village. See subsection 12-4-9E of this title.
B. Design:
1. All sidewalks shall be a minimum of four feet (4') in width with a preferred width of five feet (5') in areas zoned residential and a minimum of five feet (5') in width in areas zoned commercial or industrial.
2. All sidewalks shall be a minimum of four inch (4") thick portland cement concrete. All sidewalks through driveways shall be a minimum of six inches (6") thick or of a thickness equal to that of the driveway, whichever is greater.
3. Premolded expansion joints shall be placed at forty eight foot (48') intervals and at all curb intersections or intersections with other permanent structures.
4. All sidewalks shall be hand grooved at least one-half inch (1/2") deep, with a one inch (1") grooving tool, at four foot (4') intervals, and edged with an edging tool.
5. Sidewalks shall be constructed having a longitudinal slope no greater than five percent (5%). Ramps are to be constructed per ADA requirements with a longitudinal slope of no greater than one inch (1") per foot.
6. Sidewalks shall be constructed having a transverse slope toward the street of one-fourth inch (1/4") per foot.
7. The subgrade shall be prepared "properly" so that after compaction it will conform to the alignment, grade and cross section shown on the approved plans. Soft and unstable material that will not compact shall be removed and replaced with material authorized by the village engineer. The entire subgrade shall be compacted to not less than ninety percent (90%) of the standard laboratory density. Topsoil materials shall not be utilized for subgrades.
8. Sidewalks along street pavements shall be constructed with not less than two percent (2%) nor more than fifteen percent (15%) slope between the back of curb and closest edge of the sidewalk. All sidewalks shall be built above the street pavement, unless special circumstances dictate otherwise, as authorized by the village engineer.
9. Sidewalk ramps shall comply with the Illinois department of transportation detail 424001-03 (revised January 1, 2004) and section 12-7-6, figure 11, of this title. This detail requires a twenty four inch (24") wide area adjacent to the street with a pattern of raised truncated domes (detectable warnings). The color of the domes shall be the same contrasting color as required by IDOT, namely federal standard color 30166, brick red.
C. Construction Requirements:
1. All sidewalks shall be constructed in accordance with the provisions of the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition.
2. Portland cement concrete mix design shall be the same as stated in this chapter.
3. Portland cement concrete sidewalks shall be field tested at the rate of two (2) specimens per one thousand two hundred (1,200) linear feet or two (2) specimens per day, whichever is greater, for strength, air content, and slump.
4. Sidewalks shall be provided with a light broom surface finish.
5. Sidewalks shall be properly cured and protected for not less than three (3) days. (Ord. 2007-19, 5-21-2007)
A. Definitions: For the purpose of this section, the following words and terms shall have the meanings ascribed to them in this subsection:
PIPE OR PIPELINE: Underground piping.
B. Methods Of Pipe Installation: It is intended that piping be installed by constructing open trenches, unless specifically shown otherwise on the drawings. Piping shall not be installed by open cut methods which do not allow the pipe to be bedded in granular material, such as installation with a trenching machine. Piping may be installed by the boring and jacking method, with or without casing piping, as required by the condition of the installation with approval of the village engineer.
C. Application Of Provisions: Excavation and backfill for underground piping shall include all excavation, backfilling, compacting, disposal of surplus material, and all other work incidental to the construction of trenches, including any additional excavation which may be required for manholes or other structures forming a part of the pipeline.
D. Construction Standards: All excavation shall be in accordance with the "Standard Specifications For Water And Sewer Main Construction", latest edition, and the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition.
E. General Requirements:
1. Along the route of the new piping, the surface materials shall be removed only to such widths as will permit a trench to be excavated which will afford sufficient room for proper efficiency and proper construction. Where sidewalks, driveways, pavements, and curb and gutter are encountered, care shall be taken to protect against fracture or disturbance beyond reasonable working limits. Topsoil suitable for final grading and landscaping shall be piled separately, in locations authorized by the village superintendent of public works or the developer's engineer, and preserved so that it may be restored after the remainder of the backfill is so placed.
2. The subdivider may conduct exploratory excavations to determine if an elevation conflict exists between a new pipeline and an existing utility. These exploratory excavations shall be performed far enough in advance of the work so that after consultation with the developer's engineer, any necessary adjustments to the line and grade of the new pipeline can be made.
3. The subdivider may make any exploratory excavation necessary to confirm the correct size, type, and number of fittings or valves required at a particular location.
F. Hand Or Machine Excavations: Where working space will permit, trenches may be excavated by machine; provided, that by so doing, public and private improvements will not be subjected to an unreasonable amount of damage. If, however, excavation by machine methods cannot be made without material damage being done to public and private improvements, hand excavation shall be employed.
G. Width Of Excavation:
1. The trench shall be excavated to an elevation four inches (4") below the bottom of the pipe and so that the flow line of the finished pipeline will be at the depth and grade specified or established by the developer's engineer. For trench depths of five feet (5') or less and when sheeting and shoring is not required, the trench shall be excavated to a minimum width of two feet (2') wider than the external diameter of the pipe, to permit thorough tamping of the material under the haunches and around the pipe. For trench depths of more than five feet (5') and when sheeting or shoring is required, the trench width shall be a minimum of three feet (3') wider than the external diameter of the pipe. The trench shall generally be excavated so that vertical faces are maintained; except, that when authorized by the developer's engineer and when physical conditions and safety will permit, the sides of the trench may be sloped or benched in accordance with OSHA's 29 CFR part 1926, subpart P, excavation standards.
2. If these trench widths are exceeded without the written authorization of the developer's engineer, the pipe shall be installed with a concrete cradle, or with concrete encasement, or a stronger pipe than originally specified shall be used as authorized by the developer's engineer.
