(a)

Clearing.

(1)

Clearing shall consist of the felling, trimming, and cutting of trees into sections and the satisfactory disposal of the trees and other vegetation designated for removal, including downed timber, snags, brush, and rubbish occurring in the areas to be cleared.

(2)

Trees, stumps, roots, brush, and other vegetation in areas to be cleared shall be cut flush with or below the original ground surface, except such trees and vegetation as may be indicated or directed to be left standing.

(3)

Clearing shall also include the removal and disposal of structures that obtrude, encroach upon, or otherwise obstruct the work. Over excavation required for the removal of subsurface structures shall be replaced with structural fill compacted to specification requirements stated below.

(b)

Grubbing.

(1)

Grubbing shall consist of the removal and disposal of stumps, roots larger than three inches in diameter, and matted roots from the designated grubbing areas.

(2)

Over excavation and depressions made by grubbing shall be replaced and filled with structural fill compacted to specification requirements stated below.

(c)

Topsoil stripping. Where present, all topsoil shall be stripped and removed from all construction areas.

(d)

Proofrolling.

(1)

Fill areas.

a.

Any areas that are to receive fill shall be observed and evaluated by a geotechnical engineer provided by the developer with a report to the city. The evaluation shall include the proofrolling of the subgrade soils by a fully loaded triaxel dump truck, or other pneumatic tire-mounted construction equipment approved by the geotechnical engineer. The air pressure in rubber-tired equipment used for proofrolling shall be greater than 80 psi. Proof-rolling consists of repeated passes of the equipment over the exposed sub-grade soils. The proofrolling equipment shall be provided and operated by the developer.

b.

Each area to receive fill shall be proofrolled immediately prior to fill placement in that area. Areas that have been proofrolled and have been subjected to rain or other wetting shall be inspected by the geotechnical engineer prior to fill placement. The geotechnical engineer may order an additional proofroll. The geotechnical engineer shall report to the city after each subsequent proofroll or re-inspection after the initial inspection.

c.

Disturbed sub-grades resulting from excessive construction traffic, improper construction drainage, or other causes is undercut and replaced to the required depth. Areas that have been proofrolled and then disturbed by construction traffic must be re-graded and proofrolled again.

(2)

Undercutting. Any areas deemed by the geotechnical engineer to behave poorly under proofrolling loads is undercut to suitable soils prior to placement of any structural fill material. All material deemed unsuitable to substantially support the embankment shall be removed to a suitable depth and replaced with stable material or rock as directed by the engineer.

(e)

Subgrade stabilization. In areas where soft soils are encountered to depths of three feet or greater, the geotechnical engineer may require subgrade stabilization to reduce the required undercutting. Stabilization could include the use of a woven geotextile (AMOCO 2002 or equivalent) and eight to 12 inches of crushed stone, geogrid and six inches of crushed stone, or 18 inches of crushed stone. The stabilization shall be performed under the guidance of the geotechnical engineer provided by the owner/developer with a copy of all reports to the city.

(Zoning Ord. 2019, § 315(a), 6-24-2019)

(a)

Suitable soil fill material.

(1)

Soil fill material shall be free from organic material and inorganic debris. The fill material shall be free of rocks greater than six inches in diameter.

(2)

Select soil fill shall exhibit a liquid limit of less than 50 (as determined by AASHTO T 89), and a plastic limit of less than 30 (as determined by AASHTO T 90) and shall have a maximum dry density of no less than 100 pounds per cubic foot (as determined by AASHTO T 99). Select soils shall be used in the upper two feet of subgrade (as discussed below).

(3)

Proposed soil samples shall be provided to the geotechnical engineer for evaluation of the suitability of the material by laboratory testing. Laboratory testing of fill samples should include representative samples for every 500 linear feet of the proposed roadway. In deep fills, the testing frequency may be increased. Test reports shall be provided to the city prior to fill placement being started. All testing and reporting shall be done at the owner's/developer's expense.

(b)

Compaction requirements.

