Streets and Sidewalks - C9

city of johnson arkansas logo

Streets and Sidewalks

STREETS AND SIDEWALKS

 

Chapters:

9.04     Design and Construction of Streets, Roads and Storm Drainage

9.08     Sidewalks

9.12     Street Gutters

9.16     Naming Streets

 

CHAPTER 9.04

DESIGN AND CONSTRUCTION OF STREETS, ROADS

AND STORM DRAINAGE

Sections:

 

            9.04.01            Purpose

            9.04.02            Design

            9.04.03            Specifications

            9.04.04            Acceptance of materials and workmanship

            9.04.05            Storm drainage, pipe and pipe underdrain requirements

            9.04.06            Pavement cut and repair standards

            9.04.07            Jacking, boring or tunneling

            9.04.08            Backfill operations

            9.04.09            Pavement repairs

            9.04.01 Purpose The purpose of this ordinance is to set forth procedures, requirements, minimum standards, specifications and acceptance criteria for the design and construction of streets, roads and storm drainage related to the development of land within the corporate limits of the city or planning areas of the city of Johnson.

            All land developments must conform to the requirements that are shown on the latest edition of the Master Street Plan and shall dedicate right-of-way and/or construct streets and roads in accordance with that plan. (Ord. No. 2008-15, Sec. 1.)

92

            9.04.02 Design All new streets and roads that are considered a local or a collector within the city must meet the following geometric design requirements. Arterial streets must be designed in accordance with the latest specifications by the Arkansas Highways and Transportation Department.

            If a developer requests a reduction to the street widths, pavement sections, right-of-way widths, or any other requirement of these standards, the Mayor may obtain the services of a knowledgeable registered Professional Engineer to review the site, the developer’s proposal and submit a written report with recommendations. The developer shall agree to the engineering study and shall be responsible for reimbursing the city for any engineering study fee.

            A.        Alignment

1.         Horizontal alignment Horizontal curves shall be circular with a minimum centerline radius of not less than 100 feet for residential streets, 150 feet for local streets, and 200 feet for collector streets. Curves on streets with higher classifications shall be designed on an individual basis based on design speed. A tangent of at least 100 feet shall separate reverse curves.

2.         Vertical alignment Vertical curves shall be parabolic in shape. The minimum length of the curve is based on the design speed and shall have a “K” value equal to or greater than those listed in the following table:

           

            Design speed (mph)                            K value

                        (per AASHTO)

                                                            Crest                Sag

            20                                            7                      17

            25                                            12                    26

            30                                            19                    37

            35                                            29                    49

            Arterial streets with a design speed greater than 40 mph shall be reviewed on an individual basis.

            Grade breaks are only allowed on streets having a new difference in the grade in and grade out of 0.5. (Sec. 2-100)

            B.        Intersections

1.         All at-grade intersections shall be designed to reduce the severity of potential conflicts between motor vehicles, buses, trucks, bicycles, pedestrians, and provide for comfort of people traversing the intersections. The minimum radius at the back of any curb in an intersection shall be 30 feet.

93

2.         Streets shall be designed to intersect as nearly as possible at right angles, provided that no street shall intersect at any other street at less than 75º.

3.         Streets shall be designed to promote through traffic and shall be aligned with other streets connecting streets where possible. If this is not possible, then there shall be a minimum of 100 feet between them. (Sec. 2-101)

            C.        Slope and cross-sectional slope

1.         All streets shall be designed to provide a minimum longitudinal slope of 0.5% at all locations (excluding vertical curves). The maximum slope shall be 12% on local and residential streets and 10% on collector and higher class streets unless permitted by the City Engineer. All streets above these maximums shall be paved with concrete. Street grades within 100 feet of an intersection shall be a maximum slope of 5%.

2.         All streets shall have a cross slope of 3% for local and residential streets and 2% for collector streets and above. On higher class streets where a super-elevated section is to be used, all cross-slopes shall be in accordance with AHTD standards. (Sec. 2-102)

D.        Dead-end streets The maximum length of any dead-end street shall be 660 feet. The minimum radius for a cul-de-sac shall be 42 feet to the back of curb. The minimum curb radius between the cul-de-sac and the incoming street shall be 25 feet. Local fire codes or the Fire Chief may dictate stricter requirements. The Planning Commission may grant a variance to the maximum length where it can be determined that the terrain is a deterrent to through street development. (Sec. 2-103)

E.         Sight distance and design speeds

1.         The minimum sight distance for local and residential streets shall be 200 feet and 250-300 feet for collector streets depending on topography.

2.         Design speeds shall be 20 – 30 mph for local and residential streets and 25 – 40 mph for collector streets. The Police Chief may set stricter standards. Arterial streets with a design speed greater than 40 mph shall be reviewed on an individual basis. (Sec. 2.104)

            F.         Street classifications for pavement design

1.         Street classifications for pavement design The streets’ classifications contained below shall be used to select the Street Geometries contained in Table 1 and the Pavement Structure contained in Table 2. Both of the

94

appendices referenced are located near the end of this document. Note: In this section, the following street classifications by traffic and 18 kip EALs (equivalent axle load) are used primarily to determine the structural pavement sections. These street classifications should not be confused with the Functional Street Classifications. Each street shall be classified by function and/or traffic in one of the following classes:

a.         Class I – Local (light residential): This would be rural residential streets and drives which have light traffic and little or no truck traffic, short dead-end streets, and possibly short cross streets with less than 50 vehicles per day and not more than 5 average eighteen-kip EALs per day, or not more than 36,500 total 18 kip EALs during the twenty-year design period.

b.         Class II – Local (residential, minor residential collector and light commercial): This would include (a) residential subdivision streets with no through traffic; (b) cross streets in the established street system; (c) light commercial streets in a small commercial area. These streets would have an average of 50 to 250 vehicles per day and not more than 10 average 18 kip EALs per day, or not more than 73,000 total kip EALs during the twenty-year design period.

c.         Class III – Collector (residential collector and commercial streets): This would include (a) the major streets in a residential subdivision used to get to the through streets or highway; collectors will have the right-of-way over the above Class I and II streets; and (b) commercial streets. They would have an average of 250 to 500 vehicles per day and not more than 40 average 18 kip EALs per day, or not more than 292,000 total 18 kip EALs during the twenty-year design period.

d.         Class IV – Arterial (minor residential arterial, heavy commercial, and light industrial streets): These streets would include (a) through streets in a residential subdivision; (b) heavy commercial streets; and (c) light industrial streets. They would have an average of 500 to 850 vehicles per day and not more than 80 average kip EALs per day, or not more than 584,000 total kip EALs during the twenty-year design period.

e.         Class V: All higher class streets and highways, or any time the 80 average 18 kip EALs or the 584,000 average 18 kip EALs are expected to be exceeded, formal design procedures shall be used for each individual street. The PCA, TAI, AASHTO, or other recognized design procedures may be used.

95

            ***The classification of each proposed street shall be approved by the City Engineer.

***ADT (average trips per day) may be estimated at the rate of five round trips per resident or dwelling unit.

***EALs for Class I and II streets based on 100% of the one-way ADT times a load factor of 0.09 for single-unit trucks, plus 5% of the one-way ADT times a load factor of 1.00 for multiple-unit trucks.

***EALs for Class III and IV streets are based on 100% of the one-way ADT times a load factor of 0.09 for single-unit trucks, plus 10% of the one-way ADT times a load factor of 1.00 for multiple-unit trucks.

2.         Soil classifications The subgrade soils shall be classified according to the Group Index Classification into the following 3 major soil types:

a.         Sands and gravels A-1, A-2, and A-3 Group Index. These are non-plastic materials with gravel and sand-size material.

b.         Silts A-4 and A-6 Group Index. The A-4 soil is a minus-40 sieve size which has an LL less than 40 and a PI less than 10. The A-6 soil is a minus-40 sieve material with an LL less than 40 and a PI more than 10. Both soils have very little clay.

c.         Clays A-5, A-7, and A-7-6 Group Index. These are the clays and have a LL greater than 40 and a PI greater than 10. The AS Group Index classification soils have a LL greater than 40 and a PI less than 10. A-7 Group Index soils are very poor soils which should be avoided if possible.

3.         Pavement sections The pavement sections for Class I, II, III and IV Streets shall meet or exceed the following requirements:

a.         All streets shall be classified according to traffic and subgrade soil type. The results to the sieve analysis and LL and PT test run during the construction of the subgrade shall be used to verify the soil type used in the pavement design. If the soil type changes, the pavement structure shall be redesigned accordingly. It is strongly recommended that the engineer have preliminary sieve analysis and LL and PI tests performed before detailed plans and specifications for the streets are prepared. Copies of all test results shall be provided to the City Engineer at the time of construction plan review.

96

b.         Regardless of the design procedures used, the proposed pavement sections for Class I, II, III and IV streets shall be equal to or exceed the minimum pavement sections shown in Table 2, Minimum Pavement Sections, for the particular street classification and soil type.

c.         Normal design procedures, such as the PCA, TAI, AASHTO, shall be used for all Class V and higher streets, or when the projected daily 18 kip EALs load exceeds 80 or when the total 18 kip EALs for the twenty-year design period exceeds 584,000. (Sec. 2-105)

G.        Requirements for improving substandard roads When a proposed land development has direct access to or fronts on an existing substandard city street, the developer shall be responsible for the following:

1.         In all cases, for the entire length of the proposed land development, the developer shall dedicate a minimum of one-half of the total right-of-way required in accordance with the Master Street Plan. This distance shall be measured from the centerline (crown) of the existing street. For unusual alignment or terrain conditions, the Planning Board, Mayor or City Engineer may require a greater width of right-of-way dedication. The required width of right-of-way dedication shall be determined during the Preliminary Plat, Planned Unit Development or Large Scale Development plan review and approval stage.