H. Excavation Below Grade: In cases where the excavation is carried beyond or below the lines and grades given by the developer's engineer, all such excavated space shall be refilled with suitable granular material.
I. Trench Protection:
1. Generally:
a. Open cut trenches shall be protected in accordance with applicable rules, laws and regulations of federal, state and village ordinances, but shall not be less than the standards and regulations established by the department of labor, occupational safety and health administration, 29 CFR part 1926, occupational safety and health standards - excavations; final rule, hereinafter called OSHA.
b. Protective systems may include two (2) types:
(1) Structural support systems.
(2) Sloping and benching excavation systems.
c. No protective system shall be required for excavations occurring in other than stable rock up to five feet (5') in depth unless the soil has been determined to be subject to potential cave in based on tests and evaluations, or unless it has been found to experience cave in during construction. If the excavation walls for trenches less than five feet (5') in depth are subject to cave in, a protective system shall be used in conformance with sections 20-2.08 and 20-2.09 of the "Standard Specifications For Water And Sewer Main Construction In Illinois".
d. Any trench excavation which exceeds twenty feet (20') in depth and occurs in other than stable rock shall make use of a protective system which is designed and approved by an Illinois licensed structural engineer for a structural support system or an Illinois licensed professional engineer for a sloped and benched excavation system. For trench excavations occurring in other than stable rock of a depth of twenty feet (20') or less, the protection system provided shall conform to the requirements of sections 20-2.08 and 20-2.09 of the "Standard Specifications For Water And Sewer Main Construction In Illinois", latest edition.
e. Surface encumbrances that are located so as to create a hazard to workers in the trench excavation shall be removed or supported by the contractor.
f. Ramps, runways, or ladders shall be provided for ingress and egress of workers from trenches which exceed four feet (4') in depth in accordance with OSHA standards.
g. Water in trenches shall be controlled by the use of water removal equipment. If the trench excavation interrupts the natural flow of surface water, diversion ditches or dikes shall be used.
h. When the stability of adjoining buildings, walls, sidewalks, pavements, bridges, or other structures is endangered by excavation operations, structural support systems such as shoring, bracing, or underpinning shall be used to ensure the stability of the structure. Excavation below the foundation of an adjacent structure which is not located in stable rock shall require either of the following:
(1) An Illinois licensed professional engineer has determined that the structure is sufficiently removed from the excavation so as to be unaffected; or
(2) An Illinois licensed structural engineer has designed and approved a structural support system to provide adequate protection to the structure.
2. Trenches With Sloping Sides:
a. The subdivider may, at his option and expense, where working conditions and right of way permit, and with the approval of the developer's engineer, provide protection to the excavated trench by sloping and benching the walls of the excavation, in lieu of providing a structural support system, with the following limitations:
(1) Only structural support systems shall be used for protection to excavations in traveled streets, highways, or alleys.
(2) Only structural support systems shall be used adjacent to streets, highways, alleys, or sidewalks below the intersection of a one to one (1:1) slope line from the nearest face of the excavation to the edge of the pavement.
(3) Only structural support systems shall be used adjacent to a building or bridge unless an Illinois licensed professional engineer has determined that the building or bridge is in no danger of being affected by the excavation.
b. When trenching with sloping sides is permitted, the slopes shall not extend below the top of the pipe. Trench walls below the top of the pipe shall be vertical, with size and width not exceeding the specified values herein for the size of the pipe.
c. Design of sloping and benching systems shall be in conformance with the OSHA rules and regulations.
J. Excavated Material: All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing streets, sidewalks and driveways. Excavated materials suitable for backfilling shall be stockpiled separately on the site. No materials shall be placed closer than two feet (2') to the edge of an excavation. Fire hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, or other utility controls shall be left unobstructed and accessible until the work is completed. Gutters shall be kept clear or other satisfactory provisions made for street drainage. Natural watercourses shall not be obstructed or polluted.
K. Removal Of Water: At all times during construction, equipment shall be provided and maintained to remove and properly dispose of all water entering the excavation or other parts of the work until all work to be performed therein has been completed. No sanitary sewer shall be used for disposal of trench water. No water containing settleable solids shall be discharged into storm sewers. The proposed method for the control of groundwater shall be prepared by the developer's engineer.
L. Safety Requirements:
1. Barricades, Guards And Safety Provisions: To protect persons from injury and to avoid property damage, adequate barricades, construction signs, torches, lights and guards, as required, shall be placed and maintained at the site during the progress of the construction work and until it is safe for traffic to use the roads and streets. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The rules and regulations of OSHA and appropriate authorities respecting safety provisions shall be observed.
2. Structure Protection: Temporary support, adequate protection and maintenance of all underground and surface structures, drains, sewers, and other obstructions encountered in the progress of the work shall be furnished by the subdivider. Any structures which may have been disturbed shall be restored upon completion of the work.
M. Deviations Occasioned By Structures Or Utilities: Wherever obstructions are encountered during the progress of the work and interfere to such an extent that an alteration in the work is required, the developer's engineer shall have the authority to change the drawing and order a deviation from the line and grade or arrange with the owners of the structures for the removal, relocation or reconstruction of the obstructions. Where gas, water, telephone, electrical, hot water, steam, or other existing utilities are an impediment to the vertical or horizontal alignment of a new pipeline, the developer's engineer shall order a change in grade or alignment or shall direct the subdivider to arrange with the owners of the utilities for their removal.
N. Interruption To Utilities: Prior to proceeding with trench excavation, the subdivider shall contact all utility companies in the area to aid in locating their underground services. The subdivider shall proceed with caution in the excavation and preparation of the trench so that the exact location of underground structures may be determined.