(1)

The following table shows the compaction requirements for fill soils:

(2)

Once final subgrade elevation is reached, the developer's geotechnical engineer may require field California Bearing Ratio (CBR) testing to compare actual CBR valves with laboratory CBR values used in design of the roadway. Field CBR testing shall be conducted in accordance with ASTM D 4429 or by using a dual-mass dynamic cone penetrometer (U.S. Army Corps of Engineers Penetrometer) and correlating the dynamic cone penetrometer values to CBR. Field CBR testing shall be performed every 500 feet.

(3)

The CBR valves may require a thicker pavement and base build-up than the minimum thickness contained in these specifications.

(c)

Compaction testing. Compaction testing of each lift shall be conducted on each drive lane every 100 feet. Adjacent drive lanes shall have compaction test staggered 50 feet. All compaction requirements shall be met prior to placement of subsequent fill lifts. The geotechnical engineer or his representative shall conduct compaction testing. The geotechnical engineer provided by the developer shall certify to the city that all compaction tests meet these requirements.

(d)

Fill placement. All fill shall be placed in horizontal lifts, not to exceed eight inches loose measure. Any fill being added to widen an existing embankment or slope shall be notched into the existing bank a minimum of ten feet (horizontal distance). The benching should begin at the bottom of the slope and then filled from the bottom to the top in horizontally placed lifts.

(Zoning Ord. 2019, § 315(b), 6-24-2019)

(a)

Proofrolling. Cut areas that are at final subgrade elevation shall be observed and evaluated buy the geotechnical engineer. The evaluation shall include the proofrolling of the subgrade soils by a fully loaded tandem axle dump truck, or other pneumatic tire-mounted construction equipment approved by the geotechnical engineer. The air pressure in rubber-tired equipment shall be greater than 80 psi. Proofrolling consists of repeated passes of the equipment over the exposed subgrade soils. The proofrolling equipment and geotechnical engineer shall be provided by the owner/developer.

(b)

Undercutting of cut areas.

(1)

Any areas deemed by the geotechnical engineer to behave poorly under proofroll loads is undercut to suitable soils prior to placement of any structural fill material. In areas where soft soils are encountered to depths of three feet or greater, the geotechnical engineer may require subgrade stabilization. Stabilization could include the use of geotextile fabric and crushed stone, geogrid and crushed stone, or only crushed stone.

(2)

Cut subgrades shall have plastic indices (PI) of less than 30. In areas where PIs of 30 or greater are encountered at subgrade elevation, stabilized roadbed shall be constructed. The stabilized roadbed shall be constructed by scarification or otherwise loosening of the upper foot of the exposed subgrade soils, and then blending in approximately six inches of ALDOT #4 crushed stone aggregate. The subgrade soils mixed with the aggregate shall then be compacted.

(Zoning Ord. 2019, § 315(c), 6-24-2019)

Once final subgrade elevation is reached, the geotechnical engineer or the city's representative may require filed California Bearing Ratio (CBR) testing to compare actual CBR values with CBR values used in design of the roadway. Field CBR testing shall be conducted using ASTM D-4429 or by using a dual-mass dynamic cone penetrometer (U.S. Army Corps of Engineers Penetrometer) and correlating the dynamic cone penetrometer values to CBR. Field CBR testing shall be performed every 500 feet.

(Zoning Ord. 2019, § 315(d), 6-24-2019)

(a)

The city planning commission shall determine the classification of all city streets. All streets shall meet the following minimum requirements for right-of-way and pavement widths:

(b)

Subdivisions that adjoin existing roads shall dedicated additional right-of-way to meet the above minimum street width requirements.

(c)

The entire right-of-way shall be provided where any part of the subdivision is on both sides of the road.

(d)

When a subdivision is located on only one side of an existing road, one-half of the required right-of-way, measured from the centerline of the existing roadway, shall be provided. The entire roadway width shall be paved unless the planning commission gives approval to the contrary.

(e)

Right-of-way for any street, road or avenue which, in the opinion of the planning commission, is or might become a major arterial highway shall be no less than 120 feet in width.

(f)

A minimum of four-foot shoulders shall be constructed.

