Copyrighted by SPRINGDALE CODE & Municipal Code Corporation, 1998.
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ARTICLE III. Sec. 110-51. Definitions.
The following words, terms and phrases, when used in this article, shall have the meanings ascribed to them in this section, except where the context clearly indicates a different meaning:
AASHTO means American Association of State Highway and Transportation Officials.
AASHTO T 99 (Standard Proctor) means a laboratory determination of the maximum density to which a soil can be compacted using a 5 1/2-pound rammer and a 12-inch drop.
AASHTO T 180 (Modified Proctor) means a laboratory determination of the maximum density to which a soil can be compacted using a ten-pound rammer and an 18-inch drop.
ACHM means asphalt concrete hot mix.
ADT means average daily traffic.
AHTD means Arkansas State Highway and Transportation Department.
ASTM means American Society for Testing and Materials.
EAL means equivalent axle load.
Kip means a unit of measure equal to 1,000 pounds.
LL means liquid limit. The moisture content at which a soil passes from a plastic to a liquid state.
PI means plasticity index. The numerical difference between the liquid limit and plastic limit of a soil.
psi means pounds per square inch.
(Ord. No. 3258, § 1, 11-12-02)
Cross reference(s)--Definitions generally, § 1-2.
Sec. 110-52. Submission of plans and specifications for approval.
Detailed plans and specifications for all proposed streets and storm drainage systems to become a part of the city shall be prepared under the supervision of a registered professional engineer (hereafter referred to as the engineer) and four copies of the plans and one copy of the specifications submitted to the planning and community development director or his/her designated representative for review and signed approval. Upon approval, one signed copy will be returned to the engineer and three copies will be retained by the planning and community development director or his/her designated representative. The engineer shall be responsible for the construction stakeout of all improvements and shall make periodic inspections during construction to ensure that the improvements are constructed in accordance with the approved plans and specifications. Upon completion of the project and before acceptance by the city, the engineer will submit one copy of the as-built plans and a digital copy, with all changes indicated in red, to the planning and community development director or his/her designated representative and they shall become the permanent record.
(Ord. No. 3258, § 1, 11-12-02)
Sec. 110-53. Minimum standards for street classifications, street geometrics and right-of-way widths, soil classifications and pavement sections.
The proposed street classifications, street geometrics and right-of-way widths, soils classifications and pavement sections shall equal the following minimum standards and requirements:
(1) Street classifications by traffic and 18-kip EALs*: These street classifications should not be confused with the functional classifications of the master street plan. Each street shall be classified by function and/or traffic in one of the following classes subject to approval by the planning and community development director or his/her designated representative:
a. Class I. Residential drives including short drives, short dead-end streets, or short cross streets.
1. 0--50 vehicles per day.
2. Maximum of five average 18-kip EALs per day.
3. Maximum of 36,500 total 18-kip EALs in 20-year design period.
b. Class II. Light residential, light commercial and minor residential collector streets including:
1. Residential subdivision streets with no through traffic.
2. Cross streets in the established street system.
3. Light commercial streets in a small commercial area.
i. 50--150 vehicles per day.
ii. Maximum of ten average 18-kip EALs per day.
iii. Maximum of 73,000 total 18-kip EALs in 20-year design period.
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Note--EALS fOR class I and II streets based on 100 percent of the one-way ADT times a load factor of 0.09 for single-unit trucks, plus five percent of the one-way ADT times a load factor of 1.00 for multiple-unit trucks. EALs for class III and IV streets based on 100 percent of the one-way ADT times a load factor of 0.09 for single-unit trucks, plus ten percent of the one-way ADT times a load factor of 1.00 for multiple-unit trucks.
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c. Class III. Residential collector and commercial streets including:
1. Major streets in a residential subdivision used for access to a through street or highway (collectors will have the right-of-way to class I and II streets above).
2. Commercial streets.
i. 150--400 vehicles per day.
ii. Maximum of 40 average 18-kip EALs per day.
iii. Maximum of 292,000 total 18-kip EALs in 20-year design period.
d. Class IV. Minor residential arterial, heavy commercial, and light industrial streets including:
1. Through streets in a residential subdivision; heavy commercial streets.
2. Light industrial streets in a small industrial area with little or no adjacent area for expansion.
i. 400--850 vehicles per day.
ii. Maximum of 80 average 18-kip EALs per day.
iii. Maximum of 584,000 total 18-kip EALs in 20-year design period.
e. Class V. All higher class streets (formal design procedures shall be used):
1. Minimum of 850 vehicles per day.
2. Maximum of 80 average 18-kip EALs per day.
3. Maximum of 584,000 total 18-kip EALs in 20-year design period.
(2) Street geometrics and right-of-way widths:
a. All proposed street widths and right-of-way widths shall meet or exceed the minimum widths shown on the adopted master street plan.
b. All intersection approaches shall have adequate horizontal and vertical sight distance as defined by the design speed outlined on the master street plan.
c. At intersections, the radius to the face of the curb shall meet the minimum outlined on the master street plan or as determined by the director of planning and community development or his/her designated representative based on anticipated traffic composition.