            When the proposed development is of a size and magnitude to show cause for additional road improvements, then the Planning Commission may require additional off-site improvements. Such roads shall have standard right-of-way easements and road construction shall comply with these standards. The developer shall be responsible for the entire cost of improving the off-site section of road to the current city standards. The upgrading of said off-site section of road shall be included as a part of the development plan.

2.         The road improvement cost shall include, but not be limited to, the costs of right-of-way acquisition, clearing, roadway excavation and embankment, bridges, pipe and box culverts, storm sewer systems, roadway shaping drainage blankets, base, paving utility adjustments, sidewalks, street lights and miscellaneous items. The developer bears all costs involved with these improvements.

3.         In the case of an existing paved road, it shall be saw cut at the proposed centerline and removed in order to be replaced with the new street section in accordance with these street and road improvement requirements. (Ord. No. 2008-15, Sec. 2-106)

97

            9.04.03 Specifications The roadway, base, and pavement plans and specifications for proposed streets shall equal the following minimum standards and be in accordance with the standards set forth in this section. Any conditions or items not covered shall be in accordance with the current Arkansas Highway and Transportation Department’s Standard Specifications.

            A.        Clearing and grubbing

1.         All tress, stumps, roots and other obstructions not designated to remain shall be cleared and/or grubbed in such a manner so as not to cause injury to other things designated to remain. Stump holes shall be filled with suitable material and compacted in accordance with these standards.

2.         If material is to be burned, it shall comply with all applicable laws and ordinances, and shall be under the constant care of competent personnel. (Sec. 3-100)

            B.        Roadway excavation and embankment

1.         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. Contractor shall provide to City Engineer a proctor for the material to be used. All proctors shall be dated within 120 days of use.

2.         Suitable material obtained during the excavating operations shall be used in the construction of the roadway embankments and subgrade, and all unsuitable material shall be used behind the curb or hauled to an approved waste area.

3.         All roadway cuts and grades shall conform to those shown on the approved plans or approved plan changes.

4.         Sod and vegetable matter shall be removed from the surface of all locations where fill material will be placed.

5.         Roadway embankment shall be constructed in layers not to exceed 8 inches (loose measurement). Each layer shall be compacted at or near optimum moisture for that particular soil to at least 95% of the maximum density, as determined by AASHTO T99 (standard proctor).

6.         In areas where solid rock is encountered, it shall be excavated to a depth of 8 inches below subgrade elevation and replaced with approved material.

98

7.         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 4 inches in its greatest dimension.

8.         Embankment which is adjacent to structures and inaccessible to normal compaction equipment shall be placed in 4 inch (loose measurement) layers and compacted to at least 95% of maximum density as obtained by AASHTO T99 (standard proctor). The material shall be compacted with mechanical equipment where is inaccessible to the normal compaction equipment. (Sec. 3.101)

            C.        Subgrade

1.         In fill sections where A-5, A-6, or A-7 soils are encountered which have a liquid limit (LL) greater than 40 or a plasticity index (PI) greater than 17, an upgraded embankment material should be used in the top 2 feet of the subgrade; or the top six (6) inches of the subgrade treated with lime. In cut sections where A-5, A-6 or A-7 soils are encountered which have a LL greater than 40 or a PI greater than 17, the top 6 inches of subgrade should be treated with lime. These requirements are in addition to the pavement section required based upon the soil type of the existing subgrade material.

2.         When lime treatment is required, the subgrade shall be finished to string-line grade prior to adding and mixing the lime. The depth of the lime treatment shall be checked at 500 foot intervals. The depth of the lime treatment shall be at least 5½ inches, the section represented by the test shall have additional lime added and the section reprocessed.

3.         The subgrade shall be prepared in such a manner to ensure a firm foundation that is stable and free from dust pockets, wheel ruts and other defects.

4.         The top 8 inches of the subgrade shall be compacted to a density, as determined by AASHTO T 191 or T 238 of not less than 95% of the maximum density obtained by AASHTO T 99 (standard proctor). This shall be accomplished by scarifying as necessary, shaping and compacting to the required grade and section at near optimum moisture content.

5.         The finished subgrade shall be string-lined within ½ inch of the finished grade and typical section shown on the approved plans.

99

6.         A minimum of 24 inches of “hill-side” material may be used in the absence of engineering data showing that the existing material is adequate. (Ord. No. 3-102)

            D.        Curb and gutter

1.         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.

2.

a.         For flexible fill pavements, the appropriate depth of base material shall be carried at least one foot beyond the back of the curb for drainage. This requirement only applies when the total flexible pavement structure is 10 inches or more. This will require a minimum of 4 inches of Class 7 base material between the subgrade and the curb and gutter. In efforts not to produce a trench section, the base material should be day-lighted where possible and feasible. If the flexible pavement structure is less than 10 inches is not required to carry the base material under the curb and gutter.

b.         For concrete pavement, the special subbase shall be carried at least one foot beyond the back of the curb and gutter. The slope of the subgrade shall be maintained under the curb and gutter and for at least one foot behind. Any buildup for the curb and gutter shall be with the special subbase. In efforts not to produce a trench section, the special subbase should be day-lighted where possible and feasible.

3.         All utility lines, including service lines, shall be laid, backfilled and compacted with full-depth Class 7 or material suitable to the City Engineer before the curb and gutter is constructed. Compaction test for all crossings shall be performed prior to the placement of roadway base material. Testing intervals shall be determined by the City Engineer.

4.         Any service or utility line crossings not placed before the pavement and curb and gutter are constructed shall be installed by boring, and the procedures shall be approved by the City Engineer. A permit and a cash deposit or bond shall be required. Cutting of the pavement will not be permitted except in extreme and unusual conditions. Such exceptions shall be approved by the City Engineer in writing.

100

5.         All curb and gutters shall be constructed of Portland cement concrete. The concrete shall meet the AHTD requirements for Class S (AE) air entrained concrete, and have a minimum twenty-eight-day compressive strength of 3,500 psi when tested in accordance with AASHTO T 23.

6.         Where flexible pavements are used, contraction joints shall be provided at twenty-five foot intervals. Expansion joints shall be provided at all stationary structures, such as drop inlets and at curb returns and at intervals of not more than 200 feet. They are to be constructed at right angles to the curb line. Where rigid pavements are used, sawed joints shall be provided to match the transverse joints in the concrete pavement and expansion joints shall be provided at stationary structures such as drop inlets and at curb returns.

7.         Contraction joints shall be constructed at intervals not greater than 15 feet to the proper width and depth, cleaned, and the joint material installed in strict compliance with the manufacturer’s recommendations.

8.         The contraction joint material shall meet the AHTD requirements for pavement joint material, and the supplier shall furnish a materials certification on the joint material.

9.         The expansion joint material shall have a thickness of ½ inch and conform to AASHTO M 213.

10.       The City Engineer may require that the curb and gutter be cured with a curing compound or wet burlap.

11.       If the subgrade, subbase or base is dry, it shall be wetted just prior to placing the concrete so the moisture will not be pulled from the concrete.

12.       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.

13.       Curb modifications for driveways shall be made by saw-cutting and removing the curb only. The driveway shall slope up to a minimum elevation at the roadway right-of-way equal to the height of the curb. As an alternate, the entire curb and gutter section for the driveway may be sawed vertically for the full depth and removed. The curb and gutter shall then be constructed as a part of the driveway. The modified curb, and gutter must have a one inch lip and have a ½ inch filled construction joints at each end of the driveway.

101

14.       Where sidewalks are required, to the extent possible, they shall be located with the green space distance required by ordinance.

15.       The sidewalk material, width and depth shall be as follows:

a.         The concrete shall meet the AHTD requirements for Class A air entrained concrete, with a minimum twenty-eight-day compressive strength of 3000 psi.

b.         Sidewalks shall be 4 feet wide and 4 inches thick and be sloped toward the street at a 2% slope.

c.         In the areas of all driveways and 10 feet either side of the driveway limits, the sidewalk thickness shall be increased to 6 inches.

16.       At all roadway intersections and where necessary at driveways the curb and gutter and sidewalk shall be modified to accommodate handicap accessible ramps. All ramps shall be constructed in accordance with the latest specifications and guidelines by the ADA.

17.       In order to place concrete for the curb and gutter, the temperature must be within the range specified by the latest SHTD specifications. (Sec. 3-103)

            E.         Crushed stone base course

1.         The base material shall consist of a mixture of crushed limestone and natural fines, meeting the requirements of AHTD Class 7 aggregate base course.

2.         The depth of the crushed stone base course shall be within ½ inch of the required depth shown in Table 2. The average of all depth measurements shall not be less than the required depth shown in Table 2, and any depth in excess of the ½ inch shall not be used in computing the average depth.

3.         The base course 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 circumstance shall the base course be placed on a frozen subgrade.

4.         The base course shall be constructed in layers not exceeding 8 inches of compacted depth at substantially optimum moisture. The contractor must be capable of compacting the material at this depth, otherwise the material is to be placed and compacted in layers. The density of the compacted

102

material in each layer, as determined by AASHTO T 191 or T 238 (modified proctor), shall not be less than 95% of the maximum density obtained in the laboratory.

5.         When string-lined, the surface shall be within ½ inch of the typical section shown in Appendix B. (Sec. 3-104)

            F.         Special subbase

1.         Unless waived in writing by the City Engineer, a special subbase shall be placed under all rigid pavements. The minimum thickness of the special subbase shall be 2 inches unless the City Engineer specifies a thicker depth. But in no case should the depth exceed 4 inches.

