[R.O. 1993 § 535.120; CC 1988 § 24-41]
The term "excavation" refers to the removal of materials to the lines, grades and elevations as required for the construction of roads, parking areas, gutters, ditches, and for formation of embankments. All excavated areas shall be maintained such that they will be well drained at all times. The contractor shall be responsible for construction of all temporary drainage facilities required for drainage.
[R.O. 1993 § 535.130; CC 1988 § 24-42]
A. 
Embankments shall be formed by materials placed in successive horizontal layers over a scarified surface. Each layer shall not exceed eight (8) inches in depth and shall extend across the full width of the cross-section.
B. 
No organic material such as leaves, grass and roots, and no frozen material shall be placed in the embankment. No stones larger than four (4) inches will be allowed in the top six (6) inches of the subgrade.
[R.O. 1993 § 535.140; CC 1988 § 24-43]
A. 
In cut areas, the subgrade under areas to be paved shall be compacted to a minimum depth of six (6) inches and to ninety-five percent (95%) of maximum density at optimum moisture content.
B. 
Embankments shall be compacted at optimum moisture content to ninety-five percent (95%) of maximum density.
C. 
In areas outside of the pavement, no compaction will be required on the top four (4) inches.
[R.O. 1993 § 535.150; CC 1988 § 24-44]
The subgrade shall be completed to the lines, grades and cross-section required, and compacted to the specified density. In areas to be paved, the subgrade shall be of such smoothness that no deviation in excess of one (1) inch shall be allowed from true grade as established by grade stakes or pins.
[R.O. 1993 § 535.160; CC 1988 § 24-45]
Sideslopes for roadway embankments and ditches shall be held to a maximum of thirty-three percent (33%), i.e., three (3) on one (1). Should field conditions require, steeper slopes may be allowed by the Building Inspector.
[R.O. 1993 § 535.170; CC 1988 § 24-46]
A. 
Clearing shall consist of removing all trees, stumps, roots, brush, etc., and all structures, foundations or rubbish of any nature, within the work area.
B. 
Grubbing shall consist of removing and disposing of all roots and stumps larger than two (2) inches in diameter and matted roots in affected areas. Materials shall be removed to a depth of twelve (12) inches below grade.
[R.O. 1993 § 535.180; CC 1988 § 24-47]
Borrow material for the construction of embankments shall be subject to the approval of the Building Inspector.
[R.O. 1993 § 535.190; CC 1988 § 24-48]
A. 
Aggregate for base shall be essentially limestone or dolomite. It shall not contain more than fifteen percent (15%) deleterious rock and shale. Sand may be added only for the purpose of reducing the plasticity index of the fraction passing the No. 40 sieve in the finished product. Any sand, silt and clay, and any deleterious rock and shale, shall be uniformly distributed throughout the mass. The aggregates shall conform to the following gradation requirements:
Percent
Passing 1-inch sieve
100%
Passing 1/2-inch sieve
60% to 90%
Passing No. 4 sieve
40% to 60%
Passing No. 40 sieve
15% to 35%
B. 
The fraction passing the No. 4 sieve shall have a plasticity index not to exceed six (6).
C. 
The base course shall consist of six (6) inches, compacted, crusher run limestone on a prepared subgrade. The number of layers and the thickness of each layer shall be constructed at the contractor's option subject to the limitation that the compacted thickness of any one (1) course or layer shall not exceed four (4) inches.
D. 
Proper moisture content shall be maintained during compacting operations and ninety-five percent (95%) of maximum density at optimum moisture content shall be attained.
[R.O. 1993 § 535.200; CC 1988 § 24-49]
A. 
Prime Coat. The prime coat shall be medium-curing, cut-back (MC-70) asphalt and shall conform to AASHTO M-82. This coat shall be applied to a dry, clean base, free of all loose or foreign material. The application rate shall be from two-tenths (0.2) to five-tenths (0.5) gallons per square yard, and no material shall be applied when atmospheric temperature is below fifty degrees Fahrenheit (50° F.).
B. 