O. Conduit Jacked, Bored Or Tunneled: All work consisting of jacking, boring, or tunneling for pipe installation shall be in conformance with section 20-2.19 of the "Standard Specifications For Water And Sewer Main Construction In Illinois", latest edition.
P. Pipe Bedding:
1. a. "Rigid pipe" may be broadly defined as that which does not depend on side support from trench backfill for its structural integrity, e.g., iron, steel, or concrete pipe. Rigid pipe shall be bedded with granular pipe bedding up to the horizontal centerline of the pipe. Backfill from the horizontal centerline to a level of one foot (1') above the top of the pipe (initial backfill) shall be either of granular backfill or excavated earthen materials.
b. "Flexible pipe" may be broadly defined as that which does depend on side support from trench backfill for its structural integrity, e.g., solid wall ABS, PE, PVC pipe, ABS composite pipe, or corrugated metal pipe. All flexible pipe shall be backfilled with granular pipe bedding to a level one foot (1') above the top of the pipe (initial backfill). Clay pipe is included in this "flexible pipe" category so graded sand will be used for granular pipe bedding and granular backfill in pipe trenches when installing clay pipe.
2. All pipe bedding shall be in conformance with sections 20-2.20 and 20-2.21A of the "Standard Specifications For Water And Sewer Main Construction In Illinois", latest edition.
3. All pipes shall be bedded in well compacted, moist aggregate bedding material at least four inches (4") in depth below the pipe, placed across the entire width of the trench and for the length of the pipe. Material for granular pipe bedding shall be crushed limestone, washed gravel, washed sand, or other granular material authorized by the developer's engineer. Granular pipe bedding shall be placed to the centerline of the rigid pipe and to one foot (1') above the top of the pipe for flexible pipe.
4. For rigid piping (iron, concrete, steel, etc.), the granular pipe bedding for firm, dry trench bottoms shall be crushed limestone, coarse aggregate gradation CA-6 or CA-9 as specified in the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition.
5. For flexible and brittle piping (plastic, clay, copper, corrugated metal pipe, etc.), the granular pipe bedding for firm, dry trench bottoms shall be washed sand, fine aggregate gradation FA 5 or FA 6 as specified in the "Standard Specifications For Road And Bridge Construction", IDOT.
6. PVC sewer pipe shall be bedded and backfilled in general accordance with "Underground Installation Of Flexible Thermoplastic Sewer Pipe", ASTM standard D-2321. The embedment materials shall be class III.
7. When unsuitable soil conditions are encountered in the bottom of the trench, the contractor shall remove unsuitable materials below the depth of the bedding shown on the drawings, and shall replace the material removed with compacted pipe bedding materials authorized by the developer's engineer.
8. In cases where excessively wet conditions exist on the trench bottom, stone larger than those listed above (coarse aggregate gradation CA-1 as specified in the "Standard Specifications For Road And Bridge Construction", IDOT) may be used as ballast to stabilize the bottom; however, the pipe shall not be laid on this large aggregate. Granular pipe bedding is required between the larger aggregate and the pipe.
9. As soon as the condition of the pipe will permit, the entire width of the trench shall be backfilled with moist aggregate to the heights stated above. The aggregate shall be placed longitudinally along the pipe. The elevation of the haunch material on each side of the pipe shall be the same. Special care shall be taken to completely fill the space under the pipe haunches. The aggregate materials shall be placed in maximum six inch (6") layers, loose measurement and compacted by ramming or tamping.
Q. Concrete Cradle: Where, in the opinion of the developer's engineer or the village public works superintendent, subgrade conditions warrant extra precautions for the bedding of pipe, the developer's engineer or the village public works superintendent may order the construction of a concrete cradle to support the pipe. The cradle shall be constructed as directed by the developer's engineer.
R. Backfill:
1. Backfill Above The Pipe Bedding:
a. Method I: Method I applies to pipes installed under yards and unimproved areas. In this method, the trench shall be backfilled with originally excavated materials in a manner which will not dislodge or damage the pipe or cause bridging action in the trench. The material shall be deposited in uniform layers not exceeding twelve inches (12") thick, loose measure. Each layer shall be compacted by ramming or tamping or, if directed by the developer's engineer, shall be inundated or deposited with water. The top of the trench shall be left neatly rounded to allow for settlement. The top four inches (4") shall be topsoil. Any rocks or clods greater than two inches (2") in diameter shall be removed from the topsoil as it is spread.
b. Method II: Method II applies to all pipes installed in all alleys, driveways or parking areas which do not have permanent surfaces or oil and chip surfaces. In this method, the trench from the top of the granular pipe bedding to eight inches (8") below the ground surface shall be backfilled with granular backfill. Then eight inches (8") of temporary aggregate surface course, type B, gradation CA-6 or CA-9, as specified in the "Standard Specifications For Road And Bridge Construction", IDOT, shall be applied so that the finished surface of the aggregate is at the new elevation or matches the existing surface elevation. The temporary materials shall be removed as necessary during the final roadway construction.
c. Method III: Method III applies to all pipes installed beneath existing utilities or structures. In this case, the trench from the top of the granular pipe bedding to at least six inches (6") above the existing utility or structure shall be backfilled with granular backfill. The granular material shall be deposited in uniform layers not exceeding six inches (6") thick, loose measure, and each layer shall be compacted by ramming or tamping. The trench from six inches (6") above the existing utility or structure to the surface shall then be backfilled in accordance with another applicable method: I, II, IV, V, or VI.