2.         The special subbase shall be one of the materials listed below.

            a.         Class 7 material

            b.         Coarse limestone screenings meeting the following gradation:

                        Screen size                                          Percent retained

                                    ½                                                         0

                                    #4                                                        24-35

                                    #10                                                      78-88

                                    #20                                                      92-100

                                    #40                                                      94-100

                                    #200                                                    96-100

c.         Surface treatment aggregate meeting the AHTD Standard Specification requirements for Class 10 mineral aggregate.

d.         Any other well-draining material approved by the City Engineer.

e.         The special subbase shall be rolled with a light steel roller, but a specific density will not be required. (Sec. 3-105)

G.        Prime and tack coats The materials and workmanship for primes and tack coats shall be AHTD Standard specification requirements for prime and tack coats, with emphasis on the following items:

1.         The prime coat shall be a medium curing cut back or an asphalt penetrating prime. The tack coat shall be a rapid curing cut back or an emulsified asphalt. The type and application rate of each shall be determined by the design engineer.

103

2.         Care shall be taken to clean the surface to be tacked or primed of dust, dirt and loose or foreign materials prior to the application.

3.         Prime coats shall not be placed when the surface temperature is below 50º; nor shall it be applied to a surface having an excess of moisture, nor when the general weather conditions, in the opinion of the City Engineer, are not suitable.

4.         If the prime coat becomes damaged before the surface course is placed, it shall be repaired at the contractor’s expense.

5.         The surface of all structures, such as curbs and bridge rails, shall be protected from the prime or tack coat.

6.         If traffic is to use the prime coat before the surface is placed, it shall be covered with a blotter course consisting of clean sandy material or commercially processed sand or sand-size screenings.

7.         Excess material shall be removed and then blotted.

8.         Contractor shall clean, at his own expense, any overspray.

            (Sec. 3-106)

H.        Asphalt hot mix binder and asphalt hot mix surface courses The asphalt hot mix binder and surface courses shall meet the AHTD Standard Specifications for hot mix binder and surface courses with the following exceptions:

1.         The depth of the asphalt hot mix binder course shall be within 3/8 inch of the required depth shown in Table 2. The average of all depth measurements shall be not less than the required depth shown in Table 2 and any depth in excess of +3/8 inch shall not be used in computing the average depth.

2.         The depth of the asphalt hot mix surface course shall be within ¼ inch of the depth shown in Table 2 plus any additional depth required as a result of deficient depth(s) of binder and base material. The average of all depth measurements shall be not less than the required depth, and any depth in excess of the +1/4 inch shall not be used in computing the average depth.

3.         The crushed stone base course of cement treated crushed stone base course shall be primed. The prime coat shall meet the AHTD Standard Specification requirements for prime coat. The prime shall cure for at least 72 hours or as approved by the City Engineer before placing any asphalt layer. EPR-1 can be substituted in lieu of MC-30. Curing time must be a minimum of 2 hours.

104

4.         Unless otherwise directed by the City Engineer, a tack coat shall be used between succeeding asphalt layers. The tack shall meet the AHTD Standard specification requirements for tack coat.

5.         The binder course shall meet the AHTD gradation requirements for Type II binder course or Type II surface course.

6.         The surface course shall meet the AHTD gradation requirements for Type II or Type III surface course.

7.         The binder and surface course shall be designed with a minimum fifty-blow Marshall stability of 1,000 pounds; a flow of 8 to 16; and 2% to 5% air voids. A job mix formula shall be established and approved by the engineer for both the binder course and the surface course.

8.         The supplier shall submit a materials certification giving the stability, gradation, asphalt type and content, flow, voids, and maximum theoretical density of both the binder and surface course mixes used.

9.         Both binder course and surface course shall be compacted to a minimum of 92% of maximum density as determined by the fifty-blow Marshall design procedures.

10.       If the nuclear gauge is used to determine density, it must be correlated with cores taken from the roadway.

11.       The minimum thickness of binder or surface course shall be 2 inches. The maximum thickness that can be placed in one lift is 4 inches provided the contractor can demonstrate that he can obtain the required density.

12.       In no case shall the speed of any roller exceed 3 miles per hour. If a vibratory roller is used for compaction, special care shall be taken not to decompact the mixture by over-rolling. The number of roller passes is very critical to proper compaction.

13.       The surface course surface, when checked with a ten-foot straight edge parallel to the centerline, shall not exceed + or – 1.4 inch.

            Arterial street shall be paved with superpave per AHTD standards.

            (Sec. 3-107)

I.          Portland cement concrete pavement Portland cement concrete pavement shall meet the AHTD Standard Specification requirements for Portland cement concrete pavement, with the following exceptions:

105

1.         The depth of the concrete pavement shall be within ¼ inch of the required depth shown in Table 2, plus any additional depth required as a result of a deficient subbase depth. The average of all depth measurements shall be not less than the required depth, and any depth in excess of the +1/4 inch shall not be used in computing the average depth.

2.         The concrete shall have a minimum twenty-eight day compressive strength of 4,000 psi. The concrete shall contain an air entraining agent which produces 5% +/- 2% air entrainment in the concrete. The slump shall be 2 to 4 inches if conventional paving equipment is used, and 1 to 2 inches if slip-form paving equipment is used.

3.         The concrete shall be placed on an approved subbase or subgrade which shall be wetted just prior to placing the concrete.

4.         After the concrete has been placed, consolidated and struck off with a transverse screen or slip-form paver, it shall be checked for surface smoothness with a 10 foot straightedge parallel to the centerline for surface. The straightedge shall be lifted and placed on the centerline and pulled to the edge of the pavement each time the straightedge is moved forward, it shall overlap the preceding area by at least ½ of the straightedge length. Any surface irregularities shall be corrected at this time while the concrete is still in a plastic condition. Care shall be taken in a slip-form operation not to pull down the pavement edge during the straightedge operation.

5.         Unless otherwise specified by the City Engineer, the pavement lanes shall be tied together with 30 inch long #4 reinforcing bars on 36 inch centers.

6.         The concrete pavement shall be cured with a curing compound meeting the AHTD Standard Specifications for curing compound.

7.         Unless otherwise specified by the City Engineer, the transverse joints shall be sawed in the concrete pavement perpendicular to the centerline and on 15 foot centers. The depth of the joint shall not be less than ¼ of the slab thickness (T), plus ½ inch. The joint width shall be approximately ¼ inch. The longitudinal centerline joint and the longitudinal joint between lanes of a four-lane roadway shall be sawed to the same joint depth and width dimensions, or the new lane may be keyed to the adjacent lane.

8.         All joints shall be filled with a silicone joint material, preformed joint material, or joint material meeting the AHTD requirements for PCC pavement contraction and warping joint material. The joint preparation and installation of the joint material shall be in accordance with the manufacturer’s recommendations. (Sec. 3-108)

106

J.          Surface tests The contractor shall check the surface of each material with a 10 foot straightedge, and any correction to the surface shall be made to the flexible layers prior to final compaction or to the concrete surface while the concrete is still plastic.

1.         The finished surface when checked with a 10 foot straightedge parallel to the center line shall show no deviation more than ¼ inch for ACHM surfaces or concrete surfaces.

2.         Skin patching and feather edging of the final surface course will not be permitted except at the beginning or ending of the project. Surface deviations in excess of ¼ inch shall be corrected by grinding or overlaying, or as directed by the City Engineer. (Sec. 3-109)

            K.        Structural concrete

1.         All structural concrete for traffic-bearing structures and any structures in which the surface may be exposed to de-icing chemicals, such as curbs, gutters, sidewalks, steps, pavements, driveways, bridge decks, parapet walls, drop inlets, etc., shall meet the AHTD requirements for Class S (AE) entrained concrete with a minimum twenty-eight-day compressive strength of 4,000 psi.

2.         The concrete for all other non-traffic bearing structures and structures not exposed to de-icing chemicals shall meet the AHTD requirements for Class A concrete with a minimum twenty-eight-day compressive strength of 3,000 psi. (Sec. 3-110)

            L.         Inspection

1.         The following 3 types of inspections will be made during the progress of the project:

            a.         Intermediate progress inspections, which can be made at any time.

b.         Phase inspections which are required at the completion of a major phase of work.

c.         Final acceptance inspection which will be made upon the completion of all work.

2.         All inspections will be made by the City Engineer or his designated representative. The phase inspections and the final inspection will be made with the contractor and the engineer of record.

3.         The City Engineer has the authority to increase the amount of inspections and/or sampling and testing.

107

4.         A phase inspection is required upon the completion of the following phases of work:

            a.         Completion of the subgrade.

            b.         Completion of the base course and curb and gutter.

            c.         Completion of the paving.

5.         Any work performed on a phase prior to the approval of the previous phase shall be removed and replaced with satisfactory materials and workmanship.

6.         All unsatisfactory work or materials shall be removed and replaced with satisfactory materials and workmanship.

7.         If the project is long, the phase inspections may be made on a smaller portion of the project, but not less than 1,000 feet in length.

8.         The project engineer is responsible for contracting the City Engineer at least 24 hours prior to the need for testing or inspecting a major phase of the project.

9.         The project engineer will accompany the City Engineer and/or his designated representative on all testing and phase inspections. (Sec. 3-111)

            M.        Testing

1.         The developer shall, with the approval of the City Engineer, retain the services of a testing laboratory or registered professional engineer, practicing in the materials and testing field, hereafter referred to as the lab engineer, to perform all sampling and testing. The developer will be responsible for the costs of all sampling and testing performed on the project, including any additional sampling and testing as a result of failing tests and/or poor workmanship.

2.         The lab engineer will report all test results to the City Engineer.

3.         In the case of failing tests or poor workmanship, the City Engineer may direct the lab engineer to perform additional sampling and testing. The developer will be responsible for the costs of any additional sampling and testing resulting from failing tests and/or poor workmanship.