(Zoning Ord. 2019, § 315(e), 6-24-2019)

(a)

Material requirements. All roadway base courses shall consist of ALDOT #825 Crushed Aggregate Base, Type A or B. Crushed Aggregate shall be hard, durable crushed limestone, and shall meet requirements stated in ALDOT specifications 301 and 825. Samples of the crushed aggregate material shall be provided to the geotechnical engineer for laboratory testing and evaluation for use as crushed aggregate base. Alternatively, the grain size gradation distribution of the proposed material shall be verified by the ALDOT approved crushed aggregate supplier and provided to the geotechnical engineer for review.

(b)

Compaction requirements. Base course layers shall be compacted to 100 percent of maximum dry density (as determined by AASHTO T 180) with moisture content of no less than five percent. Base course compaction testing shall be conducted on each drive lane every 100 feet. Adjacent drive lanes shall have compaction tests staggered every 50 feet. All compaction requirements shall be met prior to placement of subsequent fill lifts. The geotechnical engineer or his representative shall conduct compaction testing. Crushed aggregate base courses shall be placed in lifts not to exceed eight inches loose measure. A minimum of 95 percent compaction for base and subgrade material is required in accordance with ASTM 0698 (Standard Proctor Density). The city will require compaction test results, as directed by the planning commission, performed by a licensed testing laboratory at owner's/developer's expense.

(c)

Minimum thickness. For design and construction purposes, the minimum base course thickness shall be six inches of compacted graded aggregate or approved equivalent on all roadbeds. Additional thickness may be required by the geotechnical engineer depending on laboratory determined subgrade PI or field CBR. Eight inches of compacted graded aggregate shall be required for commercial collector streets.

(Zoning Ord. 2019, § 315(f), 6-24-2019)

(a)

Approved asphalt mixes. Asphaltic pavements shall consist of ALDOT 429 Improved bituminous pavements sections. This shall include the requirements provided in ALDOT Specification section 410 (Bituminous Plant Mix Pavements). Bituminous concrete binder layers shall meet all requirements ALDOT section 429. Bituminous concrete wearing surface layers shall meet all requirements in ALDOT section 429. The developer will furnish weight tickets from the asphalt plant certifying that the plant mix is the type required for each layer.

(b)

Compaction requirements. All asphalt layers shall be compacted to 94 percent of the theoretical maximum density (AASHTO-209).

(c)

Tack coat. A tack coat shall be furnished between consecutive asphaltic concrete layers. Tack coat shall meet all requirements in ALDOT section 405.

(Zoning Ord. 2019, § 315(g), 6-24-2019)

(a)

Minimum pavement section.

(1)

The minimum pavement section that shall be placed shall be as follows:

a.

Wearing Surface: 1½-inch-thick layer, three-quarter-inch maximum aggregate size improved bituminous concrete wearing surface, ALDOT 429-A, or other approved mix design.

b.

Binder layer: 1½-inch-thick layer, 1½-inch maximum aggregate size improved bituminous concrete binder layer, ALDOT 429-B.

c.

Base course: six-inch compacted thickness, ALDOT 825-A or 825-B crushed aggregate base course or an approved soil aggregate base that meets the state department of transportation specifications.

(2)

The minimum section is based upon a subgrade CBR of no less than four. The subgrade CBR can either be laboratory or field determined and shall be determined by the geotechnical engineer. If the subgrade CBR is less than four as determined by field testing, this minimum section shall be modified by the geotechnical engineer.

(Zoning Ord. 2019, § 315(h), 6-24-2019)

(a)

Course aggregate in seal shall be composed of crushed gravel having three or more fractured faces or slag. No limestone shall be allowed.

(b)

Course and fine aggregates shall be blended to produce a suitable mix, which will blend with the type and amount of liquid asphalt being used.

(c)

Bitumen content will be between 3.5 percent and 6.5 percent for binder and 4.7 percent to nine percent for seal.

(d)

Bitumen will be asphalt cement, Grade AC-20 or AC-30.

(e)

Gradations and bitumen content of asphalt plant mix shall be certified by a licensed testing laboratory.

(Zoning Ord. 2019, § 315(i), 6-24-2019)

The full pavement section should be constructed before being let to traffic. Construction traffic should be limited, and heavily loaded dump trucks shall not pass over incomplete pavement sections. Damaged pavements resulting from construction traffic will require removal and replacement. Replacing pavements damaged by construction traffic shall be the responsibility of the owner/developer.