(3) Pavement sections:
a. For street classifications I--IV. Pavement section for city streets shall be designed as follows:
1. Determine the street classification as outlined previously in this section.
2. Classify the subgrade soil according to the AASHTO Soil Classification System.
3. Refer to "minimum pavement section by street and soil classification" on page "A8" of the City of Springdale, Arkansas Standard Details for Street and Drainage Construction to determine the required structural number and suggested pavement sections.
b. For street classification V, a formal design by a registered professional engineer in the State of Arkansas based on projected traffic loads for a 20-year design period shall be required.
(Ord. No. 3258, § 1, 11-12-02)
Sec. 110-54. Minimum standards for streets.
Plans and specifications for proposed streets shall equal the following minimum standards and be in accordance with the standards set forth in the "City of Springdale, Arkansas Standard Details for Street and Drainage Construction.
(1) Clearing and grubbing:
a. All trees, stumps, roots and other obstructions, not designated to remain, shall be cleared and/or grubbed in such a manner so as to not cause injury to other things designated to remain. Stump holes shall be filled with suitable material and compacted.
b. If material is to be burned, it shall comply with all applicable laws and ordinances, and shall be under the constant care of competent watchmen.
(2) Roadway excavation and embankment: Suitable material shall consist of soil or a mixture of soil, stone or gravel. It shall be free of sod, logs, stumps, roots and other deleterious matter, and it shall be capable of forming a stable embankment when compacted.
a. All suitable material obtained during the excavating operations shall be used in the construction of the roadway embankment and subgrade, and all unsuitable material shall be used behind the curb or hauled to an approved waste area.
b. All street cuts and grades shall conform to those shown on the approved plans or approved plans or approved plan changes.
c. Sod and vegetative matter shall be removed from the surface upon which an embankment is to be placed.
d. Roadway embankments shall be constructed in layers not to exceed eight inches (loose measurement), and shall be compacted at optimum to three percent above optimum moisture for that particular soil to a density, as determined by AASHTO T 191 (sand cone method) or AASHTO T 238 (nuclear method), of not less than 95 percent of the maximum density obtained by AASHTO T 99 (standard proctor). In areas where solid rock is encountered, it shall be excavated to a depth of eight inches below subgrade elevation and replaced with approved material.
e. Rock obtained during excavation operations may be placed in layers not exceeding 30 inches. The rock shall be placed in a manner that the voids between the rock fragments are filled with suitable material. The top 12 inches of the finished subgrade shall not contain rock over four inches in its greatest dimension.
f. Embankment which is adjacent to structures and inaccessible to normal compaction equipment shall be placed in four-inch (loose measurement) layers and compacted to 95 percent of maximum density as obtained by AASHTO T 99. The material shall be compacted with mechanical equipment where it is inaccessible to normal compaction equipment.
(3) Subgrade:
a. In fill sections where A-5, A-6 or A-7 soils are encountered which have an LL greater than 40 or a PI greater than 17, an approved imported embankment material shall be used in the top two feet of the subgrade; or the top eight inches of the subgrade treated with lime to reduce the PI to ten or less. In cut sections where A-5, A-6 or A-7 soils are encountered which have an LL greater than 40 or a PI greater than 17. The subgrade shall be over excavated and replaced with approved fill material to a depth as required by the director of planning and community development or his/her designated representative or the top eight inches of the subgrade shall be treated with lime to reduce the PI to ten or less. These requirements are in addition to the pavement section required based upon the soil type of the existing subgrade material.
b. The subgrade shall be prepared and maintained in such a manner as to ensure a firm foundation that is stable and free from dust pockets, wheel ruts and other defects.
c. The subgrade shall be compacted to a density, as determined by AASHTO T 191 or T 238, of not less than 95 percent of the maximum density obtained by AASHTO T 99. This shall be accomplished by scarifying as necessary, shaping and compacting to the required grade and section at optimum to three percent above optimum moisture content.
d. The finished subgrade shall be string lined to within plus or minus one-half inch of the finished grade and typical section shown on the approved plans.