4.         The following is the minimum sampling and testing frequency:

108

a.         Cross drain or utility conduit crossing backfill Minimum of 1 density test per crossing or box culvert location.

b.         Storm drain backfill Minimum of 1 density test per 500 lineal feet of pipe when the storm drain is located in the street or under the curb and gutter.

c.         Embankment Minimum of 1 density test per layer per 500 lineal feet of roadway.

d.         Subgrade Minimum of 1 density test, 1 LL and 1 PI pre 500 lineal feet of roadway with a minimum of 3 density tests and 3 depth measurements per project. Also, there will be a minimum of 1 gradation test and 1 PI test per project.

e.         Lime treated subgrade Minimum of 1 density test, 1 depth measurement, 1 LL and 1 PI per 500 lineal feet of roadway with a minimum of 3 density and 3 depth measurements per project.

f.          Base course Minimum of 1 density test and 1 depth measurement (depth sounding) per 500 lineal feet of roadway, with a minimum of 3 density tests and 3 depth measurements per project. Also, there will be a minimum of 1 gradation test and 1 PI test per project.

g.         Asphalt stabilized base (black base), ACHM binder, and ACHM surface courses For each material, a minimum of 1 density test and 1 depth measurement per 500 lineal feet of roadway, with a minimum of 3 density tests and 3 depth measurements per project. Also there will be a minimum of 1 extraction to determine the asphalt content and aggregate gradation for each material for the project.

h.         Structural concrete for drainage structures A minimum of 1 set of 3 concrete cylinders per 50 cubic yards of concrete or portion thereof. One cylinder will be broken at 7 days and the other 2 will be broken at 28 days.

i.          Structural concrete for curb and gutter A minimum of 1 set of 3 concrete cylinders per 1,000 lineal feet of curb and gutter. One cylinder will be broken at 7 days and the other 2 will be broken at 28 days.

109

J.          Concrete pavement A minimum of 1 set of three concrete cylinders per 500 lineal feet of pavement, with a minimum of 1 set per project. The set shall be broken in 7 and 28 days as described above. Also, 1 core and depth measurement per 500 feet of completed pavement with a minimum of 1 per project. (Sec. 3-112)

            9.04.04 Acceptance of materials and workmanship The following provides for corrective actions to be taken and/or provisions for accepting a street or road into the city system when test results indicate non-specification materials or workmanship have been incorporated into the project. Any penalties which are assessed shall be paid to the city of Johnson by the owner/developer before a street or road will be accepted by the city. The penalties paid shall be used at the discretion of the Mayor to maintain and/or construct roads and streets in Johnson.

A.        Density of re-embankment, subgrade, pipe backfill, and crushed stone base course Re-compact until the minimum density is obtained.

B.        Depth of lime treated subgrade The depth of the lime treated subbase shall be at least 5 ½ inches. If the depth is less than 5 ½ inches, additional lime shall be added to the section represented by the test and the section reprocessed.

C.        Depth of crushed stone base course The depth of the crushed stone base course shall be within ½ inch of the required depth. If the deficient depth is greater than ½ inch of the required depth, the existing material represented by the test(s) will be ripped up, new added and re-compacted to the proper density. The average of all depth measurements shall not be less than the required depth shown in Table 2, and any depth in excess of ½ inch will not be used in computing the average depth. If not, the deficient depth will be added to the required depth of the surface course or concrete pavement.

D.        Density for asphalt treated base or cement treated base When any individual density is below 92%, the section represented by this test will be removed and replaced. The average of all densities shall be 95% or greater. If the average density of the project is below 95% the following penalties shall be assessed:

                        94.5% to 94.9%          3% of the cost of the in-place material

                        94.0% to 94.4%          5% of the cost of the in-place material

                        93.0% to 93.9%          10% of the cost of the in-place material

                        92.0% to 92.9%          25% of the cost of the in-place material

                        Below 92%                 Remove and replace

E.         Depth of asphalt treated base or cement treated base The depth of the asphalt treated base or the cement treated base shall be within ½ inch of the required depth. The average of all depth measurements shall not be less than the depth

110

shown in Table 2, and any depth in excess of ½ inch will not be used in computing the average depth. If not, the deficient depth will be added to the required depth of the surface course or concrete pavement.

F.         Density of ACHM binder and surface No individual density shall be lower than 90% of maximum theoretical 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% of maximum theoretical density. If this average is less than 92%, the following penalties shall be assessed:

91.5% to 91.9%          3% of the cost of the in-place material

                        91.0% to 91.4%          5% of the cost of the in-place material

                        90.5% to 90.9%          15% of the cost of the in-place material

                        90.0% to 90.4%          30% of the cost of the in-place material

                        Below 90%                 Remove and replace

G.        Depth of ACHM binder The depth of the binder shall be within 3/8 inch of the required depth. The average of all depth measurements shall not be less than the depth shown in Table 2, and any depth in excess of +3/8 inch will not be used in computing the average depth. If not, the deficient depth will be added to the required depth of the surface course or concrete pavement.

H.        Depth of ACHM surface The depth of the asphalt hot mix surface course shall be within ¼ inch of the required depth plus any additional depth(s) required due to deficient depths in the base and binder courses. The average of all depth measurements shall not be less than the required depth, and any depth in excess of + ¼ inch will not be used in computing the average depth. If the average depth is less, it will be corrected by overlaying with additional ACHM surface, or as directed by the City Engineer.

I.          Surface tolerance of ACHM surface If the surface deviation is greater than +or – ¼ inch when checked with a 10 foot straight edge, the surface smoothness will be corrected as directed by the City Engineer.

111

J.          Class A structural concrete strength The average twenty-eight-day compressive strength of the two (2) cylinders of a set shall be at least 3,000 psi. If the average strength is lower, the following penalties shall be assessed:

2750 to 2999 psi         5% of the cost of the in-place material

                        2500 to 2749 psi         10% of the cost of the in-place material

                        2250 to 2499 psi         20% of the cost of the in-place material

                        2000 to 2249 psi         40% of the cost of the in-place material

                        Below 2000 psi           Remove and replace

K.        Class S (AE) air entrained structural concrete strength The average twenty-eight-day compressive strength of the 2 cylinders of a set shall be at least 4,000 psi. If the average strength is lower, the following penalties shall be assessed:

3750 to 3999 psi         5% of the cost of the in-place material

                        3500 to 3749 psi         10% of the cost of the in-place material

                        3250 to 3499 psi         20% of the cost of the in-place material

                        3000 to 3249 psi         40% of the cost of the in-place material

                        Below 3000 psi           Remove and replace

L.         Concrete pavement strength The average twenty-eight-day compressive strength of the 2 cylinders of a set shall be at least 4,000 psi. If the average strength is lower, the following penalties shall be assessed:

3750 to 3999 psi         3% of the cost of the in-place material

                        3500 to 3749 psi         7% of the cost of the in-place material

                        3250 to 3499 psi         15% of the cost of the in-place material

                        3000 to 3249 psi         25% of the cost of the in-place material

                        2500 to 2999 psi         40% of the cost of the in-place material

                        Below 2500 psi           Remove and replace

M.        Concrete pavement depth The concrete pavement depths shall be within ¼ inch of the required depth plus any additional depth required as a result of deficient subbase depth. The average of all depth measurements shall not be less than the required depth, and any depth in excess of + ¼ inch will not be used in computing the average depth If the average depth is less, the following penalties shall be assessed:

                        Required depth to 1/8 inch     1% of the cost of the in-place material.

                        Minus 1/8 to minus ¼ inch      3 % of the cost of the in-place material.

                        Minus ¼ to minus 3/8 inch     7 % of the cost of the in-place material.

                        Minus 3/8 to minus ½ inch     15 % of the cost of the in-place material.

                        Minus ½ to minus 5/8 inch     25 % of the cost of the in-place material.

                        Minus 5/8 to minus ¾ inch     40 % of the cost of the in-place material.

                        More than minus ¾ inch         Remove and replace.

112

N.        Surface tolerance of concrete pavement the concrete surface shall not show any deviation greater than ¼ inch when checked with a 10 foot straight edge. Any deviation greater than this shall be corrected by grinding, removing and replacing, or as directed by the City Engineer.

TABLE 1

Geometric Design Requirements for Streets and Roads

Requirements                        Class I & II                            Class III                      Class IV

Min ROW width                                 50’                               60’                               80’

Min. foreslope/backshope                   3:1                               3:1                               3:1

Street width (boc to boc)                    30’                               36’                               48’

Pavement thickness                             See Table 2                  See Table 2                  See Table 2

Sidewalk width (min)                         4’                                 4’                                 4’

Sidewalk greenspace                           2’ – 5’                          2’ – 5’                          2’ – 5’

Street spacing                                      300’ – 1400’ all classes

Sight distance                                     200’                             200’                             350’

Min. curb cut to intersection               40’                               40’                               50’

Min. curb radius                                  30’                               40’                               50’

Min. street jog                                     100’                             100’                             100’

Street grades                                       0.5% - 12%                 0.5% - 12%                 0.5% - 10%

Min. intersection angle                        75º                               75º                               75º

Min. intersection sight distance          90’                               90’                               90’

113

Table 2

Minimum Pavement Section by Street and Soil Classification

                                                            Composite   Composite

Class Group        Soil        SN          Flexible         Flexible       Full Depth           Concrete         

of st.   Index Description   Required (SN)             (SN)           Asphalt (SN)       Pavement       

I/II

A1

A2

A3

Gravel/sand

No clay

1.70

2”surface

6” base

(1.72)

2”surface

4”CT base

(1.88)

2”surface

4”bituminous base

(1.88)

5”concrete

2”drainage blanket

I/II

A4

A6

Silt, silty,

sand,sandy,

silty clay

1.85

2”surface

7” base

(1.86)

2” surface

4”CT base

(1.88)

2” surface

4” bituminous base

(1.88)

5 ½ “ concrete

2”drainage blanket

I/II

A5

A7

A7-6

Clay

LL over 40

PI over 10

2.35

3”surface

8”base

(2.44)

2”surface

6”CT base

(2.38)

2”surface

6”bituminous base

(2.38)

6”concrete

2”drainage blanket

III

A1

A2

A3

Gravel/sand

No clay

1.85

2½”surface

6” base

(1.94)

2”surface

4”CT base

(1.88)

2”surface

4”bituminous base

(1.88)