Surface Course. The asphaltic concrete surface course shall consist of a mineral aggregate compound of crushed stone and/or crushed gravel, sand gravel, sand, mineral filler and asphaltic cement in such proportions that composition of the finished mix is within the following range:
Minimum
(percent)
Maximum
(percent)
Passing 1/2-inch sieve
100%
—
Passing 1/2-inch sieve, retained on 3/8-inch sieve
0%
25%
Passing 3/8-inch sieve, retained on No. 4 sieve
20%
45%
Passing No. 4 sieve, retained on No. 10 sieve
7%
35%
Passing No. 10 sieve, retained on No. 40 sieve
7%
30%
Passing No. 40 sieve, retained on No. 80 sieve
5%
20%
Passing No. 80 sieve, retained on No. 200 sieve
3%
18%
Passing No. 200 sieve
4%
10%
Asphalt cement
3.5%
8%
C. 
Mineral Filler. Mineral filler shall consist of limestone dust, Portland cement or other suitable mineral matter. It shall be thoroughly dry and free of lumps consisting of aggregations of fine particles. When tested in accordance with AASHTO T37, the mineral filler shall conform to the following gradation requirements:
Percent
Passing No. 30 sieve
100%
Passing No. 50 sieve
95% to 100%
Passing No. 100 sieve
90% to 100%
Passing No. 200 sieve
70% to 100%
D. 
Asphalt Cement. Asphalt cement shall be 60 to 70 penetration grade asphalt cement, homogenous and free of water and shall not, in heating, foam below two hundred thirty-two degrees Celsius (232° C.). Asphalt cement shall be prepared by refining crude petroleum by suitable methods.
The asphaltic concrete surface course shall be a hot plant-mix of two (2) inches (minimum) thickness, suitably placed and compacted. The asphaltic concrete shall be delivered to the job site at not less than two hundred seventy-five degrees Fahrenheit (275° F.).
The asphaltic concrete shall be spread via an adjustable mechanical spreader and finisher. The machine shall be capable of spreading a tamped, screened and finished wearing surface. The surface shall be compacted, while the mixture is hot, with power roller equipment weighing a minimum of eight (8) tons. Any areas not accessible to the roller shall be hand tamped.
The finished surface shall be free of waves and irregularities and shall have no less than ninety-five percent (95%) density.
[R.O. 1993 § 535.210; CC 1988 § 24-50]
A. 
Portland Cement. Portland cement shall conform to "Standard Specification for Portland Cement," ASTM C150, Type 1 or Type 1A. One (1) sack of cement shall be considered as one (1) cubic foot of volume or ninety-four (94) pounds of weight.
B. 
Aggregates. Fine and coarse aggregates shall conform to "Standard Specification for Concrete Aggregate," ASTM C33. The nominal maximum size of the coarse aggregate shall not be larger than one-fifth (1/5) of the narrowest dimension between sides of forms, one-third (1/3) the depth of the slabs, nor three-fourths (3/4) of the minimum clear distance between reinforcing bars or between bars and forms, whichever is least. Coarse aggregate gradation shall conform to ASTM C33, Size 57.
C. 
Water Reducing, Retarding And Accelerating Admixtures. If permitted by the Building Inspector, water reducing, retarding and accelerating admixtures shall conform to requirements of ASTM C494, latest revision.
D. 
Mixing Water. Mixing water for concrete shall be fresh, clean and potable. Non-potable water may be used only if it produces mortar cubes having seven- and twenty-eight-day strengths equal to the strength of similar specimens made with distilled water, when tested in accordance with "Method of Test for Compressive Strength of Hydraulic Cement Mortars," ASTM C109.
E. 
Curing Compounds. All curing compounds shall conform to specifications for liquid membrane forming compounds for curing concrete, ASTM C309, applied in accordance with manufacturer's recommendations.
F. 
Ready-Mixed Concrete. Ready-mixed concrete shall conform to the "Standard Specification for Ready-Mixed Concrete," ASTM C94.
G. 
Strengths. All structural concrete shall develop a minimum of three thousand (3,000) psi, twenty-eight-day compressive strength. All fill concrete shall develop a minimum of two thousand five hundred (2,500) psi, twenty-eight-day compressive strength.
H. 
Reinforcing.
1. 
Steel reinforcing bars shall conform to ASTM A616, or A617 and shall be Grade 60.
2. 
Reinforcing wire shall meet the requirements of ASTM A82.
3. 
Welded wire fabric shall conform to the requirements of ASTM A185 or A497.