(4) Utility crossings:
a. All utility lines, including service lines, shall be laid, backfilled and compacted with class seven base or other material suitable to the planning and community development director or his/her designated representative before the curb and gutter is constructed.
b. Any service or utility line crossings not placed before the pavement and curb and gutter are constructed shall be installed by boring. The procedures shall be approved by the planning and community development director or his/her designated representative, and a permit and a cash deposit or bond is required as provided in section 110-86.
(5) Curb and gutter:
a. The subgrade shall be shaped and compacted to the required grade and section as shown on the plans. All unsuitable material, including soft and yielding material, shall be removed and replaced with suitable material and compacted to the proper density.
b. All curbs and gutters shall be constructed in accordance with the details contained in the City of Springdale, Arkansas Standard Details for Street and Drainage Construction.
c. If the subgrade or drainage blanket is dry, it shall be wetted just prior to placing the concrete so the moisture will not be pulled from the concrete.
d. Curb and gutter shall not be placed on frozen subgrade. Additionally, the ambient air temperature must be 40 degrees at time of placement.
e. Curb and gutter shall be cured at 50 degrees ambient temperature for a minimum of five days.
f. All concrete shall be cured using wet burlap or a membrane curing compound meeting the requirements of AASHTO M 148, type 1-D or type two. The exposed concrete, immediately after finishing, shall be covered with one of the curing materials listed above and shall be kept continuously and thoroughly wet for a period of not less than five days after the concrete is placed. Membrane curing does not require the application of additional moisture. Satisfactory equipment and means to properly control and assure the direct application of the curing solution on the concrete surface shall be provided so as to result in a uniform coverage at a rate of one gallon for each 125 square feet of area.
g. After the concrete curb and gutter has set, the area behind the curb shall be partially backfilled before the base material is placed and compacted.
(6) Crushed stone base course:
a. The base material shall consist of a mixture of crushed stone and natural fines, and shall have a percent loss by the Los Angeles Test AASHTO T 96 not greater than 45. The material shall contain no more than five percent by weight of deleterious matter. The crushed stone base material shall meet the following gradation requirements:
The fraction passing the No. 200 sieve shall not be greater than two-thirds of the fraction passing the No. 40 sieve. The fraction passing the No. 40 sieve shall have an LL not greater than 25 and a PI not greater than six.
b. The depth of the crushed stone base course shall be within plus or minus one-half inch of the approved design depth. The average of all depth measurements shall not be less than the required depth, and any depth in excess of plus one-half inch shall not be used in computing the average depth.
c. The base course shall be placed on an approved subgrade and spread uniformly in such a manner that no segregation of course and fine particles will occur. Under no circumstances shall the base course be placed on a frozen subgrade.
d. The base course shall be constructed in layers not exceeding eight inches of compacted depth at substantially optimum moisture. The contractor must be capable of compacting the material at this depth; otherwise the material shall be placed and compacted in layers. The density of the compacted material in each layer, as determined by AASHTO T 191 or T 238, shall not be less than 95 percent of the maximum density as obtained by AASHTO T 180, (modified proctor).
e. The finished base course shall be string lined to within plus or minus one-half inch of the design section.
(7) Cement-treated crushed stone base: Cement-treated crushed stone base shall meet the requirements of the state highway commission's standard specifications for highway construction, (hereafter, referred to as the AHTD Standard Specification), for cement-treated crushed stone base course, with the following exceptions:
a. The cement-treated crushed stone base shall consist of aggregate meeting the requirements for class seven, three percent to six percent by weight of type I Portland cement, and water at plus or minus one percent of optimum. The percent of cement and water shall be determined from laboratory tests. The specimens of aggregate, cement and water must develop a compressive strength of at least 650 psi in seven days. The type of asphalt used for protection and cover for the cement-treated base will be at the option of the contractor, subject to the approval of the director of planning and community development division or his/her designated representative.
b. The cement-treated base shall not be mixed or placed while the atmospheric temperature is below 35 degrees Fahrenheit within 24 hours, or when the weather is foggy or rainy. During cold weather the cement-treated base shall be protected for seven days. When the temperature is expected to drop below 35 degrees Fahrenheit, a sufficient supply of hay, straw, or other material suitable for cover and protecting the previously placed material shall be used. Any cement-treated base, which has been damaged by freezing, or otherwise, shall be removed and replaced at the contractor's expense.
c. The crushed stone base, cement and water shall be mixed in a pug mill-type central plant, a self-propelled or self-powered traveling mixer equipped with a rotor or other approved type mixer that will thoroughly mix the base and cement at the required depth and at or near the optimum moisture content, or by other methods approved by the planning and community development director or his/her designated representative.