(Zoning Ord. 2019, § 315(j), 6-24-2019)

Prior to the design or construction of a pavement overlay section, the geotechnical engineer shall conduct a pavement condition survey. The purpose of the survey is to identify and rate the distress of the pavement. The geotechnical engineer shall determine the necessary pavement overlay based upon asphalt condition, thickness in-place, and anticipated future traffic.

(Zoning Ord. 2019, § 315(k), 6-24-2019)

(a)

Utility trenches that are located beneath pavement sections shall be backfilled using crushed stone.

(b)

Failure to properly compact trench backfill can result in settlement of trench backfill, resulting in pavement distress. Any settlement shall be repaired prior to acceptance.

(Zoning Ord. 2019, § 315(l), 6-24-2019)

(a)

Pipes (cross drain and side drain) shall be designed based on the drainage areas affected. Design shall be by an engineer licensed in the state. Drainage pipe shall be roadway, storm sewer or side drain of a class determined by fill height, with minimum size being 12 inches. Certifications will be furnished by the developer that the pipe meets ALDOT specifications as required by section 530. No plain cone pipe will be used. Installation will be in accordance with the specifications.

(b)

Culverts shall be designed by a licensed engineer and constructed in accordance with ALDOT section 524, latest edition, and ALDOT Standard Drawings.

(c)

The city will not accept any responsibility for damage to adjacent property due to redirection of drainage or inadequate drainage facilities.

(Zoning Ord. 2019, § 315(m), 6-24-2019)

All rock slopes outside the ditch area may be 1:1, or as determined by the city engineer. All soil (dirt) slopes outside the trench area shall be 3:1 or flatter, or as determined by the city engineer.

(Zoning Ord. 2019, § 315(n), 6-24-2019)

All graded or bare areas outside the paved roadway will be grassed with a permanent grass mixture in accordance with current ALDOT specifications, section 652. Solid sod may be substituted for seeding. Appropriate amounts of fertilizer and lime will be required.

(Zoning Ord. 2019, § 315(o), 6-24-2019)

(a)

Streets designed to have one end permanently closed shall be provided with a turn-around having a minimum right-of-way radius of 50 feet and a minimum pavement radius of 40 feet. If, in the opinion of the planning commission, it is desirable to provide street access to an adjoining property due to the probability of future extension of the street, then the street shall extend by dedication to the boundary of such property. A temporary turn-around, or cul-de-sac shall be provided for these streets. The planning commission, after consultation with appropriate department heads, shall determine what type of base and surface materials shall be permitted for such temporary turn-around. In addition, at such time the street may be extended, the temporary turn-around shall be removed and the extension of the street shall conform to the requirements contained within these regulations.

(b)

Temporary turn arounds or temporary cul-de-sacs shall be allowed only if they are part of a master plan to develop future roads. All temporary turn arounds and temporary cul-de-sacs shall be constructed to the same design standards and specifications as roads/streets, except for the provisions requiring asphalt.

(Zoning Ord. 2019, § 315(p), 6-24-2019)

All references to geotechnical services and testing in these standards shall be provided by the owner/developer at the owner's/developer's expense. Copies of all reports shall be furnished to the city building department. A representative of the city shall be provided the opportunity to observe all testing. Any testing which the city has not been afforded the opportunity to observe will not be accepted. The city reserves the right to verify all testing at its expense.

(Zoning Ord. 2019, § 315(q), 6-24-2019)

(a)

General.

(1)

The owner/developer is required to install or construct the improvements hereinafter described prior to having released the bond or other securities which guarantee installation of such required improvements.

(2)

The improvements required shall be constructed in accordance with the standards set forth in these regulations and subject to the inspection of the building inspector or his duly authorized representative and the city engineer.

(3)

All water mains, sanitary sewers and laterals, fire hydrants, and storm sewers shall be installed in such a manner to minimize the probability of the future cutting of the pavement of any street, sidewalk or other required pavement.

(b)

Streets and alleys. On all streets and alleys within the jurisdiction of these regulations, a suitable hard surface permanent type of pavement shall be constructed in accordance with the city's design and construction standards outlined in these regulations.