d. Method IV: Method IV applies to all pipes installed in any area where the existing or new surface is portland cement concrete. In this case, the trench from the top of the granular pipe bedding to the bottom of the existing or proposed surface shall be backfilled with granular backfill.
e. Method V: Method V applies to all pipes installed beneath oil and chip driveways or streets or bituminous concrete surfaces and all other driveways or streets not covered by method II. In this case, the trench from the top of the granular pipe bedding to twelve inches (12") below the surface shall be backfilled with granular backfill. The top twelve inches (12") of the trench shall be temporary aggregate surface course, type B, CA-6 or CA-9 gradation. The temporary materials shall be removed as necessary during the final roadway construction.
f. Method VI: Method VI applies to all pipes installed in cultivated fields. The backfill shall be placed as in method I; except, that no excavated material shall be allowed within the upper zone originally occupied by topsoil. After the backfill reaches the approximate lower limit of the original topsoil zone, the stockpiled topsoil shall be spread in such a manner that natural settlement will not result in a depression along the sewer route. All rocks and boulders greater than two inches (2") in diameter shall be removed from the topsoil as it is spread.
g. Method VII: Method VII applies to all pipes constructed in the earthen berm. From the top of the pipe bedding to twelve inches (12") below the proposed finish grade, the trench shall be backfilled with class A compacted select excavation materials in eight inch (8") layers. The top twelve inches (12") shall be filled with topsoil.
2. Controlled Low Strength Material: In lieu of the granular pipe backfill required by subsection R3 of this section, controlled low strength material (CLSM) may be used, if authorized by the developer's engineer and the village public works superintendent. The CLSM shall conform to mix 1 for CLSM as specified in section 1019 of the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition. Contractors shall take precautions to prevent pipe dislocation during installation of CLSM.
3. Granular Backfill:
a. Material conforming to this specification for granular backfill shall be placed and compacted in those locations shown in section 12-7-6 of this title. Granular backfill shall be used to fill the trench and shall be compacted by mechanical methods unless such compaction is waived by the developer's engineer.
b. Granular backfill for rigid pipe shall be coarse aggregate gradation CA-6, CA-9, or CA-13 as specified in the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition. Granular backfill for flexible pipe shall be fine aggregate gradation FA-5 or FA-6 as specified in the "Standard Specifications For Road And Bridge Construction", IDOT, latest edition.
c. Materials for granular backfill shall consist of washed sand, stone sand, crushed stone, pit run or crushed gravel. Granular backfill shall be reasonably free from an excess of soft and unsound particles and other objectionable matter. Granular materials from local deposits, graded to the limits specified above, and authorized by the developer's engineer, may be used for granular backfill. At the time of use, the granular backfill shall be free of frozen lumps and foreign materials that may have become mixed with it during handling.
4. Water Jetting Backfill: The water jetting backfill method of trench backfill shall only be allowed in yards.
5. Deficiency Of Backfill Material: Where there is a deficiency of suitable backfill material due to a rejection of part or all of the excavated material as unsatisfactory for backfill purposes, the contractor shall furnish satisfactory backfill material wasted from trench excavation in other locations or from other sources.
S. Sewer And Water Main Separation:
1. General Requirements: Water mains and water service lines shall be protected from sanitary and storm sewers, house service connections and drains. Installation of water mains and sewer mains shall comply with standard drawings 18 through 24 of the "Standard Specifications For Water And Sewer Mains In Illinois", latest edition.
2. Horizontal Separation:
a. Water mains shall be located at least ten feet (10') horizontally from any existing or new drain, storm sewer, sanitary sewer, combined sewer or sewer service connection.
b. Water mains may be located closer than ten feet (10') to a sewer line when:
(1) Local conditions prevent a lateral separation of ten feet (10'); and
(2) The water main invert is at least eighteen inches (18") above the crown of the sewer; and
(3) The water main is either in a separate trench or in the same trench on an undisturbed earth shelf located to one side of the sewer.
c. When it is impossible to meet either of the conditions in this subsection S2 or subsection S3 of this section, both the water main and drain or sewer pipe shall be constructed of push on or mechanical joint ductile iron pipe or PVC SDR rated pipe equivalent to water main standards of construction. The drain or sewer shall be pressure tested to the maximum expected surcharge head before backfilling.
3. Vertical Separation:
a. A water main shall be separated from a sewer pipe so that its invert is a minimum of eighteen inches (18") above the crown of the drain or sewer pipe whenever water mains cross storm sewers, sanitary sewers or sewer service connections. The vertical separation shall be maintained for that portion of the water main located within ten feet (10') horizontally of any sewer or drain crossed. A length of water main pipe shall be centered over the sewer pipe to be crossed with joints equidistant from the sewer or drain pipe.
b. Both the water main and sewer pipe shall be constructed of push on or mechanical joint ductile iron pipe or PVC SDR rated pipe equivalent to water main standards of construction when:
(1) It is impossible to obtain the proper vertical separation as described in subsection S3a of this section; or
(2) The water main passes under a sewer or drain pipe.
c. A vertical separation of eighteen inches (18") between the invert of the sewer or drain pipe and the crown of the water main shall be maintained where a water main crosses under a sewer; there shall be support for the sewer or drain pipes to prevent settling and breaking the water main, as shown in section 12-7-6 of this title, as authorized by the developer's engineer. Construction shall extend on each side of the crossing until the perpendicular distance from the water main to the sewer or drain pipe is at least ten feet (10').