d. The cement-treated crushed stone base shall be placed on an approved subgrade and spread uniformly in such a manner that no segregation of coarse and fine particles will occur. Under no circumstances shall the base course be placed on a frozen subgrade.
e. The cement-treated crushed stone base shall be constructed in layers not exceeding six inches of compacted depth at substantially optimum moisture. The density of the cement-treated crushed stone base, as determined by AASHTO T 191 or T 238, shall not be less than 95 percent of the maximum density as obtained by AASHTO T 180.
f. After the cement-treated base has been finished, it shall be protected from drying by the application of approximately two-tenths gallon per square yard of bituminous material. The bituminous material shall be applied as soon as possible, but in no case later than 24 hours and maintained for seven days.
g. No vehicles shall be allowed on the cement-treated base during the seven-day curing period. Finished portions of cement-treated base that are used by construction equipment shall be protected in such a manner to prevent equipment from marring or damaging the completed work. Any damage to the cement-treated base resulting from vehicles shall be removed and replaced at the contractor's expense.
h. The depth of the cement-treated base shall be within plus or minus one-half inch of the required depth. The average of all depth measurements shall not be less than the required depth, and any depth in excess of plus one-half inch shall not be used in computing the average depth.
i. The finished cement-treated crushed stone base course shall be string lined to within plus or minus one-half inch of the typical section.
4. Trenches shall be excavated to minimum depth of 26 inches below the top of the curb or as directed by the planning and community development director or his/her designated representative.
5. Following excavation of the trench, the non-woven geotextile fabric liner shall be placed in the trench. The liner shall be of sufficient width to cover the bottom and sides of the trench and lap a minimum of one foot across the top of the granular filter material used to backfill above the top of the pipe.
(4) Density of cement-treated base. When any individual density is below 93 percent the section represented by this test will be removed and replaced. The average of all densities shall be 95 percent or greater. If the average density of the project is below 95 percent the following penalties shall be assessed: (5) Depth of asphalt-treated base or cement-treated base. The depth of the asphalt-treated base or the cement-treated base shall be within plus or minus one-half inch of the required depth. If the average of all depth measurements is less than the depth required, the deficient depth will be added to the required depth of the surface course or concrete pavement. Any depth in excess of plus one-half inch will not be used in computing the average depth.
(6) Density of ACHM binder and surface. No individual density shall be lower than 90 percent of maximum theoretical design mix density. Any section with a density below that value shall be removed and replaced. The average of all densities for the project shall be not less than 92 percent of maximum theoretical design mix density. If this average is less than 92 percent, the material shall be removed and replaced or the following penalties shall be assessed as determined by the director of planning and community development: (7) Depth of ACHM binder. The depth of the binder shall be within plus or minus one-half inch of the required depth. If the average of all depth measurements is less than the approved design depth, the deficient depth will be added to the required depth of the surface course or concrete pavement. Any depth in excess of plus one-half inch will not be used in computing the average depth.
(8) Depth of ACHM surface. The depth of the asphalt hot mix surface course shall be within plus or minus three-eights inch of the required depth plus any additional depth required due to deficient depths in the base and binder course. The average of all depth measurements shall not be less than the required depth, and any depth in excess of plus three-eights inch will not be used in computing the average depth. If the average depth is less than the required depth, it will be corrected by overlaying with additional ACHM surface, or as directed by the planning and community development director or his/her designated representative.
(9) Surface tolerance of ACHM surface. If the surface deviation is greater than one-fourth inch when checked with a ten-foot straightedge, the surface smoothness will be corrected as directed by the planning and community development director or his/her designated representative.
(10) Structural concrete strength. The average 28-day compressive strength of the two cylinders of a set shall be at least 3,000 psi. If the average strength is lower, the material shall be removed and replaced or the following penalties shall be assessed as determined by the director of planning and community development. (11) Concrete pavement strength. The average 28-day compressive strength of the two cylinders of a set shall be at least 4,000 psi. If the average strength is lower, the material shall be removed and replaced or the following penalties shall be assessed as determined by the director of planning and community development: (12) Concrete pavement depth. The concrete pavement depths shall be within plus or minus three-eights inch of the required depth plus any additional depth required as a result of a deficient subbase depth. The average of all depth measurements shall not be less than the required depth, and any depth in excess of plus three-eights inch will not be used in computing the average depth. If the average depth is less than the required depth, the material shall be removed and replaced or the following penalties shall be assessed as determined by the director of planning and community development: (13) Concrete pavement surface. The concrete surface shall not show any deviation greater than one-fourth inch when checked with a ten-foot straightedge. Any deviation greater than this shall be corrected by grinding, removing and replacing, or as directed by the planning and community development director or his/her designated representative.