(c)

Centerline striping. The final wearing surface shall be striped with a permanent traffic stripe in accordance with ALDOT specifications 586 and 857 and applied in accordance with section 701. Stop bars shall be placed in accordance with section 703.

(d)

Sidewalks. Sidewalks shall be placed on both sides of all streets in a commercial subdivision and may be required in residential subdivisions in the vicinity of community facilities, including, but not limited to, churches, schools, recreational areas, civic centers, etc., as well as in other areas where the planning commission deems such necessary to ensure public safety and welfare. Sidewalks, when required, shall be a minimum of four feet wide in residential areas and seven feet (wide in commercial areas and shall be constructed on 3.000-pound mix concrete and be four inches in thickness.

(e)

Curbs and gutters. Standard approved type curbs and gutters shall be placed on both sides of all new streets within the corporate limits of the city in accordance with the city specifications for curbs and gutters. (See appendix for typical illustrations.)

(Zoning Ord. 2019, § 315(r), 6-24-2019)

(a)

Responsibility. The owner/developer shall be responsible for the provision of all required improvements to any subdivision. This may be accomplished by either the full installation of all required improvements by the developer at the time that the final plat is to be submitted to the city planning commission or by the provision of a financial guarantee of performance.

(b)

Subdivision improvement bond.

(1)

Acceptance of bond. The bond must be approved by the city planning commission and ratified by the mayor.

(2)

Value of bond. The bond shall not be less than 125 percent of the cost of the improvement.

(c)

Failure to complete work. If within 12 months after filing the bond the owner/developer has not completed all necessary improvements, or if, in the opinion of the planning commission, the improvements have not been satisfactorily installed, the bond shall be used by the city to complete the improvements in satisfactory fashion, or the city may take such steps as it may deem necessary to require performance under the bond.

(Zoning Ord. 2019, § 315(s), 6-24-2019)

Final approval of street improvements shall be granted only in accordance with one of the following provisions:

(1)

In any case in which the planning commission or the city council may have reasonable doubt concerning the stability or proper construction of any improvement required herein, the planning commission subject to the mayor's ratification, or the city council may require a maintenance bond for five years for street construction maintenance and one year for sewer lines and facilities. This bond shall be in cash or made by a surety company authorized to do business in the state.

(2)

The developer shall provide to the city clerk and the building official a letter or statement in which the developer shall agree to maintain backfill to the level of finished grade and to maintain improvements located thereon or therein of any excavation of fill which has been made in connection with the installation of improvements; and such letter or statement shall be binding to the developer for a period of one year after the acceptance of such improvements by the city.

(Zoning Ord. 2019, § 315(t), 6-24-2019)

(a)

When the planning commission finds that unusual hardships or practical difficulties may result from strict compliance with these standards, or that the purposes of these standards may be served to a greater extent by an alternative proposal, the planning commission may waive certain provisions required by these regulations so that substantial justice may be done, and the public interest secured. Such waiver, however, have the effect of nullifying the intent or purposes of these regulations. The planning commission shall not approve a waiver unless it shall make findings based upon the evidence presented to it in each specific case that the following criteria are met:

(1)

The granting of the waiver will not be detrimental to the public health, safety, or general welfare or be injurious to other property.

(2)

The conditions upon which the request for a waiver is based are unique to the property for which the waiver is sought and are not applicable generally to other property.

(3)

Because of the particular physical surroundings, shape, or topographical conditions of the specific property involved, a particular hardship to the owner would result, as distinguished from a mere inconvenience, if the strict letter of these regulations are enforced.

(4)

The waiver will not in any manner interfere with the provisions or purposes of the comprehensive development regulations of the city. In approving a waiver, the planning commission may impose such reasonable conditions as may be necessary to substantially secure the purpose of these standards. A written request for a waiver shall accompany the application for plat approval.

(b)

Any appeal of the planning commission's decision to grant or deny a request for a waiver shall be made to the city board of adjustment in accordance with the provisions of division 4, article VII of this chapter.

(Zoning Ord. 2019, § 315(u), 6-24-2019)