4. Prohibition: No water main shall pass through or come into contact with any part of a sewer or sewer manhole.
T. Repair Of Existing Drain Tiles And Storm Sewers:
1. Drain tiles and storm sewers broken during the trench excavation shall be repaired so their carrying capacities shall not be impaired. Broken drain tiles shall be replaced with larger sized piping, either PVC plastic pipe SDR-26 or ductile iron pipe, as shown in section 12-7-6 of this title. The length of the pipe shall be such that it extends a minimum of ten feet (10') on either side of the water main. All repairs of drain tile encountered shall be observed by the developer's engineer or a representative of the village prior to backfilling. Compacted granular backfill will be required as for any existing utility or structure. The pipe to field tile junction shall be wrapped with burlap and encased in concrete. Care shall be taken to prevent concrete from entering the flow line of the pipe.
2. Drain tiles and storm sewers uncovered during the trench excavation which are laid parallel to the trench shall be protected and kept in service. Those tiles or storm sewers accidentally broken shall be repaired or replaced. If necessary, they shall be rerouted around the improvements.
U. Conflict Manholes: Drain tile or storm sewers discovered to be at the same elevation as a wastewater sewer under construction may be handled as follows:
1. A manhole will be constructed at the intersection of the pipes.
2. A sixteen foot (16') minimum section of ductile iron pipe will be laid through the manhole (centered on the manhole) and will be connected to and become a part of the wastewater sewer. Connection of dissimilar pipes shall be made with suitable couplings and concrete encasement.
3. The drain tile or storm sewer shall be connected to the manhole but not laid through it.
V. Ditch Reconstruction: Where ditches have been altered or ruined by construction procedures, it shall be the responsibility of the contractor to regrade the ditch to drain. The shape of the ditch, back slopes, etc., shall be equivalent to that existing prior to pipeline construction.
W. Existing Sewer Removal: Where called for on the drawings, or required for proper operation of new piping, existing piping shall be removed and disposed of off site. All castings and/or valves shall be salvaged and turned over to the village. Where new sewers are at the same location and depth as existing sewers, the existing sewers shall be removed as the excavation is made for the new sewers. (Ord. 2007-19, 5-21-2007)
A. Design:
1. Design Criteria:
a. All design criteria shall be in general conformance with this section and section 12-5-7 of this chapter, the current Illinois environmental protection agency (IEPA) regulations, the IEPA technical policy statements, and the recommended standards for waterworks, latest edition.
b. Design and construction of water mains shall be in accordance with this section and section 12-5-7 of this chapter (including subsection A1a of this section), and if not stated therein, the requirements of the "Standard Specifications For Water And Sewer Main Construction In Illinois", latest edition. Where and if the provisions of these standards conflict, the stricter of the regulations shall apply.
2. Water Mains:
a. Water main sizes shall depend upon factors such as the demand requirements, the pressure requirements in the distribution system, and plans for the expansion of the municipal system. All water mains located within the distribution system shall be a minimum of eight inches (8") in diameter.
b. The layout of the water mains shall be as needed to serve adequately all lots and tracts with connection to the municipal system. The mains shall be looped and valved to permit shutting off of service to only a small number of connections for repairs or maintenance. Preferably, disruption of service should be limited to one block. Looped mains shall be provided in all locations except cul-de-sacs or scattered properties. The design and construction shall include the placement of all fittings, including tees, crosses, etc., where future development or engineering studies indicate looping will be required.
c. Unlooped mains or dead ends shall be equipped with a fire hydrant or permanent blowoff for flushing. See section 12-7-6 of this title.
d. All water mains shall be designed for a normal working pressure during average flow and use conditions of not less than fifty (50) psi, and a minimum pressure of twenty (20) psi under maximum flow conditions.
3. Hydrants:
a. Fire hydrants shall be installed throughout the entire distribution system. At least one hydrant shall be installed at each street intersection. The hydrant spacing shall provide for hose lines along right of way lines not exceeding three hundred fifty feet (350') to any portion of a lot or a five hundred foot (500') interval between hydrants along the street. Fire hydrants shall also be placed at all high spots in the distribution system.
b. All fire hydrants shall consist of Mueller® 3-way modern centurion type hydrants.
c. All fire hydrants shall be equipped with an auxiliary valve located between the main and the hydrant. See section 12-7-6 of this title.
d. All hydrant leads shall be a minimum six inch (6") diameter.
e. All hydrants shall have two (2) 21/2-inch hose connections, and one 41/2-inch pumper connection.
4. Plugs, Caps, Tees, Bends And Fittings:
a. All plugs, caps, tees, bends, and fittings deflecting eleven and one-fourth degrees (111/4°) or more on water mains shall be provided with both thrust blocking and restrained joints.
b. The thrust blocking shall be concrete mix having a compressive strength of not less than three thousand (3,000) psi at twenty eight (28) days. Thrust blocking shall be precast and placed between solid ground and the fitting to be anchored. The area of bearing on the pipe and on the ground in each instance shall be shown on the drawings. Thrust blocking shall be designed for a minimum internal pipe pressure of one hundred (100) psi. The blocking shall be kept clear of the entire bell configuration of any adjacent joint and shall be at least as large as is necessary to restrain the fittings from movement.
c. In addition to thrust blocking, restrained or tied joints shall be used when required per this section. The restrained joints shall be installed on both sides of the particular fitting and on the next two (2) pipe joints in either direction from the fitting. The number of restrained joints required upstream and downstream from a fitting shall be per the restraining device's manufacturer's recommendations and per the calculations of the subdivider's engineer.
