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Ordinance 2008-15

AN ORDINANCE REPEALING CHAPTER 9.16 IN THE JOHNSON MUNICIPAL
CODE AND ESTABLISHING MINIMUM REQUIREMENTS FOR THE DESIGN
AND CONSTRUCTION OF STREETS, ROADS AND STORM DRAINAGE
WITHIN THE CITY LIMITS OF THE CITY OF JOHNSON, ARKANSAS AND
AMENDING THE CITY CODE, AND FOR OTHER PURPOSES.
WHEREAS, the City Council of the City of Johnson hereby finds it in the public
interest, and in the furtherance of the public health, safety, and welfare, that minimum
specifications and requirements relating to the design and construction of streets, roads
and storm drainage within the corporate limits of the City of Johnson, Arkansas, be
adopted.
NOW, THEREFORE, BE IT ORDAINED by the City Council of the City of
Johnson, Arkansas:
SECTION 1: 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.
SECTION 2: 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.
Section 2-100: Alignment.
(a) 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.
(b) 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)
20
25
30
35
Crest7
12
19
29
Sag
17
26
37
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 net difference in the grade in
and grade out of 0.5.
Section 2-101: Intersections.
(a) 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.
(b) 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 seventy-five
(75) degrees.
(c) Streets shall be designed to promote through traffic and shall be align with
other streets connecting streets where possible. If this is not possible, then there
shall be a minimum of one-hundred (100) feet between them.
Section 2-102: Slope and cross-sectional slope.
(a) 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%.
(b) 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.
Section 2-103: Dead-end Streets.
(a) 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'. 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.
Section 2-104: Sight Distance and design speeds.
(a) The minimum sight distance for local and residential streets shall be 200 feet
and 250-350 feet for collector streets depending on topography.
(b) 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.
Section 2-105: Street Classifications for Pavement Design.
(a) Street Classifications for Pavement Design. The street 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 appendices
referenced are located near the end of this document. Note: In this Section, the
following street classifications by traffic and eighteen (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:
(1) 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 fifty
(50) vehicles per day and not more than five (5) average eighteen-kip
EALs per day, or not more than thirty-six thousand five hundred (36,500)
total eighteen (18) kip EALs during the twenty-year design period.
(2) 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 fifty (50) to two hundred fifty (250) vehicles per day
and not more than ten (10) average eighteen (18) kip EALs per day, or not
more than seventy-three thousand (73,000) total kip EALs during the
twenty-year design period.
(3) Class HI—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 two hundred fifty
(250) to five hundred (500) vehicles per day and not more than forty (40)
average eighteen (18) kip EALs per day, or not more than two hundred
ninety-two thousand (292,000) total eighteen (18) kip EALs during the
twenty-year design period.
(4) 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 five hundred (500)
to eight hundred fifty (850) vehicles per day and not more than eighty (80)
average kip EALs per day, or not more than five hundred eighty-four
thousand (584,000) total kip EALs during the twenty-year design period.
(5) Class V: AH higher class streets and highways, or any time the eighty
(80) average eighteen (18) kip EALs or the five hundred eighty-four
thousand (584,000) average eighteen (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.
***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 (5)
round trips per resident or dwelling unit.
***EALs for Class I and II streets based on one hundred (100) percent of
the one-way ADT times a load factor of 0.09 for single-unit trucks, plus
five (5) percent 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 one hundred (100)
percent of the one-way ADT times a load factor of 0.09 for single-unit
trucks, plus ten (10) percent of the one-way ADT times a load factor of
1.00 for multiple-unit trucks.
(b) Soil classifications: The subgrade soils shall be classified according to the
Group Index Classification into the following three (3) major soil types:
(1) Sands and Gravels: A-I, A-2, and A-3 Group Index. These are
nonplastic materials with gravel and sand-size material.
(2) 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.
(3) 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.
(c) Pavement Sections: The pavement sections for Class I, II, III and IV streets
shall meet or exceed the following requirements:
(1) All streets shall be classified according to traffic and subgrade soil
type. The results of the sieve analysis and LL and PI 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. 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.
(2) 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.
(3) Normal design procedures, such as the PCA, TAI, AASHTO, shall be
used for all Class V and higher streets, or when the projected daily
eighteen (18) kip EALs load exceeds eighty (80), or when the total
eighteen (18) kip EALs for the twenty-year design period exceeds five
hundred eight-four thousand (584,000).