[R.O. 1993 § 535.220; CC 1988 § 24-51]
A. 
Prior to placement of concrete, all form work shall be completed, reinforcement secured in place and all embedded items positioned and secured. All hardened concrete and foreign materials shall be removed from the conveying equipment. The subgrade shall be wetted sufficiently to prevent absorption of water from the concrete.
B. 
No concrete shall be placed when the ambient air temperature is forty degrees Fahrenheit (40° F.) or less, unless special precautions have been taken for protection of the concrete during the curing process.
C. 
The procedures for placing concrete in cold weather shall be subject to approval by the Building Inspector.
D. 
The concrete shall be deposited continuously, and in such manner that no seams or weakened planes shall be formed. The concrete shall be placed as nearly as is practical in its final position so as to avoid segregation and rehandling.
E. 
In no case shall concrete be allowed to fall more than five (5) feet.
F. 
The curb and gutter shall be depressed from a point four (4) feet on either side of inlet castings so as to produce a uniform flow from the gutter to the inlet openings. Standard curbs shall be depressed at all driveways from a point four (4) feet either side of the drive.
G. 
After the concrete surface has been struck off to the required lines and grades, all excess concrete, and undesirable material removed, the surface shall receive a float finish. The finish shall produce a true and uniform surface.
H. 
The concrete curing shall be accomplished by preventing the loss of moisture or rapid temperature change. Curing shall continue for a cumulative number of seven (7) days, not necessarily consecutive, during which the air temperature is above fifty degrees Fahrenheit (50° F.). Changes in concrete temperature shall not exceed five degrees Fahrenheit (5° F.) in any one (1) hour, nor fifty degrees Fahrenheit (50° F.) in any twenty-four-hour period. All curing methods shall be subject to approval by the Building Inspector.
[R.O. 1993 § 535.230; CC 1988 § 24-52]
A. 
Tack Coat. The tack coat shall consist of liquid asphalt rapid curing type RC-70, or emulsified type RS-1 that has been diluted with water. This coat shall be applied to a dry, clean surface and the application rate shall be from 0.05 to 0.15 gallons per square yard.
B. 
Asphalt Cement. Asphalt cement shall be 60 to 70 penetration grade, homogenous and free of water. The asphalt cement shall not, in heating, foam below two hundred thirty-two degrees Celsius (232° C.). Asphalt cement shall be prepared by refining crude petroleum by suitable means.
C. 
Aggregate. Aggregate shall be crushed stone and/or crushed gravel, sand gravel and/or sand. The aggregate shall be proportioned as follows:
Percent
Passing No. 4 sieve
90% to 100%
Passing No. 10 sieve
85% to 95%
Passing No. 20 sieve
65% to 80%
Passing No. 40 sieve
30% to 50%
Passing No. 80 sieve
12% to 24%
Passing No. 100 sieve
10% to 20%
Passing No. 200 sieve
10% to 20%
Asphalt cement
3.5% to 8%
D. 
Mineral Filler. Mineral filler shall consist of limestone dust, Portland cement or other suitable mineral matter. It shall be thoroughly dry and free of lumps consisting of aggregations of fine particles. When tested in accordance with AASHTO T37, the mineral filler shall conform to the following gradation requirements:
Percent
Passing No. 30 sieve
100%
Passing No. 50 sieve
95% to 100%
Passing No. 100 sieve
90% to 100%
Passing No. 200 sieve
70% to 100%
E. 
Curb Machine. The curb machine shall be a self-propelled type suitable for laying, shaping and compacting the asphaltic concrete mixture to the designated cross-section.
F. 
Joints. Asphaltic concrete curb shall be laid in a continuous operation and in one (1) direction so as to eliminate all unnecessary joints. Where conditions dictate that a joint is required, the joint shall be carefully made in such manner as to ensure a continuous bond between the old and new sections.
G. 
Curing. The newly laid curb shall be protected from traffic until the heat has dissipated and the material has cooled to air temperature.
[R.O. 1993 § 535.240; CC 1988 § 24-53]
A. 
If, in the opinion of the Building Inspector, an existing street with a new overlay is suitable for inclusion in the developed area, the following specifications shall apply:
1. 
Leveling. The existing surface shall be brought to grade by removing the existing material to the required line.
2. 