5. Valves:
a. Valves shall be uniformly located in some standard area such as street or curb line to facilitate their location. A valve box, with its cover at the finished grade, shall always be placed over a buried valve. Valves should be located on all branches from feeder mains and between distributors and fire hydrants. A minimum of four (4) valves shall be provided at crosses and three (3) valves at tees; the valves should be placed on the smaller lines at each cross or tee.
b. Valves shall be spaced not more than five hundred feet (500') apart in commercial and industrial areas and eight hundred feet (800') in all other areas.
c. At the outer limits of the subdivision, valves at tees and crosses shall be placed so as to require the least number of water main shutdowns that would be needed when the mains for future subdivisions are extended. Water mains shall be extended to the outer boundary of the subdivision to facilitate future extensions.
6. Service Connection: A service connection shall be extended to each lot. All service connections shall be supplied with corporation stops and curb stops with box. The service pipe shall conform with the village rules and regulations for water service. Water service lines shall be installed by the developer from the water main to the property line and shall terminate at a curb stop. The individual homeowner is responsible for the installation of the water service from the curb stop to the home. The village is responsible for furnishing and installing only the individual water meters. See title 9 of this code.
7. Minimum Cover: Minimum cover for water mains and services shall be four feet six inches (4'6").
B. Materials:
1. Specifications Generally: All materials shall conform to the latest standards issued by the American Water Works Association and shall be NSF rated for potable water.
2. Water Mains: Water main pipe shall be polyvinyl chloride pipe, unless directed otherwise by the village superintendent of public works, described as follows:
a. Plastic water main pipe shall be SDR-PR pressure rated PVC pipe with single gasket joints. The pressure rating shall be SDR-21. The PVC pipe shall generally conform to ASTM standard D-2241. The joints shall be push on compression joints with rubber gaskets generally conforming to ASTM standards D-3139 and F-477. The joint shall have a built in stop to maintain proper pipe end separation to allow for thermal expansion and contraction.
b. If permission is granted by the village public works superintendent, ductile iron water main pipe may be used in lieu of PVC. Ductile iron water main pipe shall be standard pressure class 350 ductile iron pipe, with push on joints and cement lining, as described and manufactured in accordance with AWWA standards C150 and C151. Gaskets must properly match bell configuration. Rubber gasket joints shall be in accordance with AWWA standard C111. The pipe shall be cement lined per AWWA standard C104.
3. Pipe Fittings:
a. Fittings used with ductile iron pipe shall be pressure class three hundred fifty (350) psi ductile iron fittings, with push on joints and cement lining, as described and manufactured in accordance with AWWA standards C110 or C153 and C111. Mechanical joint end connections and retainer glands may be required where site conditions require joint restraint. Tapped and solid plugs shall have set screws for securing plug in bell of pipe or fittings.
b. Fittings used with PVC SDR-21 plastic pipe shall be ductile iron fittings, as described in subsection B3a of this section, with transition gaskets to fit the smaller outside diameter PVC pipe.
4. Valves And Valve Boxes:
a. Gate valves shall be either resilient wedge type gate valves or double disc type gate valves described as follows:
(1) Resilient wedge type gate valves shall be iron body resilient-seat gate valves manufactured in accordance with AWWA standard C509. End connections shall be mechanical joint or push on joint as necessary to meet the abutting pipe or fitting. The operating nut shall be two inches (2") square. An arrow showing the direction in which the valve opens shall be cut in the operating nut. Valves shall open counterclockwise. These valves shall be of the nonrising stem type. All internal parts shall be accessible without removing the main body from the pressure line. Valve body and bonnet shall be manufactured of cast iron and shall have a fusion bonded epoxy coating inside and out. Valve shall have a manganese bronze stem and "O" ring stem seals. Gates shall be a wedge shape design. Wedges shall be constructed of ductile iron, fully encapsulated in synthetic rubber except for the guide and wedge nut areas. Wedge rubber shall be molded and bonded to the ductile iron portion and shall not be mechanically attached with screws or similar fasteners. Wedges shall seat symmetrically about the centerline of the operating stem, so that seating is equally effective regardless of direction of pressure unbalance across the wedge. The waterway shall be full size, smooth, and have no depressions or cavities in the seat area.
(2) Double disc type gate valves, three inch (3") through forty eight inch (48") diameter, shall conform to the requirements of AWWA standard C500. The gate valves shall be double disc, parallel seat valves. All valves shall be of the nonrising stem type unless otherwise shown on the drawings. The valve stem shall be made of bronze, and the screw threads shall be accurately cut and worked smooth and true throughout the entire lift. The valve stem shall have a two inch (2") square opening nut. An arrow showing the direction in which the valve opens shall be cut on the opening nut. Valves shall open counterclockwise. Gate valves in exposed locations shall be fitted with appropriate hand wheels unless otherwise specified.
b. Valve boxes shall be adjustable, screw type, and made of best quality cast iron. Valve boxes for four inch (4") through twelve inch (12") gate valves shall have a minimum five and one-fourth inch (51/4") diameter shaft and consist of a base, bottom section, top section and a lid. Minimum thickness of metal shall be three-sixteenths inch (3/16"). Boxes shall be installed over the outside of all gate valves and shall be of length that can be adapted, without full extension, to depth of cover required. The word "water" shall be cast in the cover. A plastic centering insert shall be provided.
c. Blowoff valve assembly shall have materials as specified in typical blowoff valve assembly sketch found in section 12-7-6 of this title.
5. Hydrants:
a. Fire hydrants shall generally conform to the requirements of AWWA standard C502. These hydrants shall be the two (2) piece breakaway type. Hydrants shall be equipped with two (2) 21/2-inch hose nozzles and one 41/2-inch pumper nozzle. Outlets shall have national standard threads. The hydrant's main valve shall open with water main pressure and have a minimum opening of five and one-fourth inches (51/4"). Inlet connections shall be as shown on the drawings. Inlet to hydrant shall be at a minimum depth of four feet six inches (4'6"), measured from the existing ground surface to the top of the barrel of the pipe. Hydrants shall be Mueller® 3-way modern centurion type hydrants or equivalent, as authorized by the village public works superintendent. Anchoring pipe and couplings shall be used to install each hydrant.
b. Rock for hydrant drains shall be coarse aggregate, gradation CA-1 or CA-3, complying with the provisions of the "Standard Specifications For Road And Bridge Construction", IDOT.