5 ½ “concrete

2”drainage blanket

III

A4

A6

Silt, silty

Sand,sandy,

Silty clay

2.30

2”surface

2”binder

4” base

(2.32)

2”surface

6”CT base

(2.38)

2”surface

6” bituminous base

(2.38)

6”concrete

2” drainage blanket

III

A5

A7

A7-6

Clay

LL over 40

PI over 10

3.15

2” surface

3”binder

7” base

(3.18)

2” surface

2” binder

6” CT base

(3.26)

2”surface

2” binder

6”bituminous base

(3.26)

6 ½ “ concrete

2” drainage blanket

IV

A1

A2

A3

Gravel/sand

No clay

2.30

2”surface

2” binder

4” base

(2.32)

2”surface

6” CT base

(2.38)

2” surface

6” bituminous base

(2.38)

6 ½ “ concrete

2” drainage blanket

IV

A4

A6

Silt, silty

Sand,sandy

Silty clay

2.75

2”surface

3” binder

4” base

(2.76)

2” surface

2” binder

4” CT base

(2.76)

2”surface

2” binder

4” bituminous base

(2.38)

7 “ concrete

2” drainage blanket

IV

A5

A7

A7-6

Clay

LL over 40

PI over 10

3.45

2” surface

4” binder

6” base

(3.48)

2” surface

3” binder

5” CT base

(3.45)

2” surface

3” binder

5” bituminous base

(3.45)

7 ½ “ concrete

2” drainage blanket

V  

By formal design

only

         

CT base = Cement Treated Base

Note 1* Unless otherwise approved by the City Engineer, all PCC Pavements shall have a minimum of 2 inches of special subbase unless the City Engineer specifies a thicker depth, but in no case shall the depth of the special subbase exceed 4 inches. The special subbase specifications are contained in section 2-105.

The above table contains a few of the more commonly used pavement material combinations. The Engineer, with the approval of the City Engineer, may use other material combinations if the flexible pavement layered theory is followed; the required Structural Number (SN) is provided; and the Minimum Layer Thickness and the Material Coefficients shown below are used, with the exception that the ACHM surface thickness as indicated in the table is the minimum thickness allowed for each minimum pavement section shown. The LL and PI test results of the subgrade shall be used for verifying the final pavement structure.

If the developer requests reduction to the street widths or pavement section and/or right-of-way width, the Mayor may obtain the services of a knowledgeable registered Professional Engineer to review the site, the developer’s proposal and submit a written report with recommendations. The developer shall agree to the engineering study fee and the developer shall be responsible for reimbursing the city for any engineering study fees.

Type of material                                              Material coefficient                 Minimum

                                                                        Per inch of material                 layer thickness

Portland cement concrete pavement                                                               5 inches

Special subbase                                               *                                              *Note 1*

ACHM surface course                                                0.44                                         2 inches

ACHM binder course                                     0.44                                         2 inches

Asphlat stabilized base (black base)               0.25                                         4 inches

Cement treated crushed stone base                0.25                                         4 inches

Treated subgrade                                            0.25                                         6 inches

Crushed stone base (CSB-2 or SB-3)                        0.14                                         4 inches

Gravel base course (GB-w or GB-3)              0.11                                         4 inches

Soil cement (400 to 600 PSI)                          0.20                                         6 inches

Level-up course                                               0.00                                         As needed

*Part of the rigid pavement design, and the flexible pavement coefficients do not apply.

(Ord. No. 2008-15, Sec. 1.)

115

            9.04.05 Storm drainage, pipe and pipe underdrain requirements

A.        Minimum requirements The plans and specifications for proposed storm drainage             systems shall be equal to the following minimum standards:

1.         Reinforced concrete pipe shall conform to AASHTO M 170 for circular pipe and to AASHTO M 206 for arch-shaped pipe. Class III shall be the minimum class of pipe used. All storm drainage pipe, under any roadway or driveway or other area subject to vehicular traffic, shall be reinforced concrete pipe unless specifically approved by the City Engineer in writing. The joint seal shall be either cement mortar, 3 parts sand and 1 part cement, or cold applied performed plastic gaskets conforming to AASHTO M 198, Type B.

2.         Corrugated steel pipe shall conform to AASHTO M 36, AASHTO M 190 for coated or aluminized pipe and to AASHTO M 218 for sheets to form pipe. As an alternate to bituminous coated pipe, pre-coated pipe meeting the requirements of AASHTO M 245 and M 246, for Type B, may be substituted.

3.         The manufacturing and furnishing of corrugated aluminum pipe shall conform to the requirements of AASHTO M 196 and to AASHTO 197 for sheets to form pipe.

4.         The manufacturing and furnishing of high density polyethylene (HDPE) pipe shall conform to the requirements of AASHTO M 252 or AASHTO M 294.

5.         Flared end sections shall be of the same material as the pipe for a given installation, except bituminous coating will not be required for metal ends when specified for the pipe. The steel sheet shall have a thickness of 0.064 inches or more.

6.         The reinforced concrete flared end section for circular and arch concrete pipe shall meet the applicable requirements for Class II or higher class of pipe.

7.         Corrugated metal pipe shall be capable of withstanding an H-20 load.

8.         Coupling band for corrugated metal pipe shall be the same metal as used in the pipe and shall be single or double piece with bolts and angles.

9.         All pipe shall have a minimum cover at sub grade elevation of one (1) foot at the shoulder or curb, unless otherwise approved by the City Engineer.

116

10.       The minimum pipe size shall be 18 inches.

                        (Sec. 5-100)

            B.        Excavation, trench preparation and installation

1.         Where the pipe is laid below ground line, the trench shall be excavated to the required depth and width to allow sufficient room for compaction of backfill. The trench shall be a minimum of 12” wider on each side of the pipe than the outside diameter of the pipe. The trench shall be excavated an additional 4 inches, this excess depth shall be filled with the pipe bedding material as described below. Where pipe it is not laid in a trench, a uniform firm bed shall be made as specified above with a minimum of 4 inches of bedding material beneath the pipe.

2.         When rock is encountered in the trench, it shall be removed to minimum depth of 6 inches below the pipe, and the excess depth shall be filled with bedding material.

3.         All unsuitable material, including soft and yielding material, shall be removed and replaced with suitable material and compacted to ensure a firm support.

4.         The pipe shall not be laid in water or in unsuitable weather or trench conditions unless approved by the City Engineer.

5.         All pipe shall be bedded in 4 inches of Class 8 aggregate (AHTD standard specifications) or material approved by the City Engineer. Pipe bedding material shall be placed in the trench prior to laying the pipe.

6.         After each joint of pipe has been graded, aligned and placed in final position, additional material shall be deposited and compacted under and around each side of the pipe and back of the bell, or the end thereof, to firmly hold and maintain the pipe in proper position and alignment and backfilling operation. The bedding material or approved material shall be used as the initial backfill and extend to 1 foot above the top of the pipe.

7.         No debris creating a clogging action shall be allowed to remain in the storm drainage system.

8.         All storm drainage pipe, under any roadway improvement, shall be backfilled with Class 7 (AHTD standard specifications) base or material approved by the City Engineer and compacted before the base and curb and gutter are constructed. The base material shall be installed in 8 inch lifts and compacted with mechanical equipment to at least 95% of the maximum density as determined by AASHTO T 180.

117

9.         When culvert pipe is to be relayed, the construction procedures shall be in accordance with the AHRD standard specification requirements for relaying culvert pipe.

10.       When structural plate pipe and arches are used, the materials and construction procedures shall be in accordance with the AHTD standard specification requirements for structural plate pipe and arches. Flared end sections may be used when approved by the City Engineer. (Sec. 5-101)

            C.        Headwalls, drop inlets and junction boxes

                        1.         All drainage structures shall be constructed of reinforced concrete.

2.         The minimum thickness of reinforced concrete walls, floors, and tops shall be 6 inches.

3.         Concrete drainage structures shall be constructed with reinforcing steel having a maximum spacing of 12 inches on centers and a minimum size of #4 bar.

4.         Concrete bottoms for structures shall be poured at least 24 hours prior to beginning construction of the vertical walls.

5.         Junction boxes shall have a minimum interior dimension of 4 feet.

6.         Walls shall be constructed to form a tight joint with the floor and around the inlet and outlet pipes. The pipes shall be flush with the inside surface of the wall.

7.         Unless other directed by the City Engineer, all drop inlets, box culverts and junction boxes shall have 2 inch to 3 inch weep holes at the subgrade elevation.

8.         Headwalls shall be constructed on the upstream and downstream sides of the storm drainage system where no other drainage structures are required, or flared end sections may be used when approved by the City Engineer.

9.         The use of round inlet or junction boxes shall be reviewed and approved by the City Engineer. (Sec. 5-102)

            C.        Rings, covers, grates and frames

1.         Iron castings shall conform to ASTM A 48 Class 30A for gray iron castings.

118

2.         The combined weight of the ring and lid for sidewalk type shall be a minimum of 125 pounds and for the street type shall be a minimum of 300 pounds. (Sec. 5-103)

            D.        Pipe underdrain

1.         Pipe underdrain shall be installed in all side hill cut sections in any area where subsurface water is encountered and other areas as determined by the City Engineer.

2.         The underdrain shall be located just behind the curb.

3.         Outlets shall be provided on at least 300 foot intervals, or as approved by the City Engineer. To the extent possible, the underdrain pipe should be connected to the drop inlets or box culverts of the storm drainage system.

4.         The underdrain material and construction procedures shall be in accordance with the AHTD standard specifications for pipe underdrain, with the following exceptions:

a.         Only corrugated polyethylene tubing and Acrylonitril – Butadiene – Sytrene pipe shall be used in the construction of pipe underdrain.

b.         Granular filter material shall meet the requirements of the AHTD standard specifications for coarse aggregate for Class A concrete or the pavement filter blanket material requirements contained in this article.

c.         The non-woven geotexile fabric having the following properties shall be used as a liner for the pipe underdrain:

            Properties                                Test procedure            Value

            A 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, percentage           ASTM D – 1682         55 min.