Section 2-106: Requirements for improving substandard roads.
Existing City Streets: 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:
(a) 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.
(b) 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.
(c) 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.
SECTIONS: 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.
Section 3-100: Clearing and grubbing.
(a) All trees, stumps, roots and other obstructions not designated to remain shall
be cleared and/or grubbed in such a manner so as 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.
(b) If material is to be burned, it shall comply with all applicable laws and
ordinances, and shall be under the constant care of competent personnel.
Section 3-101: Roadway excavation and embankment.
(a) 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.
(b) 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.
(c) All roadway cuts and grades shall conform to those shown on the approved
plans or approved plan changes.
(d) Sod and vegetable matter shall be removed from the surface of all locations
where fill material will be placed.
(e) Roadway embankment shall be constructed in layers not to exceed eight (8)
inches (loose measurement). Each layer shall be compacted at or near optimum
moisture for that particular soil to at least ninety-five (95) percent of the
maximum density, as determined by AASHTO T 99 (Standard Proctor).
(f) In areas where solid rock is encountered, it shall be excavated to a depth of
eight (8) inches below subgrade elevation and replaced with approved material.
(g) Rock obtained during excavation operations may be placed in layers not
exceeding thirty (30) inches. The rock shall be placed in a manner that the voids
between the rock fragments are filled with suitable material. The top twelve (12)
inches of the finished subgrade shall not contain rock over four (4) inches in its
greatest dimension.
(h) Embankment which is adjacent to structures and inaccessible to normal
compaction equipment shall be placed in four (4) inch (loose measurement) layers
and compacted to at least ninety-five (95) percent of maximum density as
obtained by AASHTO T 99 (standard proctor). The material shall be compacted
with mechanical equipment where is inaccessible to the normal compaction
equipment.
Section 3-102; Subgrade.
(a) 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 two (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.
(b) 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
five and one-half (5 1/2) inches, the section represented by the test shall have
additional lime added and the section reprocessed.
(c) 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.
(d) The top eight (8) inches of the subgrade shall be compacted to a density, as
determined by AASHTO T 191 or T 238, of not less than ninety-five (95) percent
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.
(e) The finished subgrade shall be string-lined within 1/2 inch of the finished
grade and typical section shown on the approved plans.
(f) A minimum of twenty-four (24) inches of "hill-side" material may be used in
the absence of engineering data showing that the existing material is adequate.
Section 3-103: Curb and gutter.
(a) The subgrade shall be shaped and compacted to the required grade and section
as shown on the plans. All unsuitable material, including soft and yielding
material, shall be removed and replaced with suitable material and compacted to
the proper density.
(b)
(1) For flexible fill pavements, the appropriate depth of base material shall
be carried at least one (1) foot beyond the back of the curb for drainage.
This requirement only applies when the total flexible pavement structure is
ten (10) inches or more - this will require a minimum of four (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 daylighted
where possible and feasible. If the flexible pavement structure is
less than ten (10) inches is not required to carry the base material under
the curb and gutter.
(2) For concrete pavement, the special subbase shall be carried at least one
(1) 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 (1) 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.
(c) 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.
(d) 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.
(e) 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 three
thousand five hundred (3.500) psi when tested in accordance with AASHTO T 23.
(f) 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
two hundred (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.
(g) 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.
(h) 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.
(i) The expansion joint material shall have a thickness of one-half inch and
conform to AASHTO M 213.
(j) The City Engineer may require that the curb and gutter be cured with a curing
compound or wet burlap.
(k) 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.
(1) 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.
(m) 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 (1") lip and have half-inch
filled construction joints at each end of the driveway.
(n) Where sidewalks are required, to the extent possible, they shall be located
with the green space distance required by ordinance.
(o) The sidewalk material, width and depth shall be as follows:
(1) The concrete shall meet the AHTD requirements for Class A air entrained
concrete, with a minimum twenty-eight-day compressive strength of three
thousand 3000 psi.
(2) Sidewalks shall be four (4) feet wide and four (4) inches thick and be
sloped toward the street at a 2% slope.
(3) In the areas of all driveways and ten (10) feet either side of the driveway
limits, the sidewalk thickness shall be increased to six (6) inches.
(p) 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.
(q) In order to place concrete for the curb and gutter, the temperature must be
within the range specified by the latest AHTD specifications.
Section 3-104: Crushed stone base course.