6. Service Lines:
a. Service lines larger than one inch (1") in diameter shall be sized in accordance with the Illinois state plumbing code. All residential service lines shall be K-1 copper water tubing minimum one inch (1") diameter. Copper water tubing shall be type K, soft temper for underground service, conforming to ASTM standards B-88 and B-251. The pipe shall be marked with the manufacturer's name or trademark and a mark indicative of the type of pipe. The outside diameter of the pipe and minimum weight per foot of the pipe shall not be less than that listed in ASTM standard B-251, table 2.
b. All taps for water services in plastic water mains shall be made using bronze, two (2) section service clamps, designed for use with plastic pipe.
c. All corporation stops for one inch (1") diameter services shall be ground key corporation stops with a straight through design. Fabricated of brass, the inlet shall be AWWA taper thread, and the outlet shall be a compression connection for CTS O.D. tubing, Mueller model H-15008 or equivalent.
d. All curb stops for one inch (1") diameter services shall be Mueller oriseal III model H-1504-2 or equivalent. These stops shall have top and port "O" rings for sealing, have a quarter turn check, and have compression connections for CTS O.D. tubing on both ends. The stops shall be quarter turn, with an integral foot piece. Each curb stop shall be set on a concrete pad, approximately twelve inches by twelve inches by two inches (12" x 12" x 2") thick.
e. Curb boxes shall be placed over all curb stops. They shall be cast iron extension type boxes with threaded screw on pattern base, designed to fit over the specified curb stop. The boxes shall be one inch (1") or one and one-fourth inch (11/4") diameter, generally forty eight inches (48") in length when fully retracted, and sixty inches (60") in length when fully extended. Boxes shall be furnished with a combination cast iron lid and a pentagon plug.
C. Construction:
2. All types of pipe shall be handled in such manner as will prevent damage to the pipe or coating. The pipe and fitting shall be inspected by the subdivider for defects while suspended above grade. Accidental damage to pipe or coating shall be repaired to the satisfaction of the developer's engineer or be removed from the job. Methods of handling shall be corrected to prevent further damage when called to the attention of the subdivider.
3. Dirt or other foreign material shall be prevented from entering the pipe or pipe joint during handling or laying operations, and any pipe or fitting that has been installed with dirt or foreign material in it shall be removed, cleaned and relaid. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or by other means authorized by the developer's engineer to ensure absolute cleanliness inside the pipe. Threaded pipe ends shall be protected by couplings or other means until laid.
4. The water mains shall be laid and maintained to lines and grades established by the drawings and specifications, with fittings, valves, tapped or bossed outlets, and hydrants at the required locations. Valve operating stems shall be oriented in a manner to allow proper operation. Hydrants shall be installed plumb.
5. All water mains shall be laid to a minimum cover depth of four feet six inches (4'6"). Depth shall be varied as necessary to accommodate crossings with other utilities. Record depth measurements shall be taken at intervals not greater than one hundred feet (100') to verify installed depth. Depth shall be determined to proposed finished grade.
6. Record horizontal or vertical locations of all water mains shall be provided at intervals not greater than two hundred fifty feet (250') to verify installed location. Long radius curves, either horizontal or vertical, may be laid with standard pipe by deflections at the joints for most rigid pipes and in the pipe for most flexible pipes. If shorter lengths are required, the drawings will indicate maximum lengths that can be used.
7. Where field conditions require deflection of curves not anticipated by the drawings, the developer's engineer will determine the methods to be used. Maximum deflections at pipe joints and laying radius for the various pipe lengths shall be as recommended by the pipe manufacturer or stated in applicable AWWA standards. When rubber gasketing pipe is laid on a curve, the pipe shall be jointed in a straight alignment and then deflected to the curved alignment. Trenches shall be made wider on curves for this purpose.
8. The trench bottom shall be true and even to provide support for the full length of the pipe barrel. The pipe shall be bedded in a minimum of four inches (4") of pipe bedding. Holes for the bells shall be provided at each joint, but shall be no larger than necessary to allow joint assembly and to ensure that the pipe barrel will lie flat on the trench bottom. Pipe shall be installed in accordance with AWWA standard C600.
9. Maximum joint deflection angle for any water main shall be three degrees (3°).
10. All water mains shall be constructed in accordance with the water and sewer separation requirements stated in section 12-5-7 of this chapter.
11. A valve box shall be provided for every valve. The valve box shall not transmit shock or stress to the valve. The valve box shall be centered over the operating nut of the valve, with the box cover flush with the finished surface. Valve boxes shall be set true vertically and supported to remain so until all backfill has been placed.
12. All hydrants shall stand plumb and shall have their hose nozzles parallel with the length of the street, with pumper nozzle four and one-half inches (41/2") facing the street. Hydrants shall be set with the bottom flange of the top section two inches (2") above ultimate final grade of the ground, with a maximum deviation of two inches (2") in elevation being allowed. Each hydrant shall be connected to the main with a six inch (6") or larger diameter branch controlled by an independent valve. The valve shall be restrained to allow shutoff when the hydrant is to be removed. All hydrants and hydrant leads shall have restrained joints from the main to the hydrant including the connection to the main and the hydrant foot.