            Puncture strength, lbs.            ASTM D – 751           70 min.

            (Modified

            Mullen burst strength, psi       ASTM D – 751           260 min.

Coefficient of permeability,

Constant head cm./sec.                                               0.10

119

d.         Trenches shall be excavated to a minimum depth of 26 inches below the top of the curb or as directed by the City Engineer.

e.         Following excavation of the trench, the non-woven geotextile fabric line 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 1 foot across the top of the granular filter material used to backfill above the top of the pipe. (Sec. 5-104)

            9.04.06 Pavement cut and repair standards

A.        Minimum requirements A permit for all street cuts shall be obtained from the city. At the time of making the application for the permit, an inspection fee of Fifty Dollars ($50.00) shall be paid. An applicant for such permit shall also deposit cash or a sufficient surety bond at the office of the Recorder/Treasurer before a permit shall be issued. The amount of the cash and/or bond shall be determined by the Street Superintendent based upon the estimated cost of the permanent repair, but shall not be less than Two Thousand Dollars ($2,000.00). A three (3) days’ notice must be given to the Fire Chief, Police Chief and Street Superintendent prior to the closing of any street for non-emergency purposes.

1.         The removal and replacement of portions of existing asphaltic or concrete pavement, drives, slabs, sidewalks, etc., shall require breakout grooves to be sawed by the use of an approved power driven concrete saw in accordance with this specification and details shown on the plans or as directed by the Street Superintendent.

            Locations shown on the plans are indicative only of the need for grooves, and where designated locations coincide with or fall within 3 feet of the present location of either dummy joints, construction joints, or expansion joints, breakout shall be to existing points; in this case, there will be no necessity for cutting additional grooves. Sawed breakout grooves shall be cut perpendicular to the surface of the pavement and shall be sawed full-depth to form a neat breakout line in the pavement when the pavement is removed. The use of breakout grooves sawed to a minimum depth of 1 ½ inches will be allowed in the alternative to full depth only upon the approval of the Street Superintendent.

            Removal and replacement of sidewalks shall be to the nearest existing joint not damaged by the construction. Street and alley pavement removals shall have no horizontal dimension less than 3 feet and in concrete pavements shall not leave any existing portion of pavement in place less than 3 feet as measured to the nearest joint or edge of pavement except that for curb and gutter, a gutter of at least 12 inches may remain, provided that the curb and gutter is not damaged by the construction activity.

120

2.         Excavation in city street or alley pavements should begin with an air-hammer shovel, a pavement breaker, or other equipment that will not damage the pavement outside an approximate width of the ditch prior to beginning trenching operations.

            If the excavation is to pass under an existing curb in which there is no dummy/expansion joint, the utility/contractor may saw cut a smooth line one foot beyond each side of the disturbed base. If no damage to curb is evident to the City Inspector, the utility/contractor may pump concrete under curb and gutter for cuts less than one foot wide. The City Inspector, prior to concrete being placed under existing curb and gutter, will make this determination.          

3.         The following additional requirements shall govern installation:

a.         No portion of pipe, conduit, line or other conveyance of utility service shall be placed less than 12 inches below the bottom of the existing pavement base or subgrade.        

b.         All excavations shall be backfilled with acceptable materials in the required lifts and to the required densities provided in the Backfill Operations section of this manual.

c.         All subgrades and pavements excavated or damaged by the repair activity shall be restored as provided in the Pavement Repairs and in accordance with the repair detail at the end of this section.

d.         The responsible person shall provide a landscape protection plan during the term of the construction to minimize damage to existing landscape and facilities. All damaged trees, shrubs or ground covers shall be restored or replaced. Replaced ground cover and seeded areas shall be fertilized and watered and maintained as required until lawn areas are reestablished. Irrigation systems shall be repaired to pre-construction condition and extent.

e.         During construction operations, barricades, flashers, signs and other appropriate traffic control devices to safeguard traffic and pedestrians shall be furnished and maintained, in accordance with the Arkansas and Highway Department Standard Details and Specifications, as currently amended until the job has been completed, at which time they shall be removed. The responsible person shall also repair or replace all damaged or removed traffic control devices in accordance with city standard to the pre-construction condition and extent as required by the Street Superintendent.

121

f.          In the event that it is necessary to place a temporary surface on any cut opening, the temporary surface shall be composed of hot mix asphalt or cold mix paving materials. Gravel or flexbase surface material shall not be used as a temporary surface on any cut unless the pre-existing street surface was gravel or flexbase. Hot mix asphalt may be required by the inspector for certain repairs where deemed necessary to maintain good driving conditions. Temporary surfaces shall be adequately compacted to prevent deterioration of repair during the temporary period.

g.         If the cut is to remain open after normal working hours (8:00 a.m. through 5:00 p.m.), the cut is to be covered using steel plates of sufficient strength and thickness to support all traffic. The plates must be sufficiently secured in place so as not to become dislodged or in any way cause a hazard to traffic. Asphalt transitions shall be placed as required to provide an acceptably smooth riding surface.           

h.         When a cut to a street with an asphalt overlay is left open to traffic after the base repairs are complete and while waiting to be “topped out” with a permanent asphalt surface, the edges of the cut overlay shall be ramped with asphalt in the direction of traffic at an angle that provides a smooth transition through the cut and shall be maintained in place until the permanent asphalt surface is placed. This shall apply only to collector and arterial streets.

i.          Any temporary surface that fails to provide a non-deteriorating riding surface or fails to meet the requirements of these specifications shall be removed and replaced at the Street Superintendent’s discretion, at the responsible person’s expense.

The Street Superintendent must approve any exceptions to these provisions. Failure to make repairs in accordance with these standards may result in correction of the defects, by the city, with all response and repair performed at the contractor’s expense. All billing to the contractor for work performed by the city due to contractor non-compliance with these requirements shall be at actual city cost for materials, labor, equipment and overhead plus actual indirect costs, as determined by the Street Superintendent, and such cost shall be considered to reflect the actual cost for the work performed. (Ord. No. 2008-15, Sec. 6.)

            9.04.07 Jacking, boring or tunneling A permit for all jacking, boring or tunneling shall be obtained from the city. At the time of making the application for the permit, an inspection fee of Fifty Dollars ($50.00) shall be paid. Where pipe is to be installed under a roadway structure using jacking, boring, directional drilling, or tunneling methods, the construction will be in

122

compliance with the provisions of the Standard Specifications for Highway construction by the Arkansas Department of Highways and Transportation Department. The following will be a guide of procedure for boring operations:

A.        Prior to scheduled boring operations, plans for the proposed construction must be submitted to the city for approval.

B.        All water mains must be located in advance of construction by potholing when crossing over or under the water mains or where the water main is running in the same direction and is within 5 feet of the proposed facility.

C.        Construction shall be made in such a manner that will minimize interference with vehicular traffic and shall not weaken or damage the existing street.

1.         The location of the boring pits shall be of sufficient distance from the roadway to prevent undermining of the curb, gutter or shoulder section (normally 5 feet).

2.         The pit shall be dug to a depth sufficient to maintain a minimum boring depth of 24 inches below the traffic surface. Jetting types of boring equipment will not be allowed.

3.         Over cutting in excess of approximately 2 inches shall be remedied by pressure grouting the entire length of the installation.

4.         The pits or trenches excavated to facilitate this operation shall be backfilled immediately after work has been completed. The backfill shall be compacted to a density equal to the requirement for installation of city storm drainage facilities as specified on the city’s Standard Construction Details. During construction operations, barricades, flashers, signs and other appropriate traffic control devices to safeguard traffic and pedestrians shall be furnished and maintained, in accordance with the Arkansas and Highway Department Standard Detail and Specifications, as currently amended until the job has been completed, at which time they shall be removed.

            D.        The contractor shall be able to locate the bore head at all times.

                        (Ord. No 2008-15, Sec. 7.)

            9.04.08 Backfill operations The following requirements pertain to backfill operations:

A.        The Street Superintendent shall have the authority to direct any entity or contractor to use flowable fill to backfill a trench or excavation in the public right-of-way in the interest of preserving the public convenience or safety.

123

B.        All excess water and mud must be removed from the trench prior to backfilling. Any backfill placed during a rainy period or at other times where excess water cannot be prevented from entering the trench shall be considered temporary and must be removed as soon as weather permits. All backfills shall be compacted and surfaced with a minimum of 1 inch cold mix or hot mix asphalt to improve traffic surface until permanent repair can be accomplished.

C.        Following removal of any excess water and mud from the trench, the utility can be installed and bedded with granular material per utility requirements. The trench shall then be backfilled with selected materials from the excavation or with flowable backfill material as follows:

1.         For all excavation and pavement cuts exceeding width and length of 5 feet, backfill shall use select materials from the trench excavation. Excavated material used in backfilling shall be an earth free of all hard rock, stones, or boulders, having dimensions greater than 6 inches and frozen earth, debris and roots larger than 2 inches. Excavated material may not be used if it is water saturated. If trench excavation materials are not acceptable, than flowable backfill material shall be used for backfill as provided in this ordinance. In the event that rock is encountered, the rock excavation can be used for backfill provided it is processed as required in this ordinance. During freezing weather where repairs must be made to restore or maintain service, crushed stone may be used when approved by the Street Superintendent for backfill.

            That portion of backfill, which will not support any portion of any sidewalk, driveway or roadway, shall be placed in layers not exceeding 10 inches in depth (loose measurement) and compacted to a density comparable with the adjacent, undisturbed material.