Asphaltic Binder. The asphaltic binder shall be rapid-curing liquid asphalt RC-70 or medium-curing cut back MC-70. The binder shall be applied to a clean, dry surface at the rate of ten hundredths (0.10) to thirty hundredths (0.30) gallons per square yard.
3. 
Slurry. Slurry shall consist of asphalt emulsion, fine aggregate and mineral filler, with water added to produce a slurry consistency. The specifications for the asphalt cement, aggregate and mineral filler shall be the same as for asphaltic concrete curb.
4. 
Slurry Seal. The slurry seal shall be a minimum thickness of one-eighth (1/8) inch and shall be applied by a machine specifically designed for mixing and placing a slurry seal.
5. 
Traffic Control. No traffic shall be allowed on the surface until the slurry has cured to a firm condition.
[R.O. 1993 § 535.250; CC 1988 § 24-54]
A. 
Liquid Asphalt. The liquid asphalt shall be medium-curing cut back (MC-70 or MC 250) or rapid-curing cut back (RC-70 or RC-250) asphalt. The initial coat shall be applied to a dry, clean base, free of all loose or foreign material. The rate of application shall be from two-tenths (0.2) to five-tenths (0.5) gallons per square yard and no material shall be applied when the atmospheric temperature is below fifty degrees Fahrenheit (50° F.).
B. 
Aggregate. The aggregate shall consist of crushed limestone or dolomite and shall conform to the following gradation requirements:
Percent
Passing 1/2-inch sieve
90% to 100%
Passing 3/8-inch sieve
40% to 80%
Passing No. 4 sieve
0% to 15%
Passing No. 6 sieve
0% to 5%
The aggregate shall be applied immediately after application of the liquid asphalt and at a rate of seventeen (17) to twenty (20) pounds per square yard.
C. 
Placement. The liquid asphalt shall be applied at the rate specified above by a vehicle specifically designed for such work.
The aggregate shall be applied in one (1) pass via a mechanical spreader in one (1) minute or less after application of the liquid asphalt.
Immediately after application of the aggregate, the surface shall be rolled with a pneumatic tired roller. The rolling operation shall be discontinued as soon as a definite set or hardening is apparent.
The above procedure shall then be repeated to provide a minimum total thickness of one (1) inch.
Once the final set of the asphalt surface has occurred, all loose aggregate shall be removed by lightly brooming. Brooming operations shall cease once the atmospheric temperature has reached seventy-eight degrees Fahrenheit (78° F.).
D. 
Traffic Control. All traffic shall be detoured around the work area until the initial set has occurred. Once the initial set is attained, all traffic shall be controlled to twenty-five (25) miles per hour or less until final asphalt set.
[R.O. 1993 § 535.260; CC 1988 § 24-55]
A. 
All existing facilities (roadways, utilities, foundations, etc.) which are adjacent to the new construction shall be protected and preserved. Should damage occur to an existing facility, it shall be promptly repaired.
B. 
Where new construction interferes with the operation of an existing facility, the contractor shall make provisions for maintaining continuous service. All provisions shall be subject to approval by the Building Inspector.
[R.O. 1993 § 535.270; CC 1988 § 24-56]
The contractor shall be responsible (whether directly or indirectly) for all construction staking. Stakes shall be set at regular intervals [generally twenty-five (25) feet] and to any convenient offset from the back of curb. Except in unusual circumstances, the offset shall not exceed five (5) feet and shall be subject to the approval of the Building Inspector.
[R.O. 1993 § 535.280; CC 1988 § 24-57]
A. 
After completion of any portion of work, the construction area shall be cleaned of all surplus material, earth, rubbish, etc., and left in as near the original state as possible.
B. 
All unpaved areas shall be seeded, fertilized and mulched as required.
[R.O. 1993 § 535.290; CC 1988 § 24-58]
The contractor shall agree to maintain all work for a period of twelve (12) months after final acceptance of the work. Such maintenance shall include, but not be limited to cracks, settlement and improper placement.
[R.O. 1993 § 535.300; CC 1988 § 24-59]
A. 
Anyone desiring to deviate from the specifications set forth in this Article may submit his/her request in writing to the Building Inspector, along with all pertinent data regarding the deviation.
B. 
The Director shall approve or disapprove the request within thirty (30) days, and his/her decision shall be final.