(Ord. No. 3258, § 1, 11-12-02)
Sec. 110-59. Licensing and bonding requirements.
(a) All corporations, firms or individuals constructing streets and/or storm drainage systems shall have a state contractor's license. Upon completion of the improvements and before acceptance by the city, a surety maintenance bond naming the city as the oblige shall be furnished by either the owner, developer or contractor. The developer shall also furnish an affidavit that all materials, supplies and labor bills have been paid.
(b) A surety maintenance bond shall be submitted on a form prepared by the city and shall be in the amount of 50 percent of the amount of the contract price for the repair, replacement where required, or cost thereof, of all work performed under the terms of the contract, where such repair or replacement is required because of defective workmanship or material, or both which becomes apparent within a period of one year from the date of acceptance by the city of such streets and/or storm drainage systems. Any suit under this bond must be instituted before the one-year term of the bond.
(Ord. No. 3258, § 1, 11-12-02)
Sec. 110-60. Variations.
If any provisions of this article are shown by the developer to cause undue hardship as they apply to his proposed development, or if it is alleged there is error in any order, requirement, decision, interpretation, or determination made by the planning and community development director or his/her designated representative in the enforcement of this article, the city planning commission may grant a variance to the developer from such provisions, so that substantial justice may be done and the public interest secured; provided, that the variation will not have the effect of nullifying the intent and purpose of this article. In granting variances and modifications, the planning commission may impose such conditions, as will, in its judgment, secure substantially the objectives of the standards or requirements so varied or modified.
--***--- Part of the rigid pavement design, and the flexible pavement coefficients do not apply.
---***--- Drainage blanket shall be a minimum of two inches and shall consist of coarse limestone screenings, AHTD class 10 mineral aggregate, asphalt stabilized base, or other drainage material approved by the planning and community development director or his/her designated representative.
(Code 1973, § 29-62; Ord. No. 3011, § 1, 9-12-00; Ord. No. 3258, § 1, 2-11-02)
Secs. 110-63--110-85. Reserved.
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STREET AND STORM DRAINAGE CONSTRUCTION
Total percent retained by weight Size of Sieve Class 7 Base 1 1/2" 0 3/4" -- 3/4" 10--50 #4 50--75 #40 70--90 #200 90--97
Property Test Procedure Value Weight, oz./sq.yd. ASTM D-1910 4.1 min. Thickness, Mils ASTM D-1777 40 min. Tensile strength, lbs. ASTM D-1682 115 min. Elongation, % ASTM D-1682 55 min. Puncture strength, lbs. ASTM D-751 (modified) 70 min. Mullen burst strength, psi ASTM D-751 260 min. Coefficient of permeability, cm/sec. Constant Head 0.10 min.
Percent Percent of cost of in-place material 94.5 to 94.9 10 94.0 to 94.4 25 93.0 to 93.9 50 Below 93.0 Remove and replace
Percent Percent of cost of in-place material 94.5 to 94.9 10 94.0 to 94.4 25 93.0 to 93.9 50 Below 93.0 Remove and replace
Percent Percent of cost of in-place material 91.5 to 91.9 5 91.0 to 91.4 10 90.5 to 90.9 25 90.0 to 90.4 50 Below 90.0 Remove and replace
Psi Percent of cost of in-place material 2,750-2,999 10 2,500-2,749 15 2,250-2,499 25 2,000-2,249 50 Below 2,000 Remove and replace
Psi Percent of cost of in-place material 3,500-3,999 10 3,000-3,499 15 2,750-2,999 20 2,500-2,749 25 2,250-2,499 50 Below 2,250 Remove and replace
Deficient depth Percent of cost of in-place material Req. depth to -- 1/8 inch 5 Minus 1/8 to 1/4 inch 10 Minus 1/4 to 3/8 inch 15 Minus 3/8 to 1/2 inch 25 Minus 1/2 to 5/8 inch 35 Minus 5/8 to 3/4 inch 50 More than -- 3/4 inch Remove and replace
Type of material Material coefficient inch of material Minimum layer thickness (inches) Portland cement concrete pavement ---***--- 5 Drainage blanket ---***--- 2 ACHM surface course 0.44 2 ACHM binder course 0.44 2 Asphalt stabilized base (black base) 0.25 4 Cement-treated crushed stone base 0.25 4 Treated subgrade 0.00 6 Crushed stone base (SB-2 or SB-3) 0.14 4 Gravel base course (GB-2 or GB-3) 0.11 4 Soil cement (400 to 600 PSI) 0.20 6 Levelup course 0.00 Thickness as Needed