            That portion of the backfill which lies more than 12 inches below any portion of any sidewalk, driveway, alley, or roadway or other pavement shall be compacted by mechanical compaction to a density of 95% of standard proctor density to minus 2% to plus 4% of optimum moisture of samples of the backfill material as determined by the “maximum density optimum moisture test” as provided in ASTM designation D698. If hand pneumatic tampers are used, the backfill shall be placed in layers not exceeding 3 inches and thoroughly tamped in place. If heavier tampers (that is, operated by combustion engines, electric motors, or hydraulic cylinder) or mechanically driven compaction equipment are used, the thickness of the layers may be increased to a maximum of 8 inches provided the required density is obtained. The backfill shall be placed in uniform layers completely across the trench and compaction shall progress in an orderly and uniform manner. Utmost care must be taken in tamping

124

in this manner to prevent damage to the conduit. All layer thicknesses shall be as measured by loose measurement.

            Instead of backfilling with excavated material as provided above, the contractor may backfill the trench with flowable backfill material as provided in this ordinance.

2.         All pavement excavations equal to or less than 5 feet in length or width shall be backfilled with flowable backfill material, unless the Street Superintendent authorizes an alternate backfill method and material.

3.         Flowable backfill material shall meet the following requirements.

            Flowable backfill material, also called unshrinkable fill and slurry concrete, shall be a controlled density material consisting of cement and/or fly ash, sand and water meeting the requirements of high strength fast fix flowable fill or low strength fast fix flowable fill.

a.         High strength fast fix flowable fill (H.S. Four F) shall consist of an appropriate amount of cement (with other additives as necessary) mixed wet with mortar sand to flow and fill all voids in the excavation. This fill shall develop a minimum compressive strength of 2,160 pounds per square foot (15 psi) one hour after placement, and a 28 day compressive strength within the range of 300 psi to 500 psi. The material must be such that it can be capped in 1 ½ to 2 hours.

b.         Low strength fast fix flowable fill (L.S. Four F) shall consist of an appropriate amount of cement (with other additives as necessary) mixed with mortar sand to flow and fill all voids in the excavation. This fill shall develop a compressive strength of 1120 pounds per square foot (7.8 psi) one hour after placement, and a 28 day compressive strength within the range of 25 to 100 psi. The material must be such that it can be capped in 1 ½ to 2 hours. Any materials used shall be primarily granular, with a plasticity index less than 12 and with 100% passing a ¾” sieve.

4.         Flowable Fill Base shall be a flowable fill meeting the requirements of high strength fast fix flowable fill.

5.         The use of flooding as a means of obtaining compaction of backfill shall not be allowed on existing public streets, alleys or sidewalks.

D.        In addition to the provisions above, the portion of the backfill which lies within 12 inches below any portion of any driveway or “improved” roadway shall be

125

compacted to secure a density of not less than 98% of standard proctor density to

minus 2% to plus 4% of optimum moisture of samples of the material as determined by the “maximum density optimum moisture test” ASTM designation D 698. The backfill material shall be moistened when required to obtain satisfactory moisture content and compaction. If the flowable fill method of backfill is used, the flowable fill material shall be placed to the base of the pavement.

E.         The permittee will be required to provide a certified construction materials testing lab acceptable to the city of Johnson to perform the appropriate tests, to ensure quality control for the backfill and pavement construction phases, at their expense. The results from compaction tests shall be supplied to the city within 3 days of the backfill work completion and before pavement construction begins. The results from pavement tests shall be supplied to the city within 1 week of completion of the project.

F.         If the backfill or pavement repairs do not meet these requirements, they shall be considered unacceptable and shall be removed and replaced. In cases where backfill or pavement repairs is unacceptable and the permittee refused to make them acceptable, the work may be accomplished by the city and all the direct and indirect costs back charged to the permittee responsible for the work.

G.        The city may perform, or have performed, any material tests needed as indicated by the situations described below:

1.         Visual inspection by the inspector shows poor quality of workmanship or materials.

2.         Any other unusual circumstances that cause the inspector to doubt the quality of work.

All laboratory tests or retests shall be the responsibility of the permittee doing the work, at his sole expense.

H.        Compaction testing will not be required where flowable fill is used and accepted for the trench backfill. (Ord. No. 2008-15, Sec. 8.)

9.04.09 Pavement repairs

A.        Pavement repairs are to be made as rapidly as is consistent with high quality workmanship and materials. Use of fast setting concrete and similar techniques is encouraged insofar as possible without sacrifice of the quality of the repair. Unless otherwise allowed by the Street Superintendent, excavations on collector and arterial streets must be filled and compacted or properly plated within 24 hours.

126

B.        Core holes and utility potholing shall be repaired as follows:

1.         For core holes exceeding 1 foot depth, the hole shall be filled with a nonshrink grout having a compressive strength of 4,500 psi after 28 days. The grout material used shall be compatible with the existing surface in color and texture and shall seal the hole to prevent the intrusion of moisture into the subgrade.

2.         For core holes not exceeding 1 foot depth, which pass into the subgrade, the subgrade shall be tamped to provide pavement support first and the hole shall be filled with the required non-shrink grouts as in (1) above.

3.         Excavations for potholing to expose underground utilities shall be backfilled with HS Four F flowable fill.

4.         On asphalt streets, hot mix fine graded surface course asphaltic concrete tamped in place shall be used in place of the non-shrink grout.

5.         The surface of the completed repair shall have no indentions, pockets or recesses that may trap and hold water, nor have bumps or high places but the completed surface shall match the grade of the existing pavement surface.

6.         Repair of cored holes 12 inches in diameter or less for subsurface geotechnical investigation, materials testing, or utility relocations are not subject to the repair extent standards, but shall be repaired as noted above.

7.         All excavations considered destructive or disturbing to the surrounding pavement such as the use of a backhoe to break the pavement will be subject to the repair extent standards no matter the reason for the excavation.

C.        After placement of temporary repairs is completed, the utility/contractor shall clean and remove all debris and barricades from the area, and maintain the pavement cut until permanent repairs are made. Final pavement repairs shall be made by the utility/contractor within a 14 calendar day period after temporary repairs are made.

            All permanent patches and repairs shall be appropriate to the surface. For example, reinforced concrete pavement repairs shall be required for streets with concrete surfaces, reinforced concrete base with asphalt hot mix overlay pavement repairs shall be required for “overlaid” concrete streets, etc. In no case shall there be an asphalt repair in a concrete street or a concrete repair in an asphalt street.

127

D.        All materials used to replace pavement base and pavement shall be in accordance with the requirements of this ordinance or per the Standard Specifications for Highway construction by the Arkansas State Highway and Transportation Department, latest edition.

E.         All inspections made during off-duty hours will be billed to the responsible party at a rate of Fifty Dollars ($50.00) per hour.

F.         The bond will be returned after a 180 day period following the completion and inspection of the permanent repair. (Ord. No. 2008-15, Sec. 9.)

 

CHAPTER 9.08

SIDEWALKS

Sections:

9.08.01            Construction

9.08.02            Specifications

9.08.03            Exceptions

9.08.04            Other requirements

            9.08.01 Construction Sidewalks shall be constructed according to city standards and specifications in all new developments, as adopted by the City Council, along both sides of all streets. Ord. No. 96-23, Sec. 1.)

            9.08.02 Specifications All sidewalks shall be constructed to the following specifications:

A.        Sidewalks shall be located a minimum of a two (2) foot setback from curb, not exceeding a five (5) foot setback from curb.

B.        In all new subdivision and developments, sidewalks shall be laid out by the developer on the plat and presented to the Planning Commission for approval at the same time as the streets.

C.        Sidewalks will be the responsibility of the builder and be in place before final inspection by the city of Johnson.

D.        Handicapped curb ramps shall be provided wherever a sidewalk crosses a curb at crosswalks, driveways, and street intersections.

128

E.         Sidewalks shall be constructed on a compacted grade which shall be free from dust pockets, ruts and other defects.

F.         Sidewalks shall be constructed of Portland cement concrete, 5% air entrainment with variance + or – 1 ½ %, with a minimum twenty-eight day compressive strength of 3,000 pounds per square inch.

G.        Sidewalks shall be constructed with a minimum transverse slope of ¼ inch per foot.

H.        Sidewalks shall be 48 inches wide.

I.          The concrete shall be 4 inches thick.

J.          Expansion joints shall be a maximum of 25 feet apart.

K.        Traverse joints between expansion joints shall be scored at 5 foot intervals.

L.         Sidewalks shall be finished to an even surface with a broom finish.

M.        Sidewalk subgrade shall be inspected by the city Building Inspector prior to pouring the sidewalk.

N.        The property owner shall be responsible for the repair, maintenance of the sidewalk and the greenspace between the curb and sidewalk after installation.

            (Ord. No. 96-23, Sec. 2.)

9.08.03 Exceptions The city Planning Commission shall have the authority and discretion to grant exceptions. (Ord. No. 96-23, Sec. 3.)

9.08.04 Other requirements In addition to the above requirements, sidewalks shall be constructed in accordance with the American National Standards Institutes’ Accessibility requirements (ANSIA 117.1). (Ord. No. 96-23, Sec. 4.)

129

 

CHAPTER 9.12

STREET GUTTERS

Sections:

 

            9.12.01            Cleaning

            9.12.02            Fine

            9.12.01 Cleaning The owner or owners, occupant or occupants of any block or lot or part of block or lot in the city of Johnson, Arkansas, abutting on any gutter of any street of said city shall be and are hereby required to keep the said gutter or gutters upon which the premises owned or occupied by them may abut, clean and clear of all obstructions to the free flow of water therein, and any and all persons are hereby prohibited from depositing or permitting any deposit in any street, gutter or gutters of said city, and matter or thing that will obstruct or cause to be obstructed the free flow of water therein, provided that nothing herein contained shall be so construed as to apply to obstructions caused by the natural flow of water. (Ord. No. 2, Sec. 1.)

            9.12.02 Fine Any person violating the provisions of this ordinance shall upon conviction thereof in the District Court be adjudged guilty of misdemeanor and fined in any sum not less than Five Dollars ($5.00) nor more than Twenty-Five Dollars ($25.00). (Ord. No. 2, Sec. 2.)