13. Drainage shall be provided at the base of the hydrant by placing coarse gravel from the bottom of the trench to at least six inches (6") above the waste opening in the hydrant and to a distance of one foot (1') around the elbow. The surface of the coarse gravel shall be covered with geotextile filter fabric to prevent soil intrusion into the stone. Adequate support must be provided to prevent the fire hydrant from settling. The bowl of each hydrant shall be well braced against a sufficient area of unexcavated earth at the end of the trench with concrete thrust blocks.
14. New water mains and appurtenances shall be connected to the existing piping in accordance with the details in section 12-7-6 of this title. If the existing piping can be isolated from the system, the connections shall be made by using cutting in sleeves in the existing piping. If the existing water mains cannot be isolated from the system, the connections shall be made under pressure using tapping sleeves and tapping valves.
15. Where the connection of a new water main or appurtenance requires interruption of service and notification of customers affected, the village public works superintendent and subdivider shall mutually agree upon a date and time for the connections to be made. The date and time will allow ample time for the subdivider to assemble the labor and materials and for the village to notify all customers affected.
D. Testing:
1. Pressure Test:
a. The subdivider shall be responsible for and pay all costs associated with testing pressure mains. After a section of pipe has been laid and partly backfilled, all newly laid pipe or any valved sections of it shall be subjected to a hydrostatic pressure equal to fifty percent (50%) more than the operating pressure at the lowest elevation of the pipe section, but not to exceed the pressure rating of the type of pipe specified or the thrust restraint design pressure. The test pressure shall not vary by more than five (5) psi for the duration of the test. Each pressure test shall be not less than one hour, and the contractor shall allow the system to stabilize at the test pressure before conducting a leakage test. The basic provisions of AWWA standard C600, "Installation Of Ductile Iron Water Mains And Their Appurtenances", shall apply.
b. Each section of pipe to be tested (at no more than 1,000 foot intervals), as determined by the developer's engineer, shall be slowly filled with water, and the specified test pressure shall be applied by means of a pump connected to the pipe in a satisfactory manner. The pump, pipe connection, and all necessary apparatus, including gauges and meters, shall be furnished by the contractor. Before applying the specified test pressure, all air shall be expelled from the pipe and valves. When hydrants are in the test section, the test shall be made against closed hydrant valves. To accomplish this, taps shall be made, if necessary, at points of highest elevation and afterwards, tightly plugged. Any damaged or defective pipes, fittings, valves, or hydrants discovered in consequence of this pressure test shall be removed and replaced by the subdivider, and the test shall be repeated until satisfactory to the village engineer.
c. The developer's engineer and a representative from the village shall witness each test. The developer's engineer shall record the results of each test, state whether the results were satisfactory or not, and have all who witnessed the test sign these reports.
2. Leakage Test:
a. During the pressure test, a leakage test shall be conducted to determine the quantity of water lost by leakage under the specified test pressure. The subdivider shall be responsible for and pay all costs associated with leakage testing. "Leakage" shall be defined as the quantity of water that must be supplied into newly laid pipe or any valved section thereof to maintain pressure within five (5) psi of the test pressure after the pipe has been filled with water and the air has been expelled. Leakage shall not be measured by a drop in pressure in a test section over a period of time. Duration of each leakage test shall be a minimum of one hour in addition to the pressure test period.
b. The maximum allowable leakage in gallons per hour for a pipeline shall not exceed that amount determined by the following formula:
L = (N x D x square root of P)/7,400
Where: | ||
L | = | Allowable leakage in gallons per hour |
N | = | Number of joints in the length of pipeline tested |
D | = | Nominal diameter of the pipe in inches |
P | = | Average test pressure during leakage test, in psig |
When testing against closed metal seated valves, an additional leakage per closed valve of 0.0078 gph/inch of nominal valve size shall be allowed.
c. Acceptance of a section of water main shall be determined on the basis of allowable leakage. If any test of laid pipe discloses leakage greater than that specified above, the subdivider shall locate and make repairs as necessary until the leakage is within the specified allowance.
d. The developer's engineer and a representative of the village shall witness these tests. The developer's engineer shall record the results of these tests, state whether the results were satisfactory or not, and have all who witnessed the test sign these reports.
3. Disinfection Of Water Mains:
a. Disinfection of all potable water mains shall be conducted in general accordance with "Disinfecting Water Mains", AWWA standard C651, and 35 Illinois administrative code 652.203. The subdivider shall be responsible for and pay all costs associated with water main disinfection. Only one sample shall be required for the disinfection test. However, failure to demonstrate satisfactory disinfection shall oblige the developer to submit two (2) consecutive water samples collected from the completed project at least twenty four (24) hours apart. Satisfactory disinfection is demonstrated when the sample indicates no bacterial growths as measured by the membrane filter technique or no tubes positive as measured by the presumptive test, fermentation tube method.
b. All new water mains shall be satisfactorily disinfected prior to use. All new community water supplies shall receive satisfactory results from the analyses before an operating permit will be issued.
c. Adequate chlorine residuals exist in a distribution system when there is a minimum of 0.2 milligrams per liter free chlorine residual for water supplies practicing free chlorination or 0.5 milligrams per liter combined chlorine residual for water supplies practicing combined chlorination. Projects in these supplies shall be considered satisfactorily disinfected if one water sample set indicates no bacteria.
d. Analyses of these samples shall be performed by an agency laboratory or another certified laboratory. The operating permit application shall be sent to the division of public water supplies permit section at the same time as the water samples are sent to the agency laboratory. The laboratory report sheets shall be submitted with the completed operating permit application if another certified laboratory is used. (Ord. 2007-19, 5-21-2007)
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