 

CHAPTER 9.16

NAMING STREETS

Sections:

 

            9.16.01            Purpose

            9.16.02            Street address map

            9.16.03            Centerlines

            9.16.04            Street names

            9.16.05            Address numbers

            9.16.06            Signs, numbers and system maintenance

            9.16.07            Number assignment, review and approval

            9.16.08            Amendments

            9.16.09            Coordination with 911 Center

            9.16.10            Fine

            9.16.11            Specific streets named

130

            9.16.01 Purpose This ordinance establishes a system for assigning street names and address numbers which will assist the public and private sector in locating individual streets, buildings and places in an easy and logical manner and for the protection of public health and safety of all persons living, working or visiting in the city of Johnson. (Ord. No. 92, Sec. 1.)

            9.16.02 Street address map The official street address map is a part of this ordinance and shall contain the ordinance numbered and certifications which appear upon this document. The map shall identify all named streets, numbering centerlines and block numbering grids which specify address number ranges. A typical section of land shall be divided into ten blocks, or grids, north/south and east/west. Each grid interval shall be 400 feet except in non-standard areas identified on the map.

            The official street address map shall be automatically updated upon final plat approval of any plat or large scale development. The map shall include a revision block which lists the date and ordinance number of the latest change. (Ord. No. 92, Sec. 2.)

            9.16.03 Centerlines Main Drive and its extension to city of Johnson’ east and west city limits shall be the centerline street for north and south address numbers. There is not an east/west centerline. The addressing starts at Johnson’s east city limits and continues progressively west. (Ord. No. 92, Sec. 3.)

            9.16.04 Street names

A.        For the purpose of this ordinance, the word “street” shall mean all roadways, public and private, open for general public travel. Access drives to apartment and commercial complexes shall not be considered as streets and shall not be named as such.

B.        Streets running east and west shall be identified with the suffix “avenue” or “boulevard.” Streets running north and south shall be identified with the suffix “road” or “street.”

C.        Cul-de-sac streets which have only one entrance/exit shall not be called “avenue” or “road” but shall have a suffix name such as “cove, lane, place, or terrace” to indicate their dead end nature.

D.        Loop streets are circular or rectangular plan streets which begin at one point and end at another point along a common street and do not connect to any other streets. The street name suffixes on these street must not be “road” or “avenue” but shall be “loop, circle, court” or other name indicating a closed street layout. (Ord. No. 92, Sec. 4.)

131

9.16.05 Address numbers

A.        Address numbers shall be even on the north and west sides of the street and odd on the east and south sides of the street. 100 numbers shall be assigned to each identified grid block with the lowest number beginning at the point nearest the grid centerline. Addressing is west only, starting at 1600 at the east city boundary. Addressing north starts at 4000. Addressing south starts at 5800, except for South Ball, Bryan, Hewitt, and South Cardwell. These four streets may start at 5700, if deemed feasible.

B.        In new residential subdivision each standard sized lot shall be given a pre-assigned street number by the Recorder/Treasurer upon final plat approval. Address numbers will be assigned to large lots relative to their capacity to be divided into two or more minimum sized lots for the minimum width allowed by the zoning district. Address numbers shall be assigned to lots in the appropriate odd or even numerical sequence relative to their location, such as 201, 203, 205, etc.

C.        Address numbers for unplatted residential and all other non-residential buildings shall be determined by calculation. The distance from the center of the driveway to the last corner or grid shall be measured to get a location number. The location number is then divided by 4.00 to get the address. If the block number is 1200 and the location number divided by 4.00 is 43, the address is 1243 or 1244 depending upon which side of the street the building is located.

D.        When street intersections are within 120 feet of a grid line, the number series change shall be made at the intersection to be more logical to the public. When a long block faces two blocks divided by a street, the number series on the long block shall change at the intersecting street so that houses facing each other will have compatible addresses.

E.         Diagonal streets which run 45º or less from a north/south line will be numbered by the north/south grid and those more than 45º from the north/south line will be numbered by the east/west grid. Curving streets will be assigned numbers based upon the grid of their greatest length. For instance, if the beginning is more south than east of the end, then the north/south grid will be used.

F.         On loop streets and cul-de-sac streets address numbering shall begin at the entrance nearest the grid centerline. Address numbers shall increase or decrease relative to their initial movement from the grid centerline and continue to the opposite end as if the street were in a straight line. Block number changes will be made every 528 feet with odd and even numbers remaining on the same side of the street as they began.

132

G.        Apartment buildings

1.         Apartment buildings on public streets shall be assigned individual addresses. Apartments clustered about a central parking area immediately facing a public street shall also be assigned separate street addresses.

2.         When apartments are arranged along a private street, a sign showing the apartment complex name, with public street address below it, must be posted at the entrance. In these instances each building is lettered A, B, C, etc., but a central postal facility for all apartments must be located so it is readily accessible to a mail carrier for the public street serving the complex.

3.         Each apartment must be identified on the exterior entrance by number or building letter and number for multiple buildings. The numbers shall be in sequence 1, 2, 3, etc. Apartments in lettered buildings shall have the building letter as part of each apartment number, such as B-210. When units are on multiple floors, ground floor numbers shall be in the 100 series (101, 102, 103, etc.), second floor in the 200 series (201, 202, 203, etc.). If a common hallway is used for several apartments, the external hallway entrance to each apartment shall contain a list of the apartments served. When addressing townhouses and other buildings containing units separately owned, each address shall be placed upon the principal external entryway to the unit.

4.         The official address for each apartment on a public street shall be the building address followed by the apartment number, such as “329 Fernway Avenue, Apt. 8.” Addresses for units in apartment buildings not on a public street shall include the public street address and the building number with the apartment designation. The official address for each apartment will be the public street address followed by the building letter, a dash, and the apartment number – such as “329 Fernway Avenue, Apt. C-104.” (Ord. No. 92, Sec. 5.)

            9.16.06 Signs, numbers and system maintenance

 

A.        Public and private street signs shall be installed at the expense of the original developer and thereafter maintained by the Johnson Street Department.

B.        Private street signs shall be required. They shall conform to the public street sign standards except shall have a blue background with white letters.

133

C.        Only street name signs which are authorized by the Street Department shall be installed within the corporate limits of the city of Johnson. All street name signs, public or private, found not to conform with this ordinance shall be removed by the Street Department. Non-conforming, damaged or deteriorated public street signs shall be replaced as soon as possible by the Street Department.

D.        Requests for private street signs on existing streets shall be submitted to the Recorder/Treasurer. The Recorder/Treasurer shall forward authorization to the Street Department immediately upon completion after which the Street Department shall have the sign prepared and installed as soon as possible.

E.         Address numbers shall be assigned by the city and shall be installed by the builder before final inspection and shall be the owner’s responsibility thereafter.

F.         Replacement of address numbers is required within fifteen (15) days after written notice to the owner by the Building Inspector. New and replacement numbers must be placed so that they will be clearly visible from the street of primary access to the building.

G.        Address numbers shall be a minimum of three (3) inches high with black block letters on a white background and shall be visible from this street. Other colors which have sufficient contrast to be read from the street under normal nighttime conditions may be approved by the Building Inspector. The numbers shall be placed as near as possible to the primary entrance of the building and preferably above the entrance doorway. The location, style, size and color of the required numbers shall be approved by the Building inspector. Appeals concerning numbers shall be made to the City Council. (Ord. No. 92, Sec. 6.)

9.16.07 Number assignment, review and approval Official records of address numbers shall be maintained by the Recorder/Treasurer. If the Building Inspector’s office is the first point of contact regarding new buildings that office shall coordinate with the Recorder/Treasurer to obtain an official address assignment. The City Council shall have the final authority to change any assignment upon an appeal by any affected party.

All proposed street names and name changes shall be reviewed for continuity with this ordinance by the Recorder/Treasurer who shall recommend alternative names when a proposed name duplicates or is so similar to an existing name that confusion could hamper prompt delivery of emergency services. The Planning Commission shall hold a public hearing on street name changes and shall make a recommendation to the City Council. Appeals of street name assignment can be made to the Planning Commission. The City Council shall have the final authority to change any assignment upon an appeal by any affected party. (Ord. No. 92, Sec. 7.)

134

            9.16.08 Amendments On any proposed amendments to these regulations or to the street address map, the Planning Commission shall hold a public hearing, a notice of which shall be published in a local newspaper of general distribution at least fifteen (15) days prior to the date of the hearing. Following the public hearing, the City Council may adopt the amendment or amendments as recommended by the Planning Commission or as determined by a majority vote of the City Council. (Ord. No. 92, Sec. 8.)

            9.16.09 Coordination with 911 Center Following the naming of a new street, the renaming of an existing street, a change of an existing street number or the assignment of a new street number, the Recorder/Treasurer shall notify the 911 Emergency Service Data Center on a form provided by the center. The 911 Data Center shall not accept any street name or number change or number assignment which is not on the form provided and signed by the Recorder/Treasurer. (Ord. No. 92, Sec. 9.)

            9.16.10 Fine Any person failing to comply with the provisions of this ordinance shall, upon conviction thereof, be fined not less than Ten Dollars ($10.00) nor more than Twenty-Five Dollars ($25.00), plus prosecution costs for each offense. (Ord. No. 92, Sec. 10.)

            9.16.11 Specific streets named

Ord. No. 2008-9

A.        The street in Johnson, Arkansas, recently opened between Greathouse Springs Road and 48th Street shall hereafter be known as 48th Street for all intents and purposes from its connection to 48th Street in Springdale, at the north city limits and running thence in a southerly direction being east of Chambers Bank and west of James at the Mill to its intersection with Greathouse Springs Road.

B.        The portion of 48th Street which lies east of the Inn at the Mill from its intersection with Greathouse Springs Road and running thence northerly to its intersection with the above named 48th Street, is hereby renamed Old Mill road and shall hereafter be known as Old Mill Road for all legal intents and purposes.

135