(a) The base material shall consist of a mixture of crushed limestone and natural
fines, meeting the requirements of AHTD Class 7 aggregate base course.
(b) The depth of the crushed stone base course shall be within 1/2 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
1/2 inch shall not be used in computing the average depth.
(d) 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.
(e) The base course shall be constructed in layers not exceeding eight (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 material in each
layer, as determined by AASHTO T 191 or T 238 (modified proctor), shall not be
less than ninety-five (95) percent of the maximum density obtained in the
laboratory.
(f) When string-lined, the surface shall be within 1A inch of the typical section
shown in Appendix B.
Section 3-105: Special subbase.
(a) 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 two (2) inches unless the City Engineer specifies a thicker depth. But in
no case should the depth exceed four (4) inches.
(b) The special subbase shall be one of the materials listed below.
(1) Class 7 material
(2) Coarse limestone screenings meeting the following gradation:
Screen Size Percent Retained
!/2'! 0
#4" 24-35
#10 78-88
#20 92-100
#40 94-100
#200 96-100
(3) Surface treatment aggregate meeting the AHTD Standard Specification
requirements for Class 10 Mineral aggregate.
(4) Any other well draining material approved by the City Engineer.
(5) The special subbase shall be rolled with a light steel roller, but a
specific density will not be required.
Section 3-106: 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:
(a) 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.
(b) 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.
(c) Prime coats shall not be placed when the surface temperature is below fifty
(50) degrees Fahrenheit; 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.
(d) If the prime coat becomes damaged before the surface course is placed, it shall
be repaired at the contractor's expense.
(e) The surface of all structures, such as curbs and bridge rails, shall be protected
from the prime or tack coat.
(f) 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.
(g) Excess material shall be removed and then blotted,
(h) Contractor shall clean, at their own expense, any overspray.
Section 3-107: Asphalt hot mix binder and asphalt hot mrr 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:
(a) 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.
(b) The depth of the asphalt hot mix surface course shall be within 1/4 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 -f- 1/4 inch shall
not be used in computing the average depth.
(c) 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 seventy-two (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.
(d) 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.
(e) The binder course shall meet the AHTD gradation requirements for Type II
binder course or Type II surface course.
(f) The surface course shall meet the AHTD gradation requirements for Type II or
Type III surface course.
(g) The binder and surface course shall be designed with a minimum fifty-blow
Marshall stability of one thousand (1,000) pounds; a flow of 8 to 16; and two (2)
to five (5) percent air voids. A job mix formula shall be established and approved
by the engineer for both the binder course and the surface course.
(h) 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.

(i) Both binder course and surface course shall be compacted to a minimum of
ninety-two (92) percent of maximum density as determined by the fifty-blow
Marshall design procedures.
(j) If the nuclear gauge is used to determine density, it must be correlated with
cores taken from the roadway.
(k) The minimum thickness of binder or surface course shall be two (2) inches.
The maximum thickness that can be placed in one lift is four (4) inches provided
the contractor can demonstrate that he can obtain the required density.
(1) In no case shall the speed of any roller exceed three (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.
(m) The surface course surface, when checked with a ten-foot straight edge
parallel to the centerline, shall not exceed + or - one-fourth-inch.
Arterial Streets shall be paved with Superpave per AHTD standards.
Section 3-108: Portland cement concrete pavement
Portland cement concrete pavement shall meet the AHTD Standard Specification
requirements for Portland cement concrete pavement, with the following
exceptions:
(a) The depth of the concrete pavement shall be within 1/4 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.
(b) The concrete shall have a minimum twenty-eight-day compressive strength of
four thousand (4,000) psi. The concrete shall contain an air entraining agent
which produces five (5) percent +/- two (2) percent air entrainment in the
concrete. The slump shall be two (2) to four (4) inches if conventional paving
equipment is used, and one (1) to two (2) inches if slip-form paving equipment is
used.
(c) The concrete shall be placed on an approved subbase or subgrade which shall
be wetted just prior to placing the concrete.
(d) 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 ten-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 one-half 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.
(e) Unless otherwise specified by the City Engineer, the pavement lanes shall be
tied together with thirty-inch long #4 reinforcing bars on thirty-six-inch centers.
(f) The concrete pavement shall be cured with a curing compound meeting the
AHTD Standard Specifications for curing compound.
(g) Unless otherwise specified by the City Engineer, the transverse joints shall be
sawed in the concrete pavement perpendicular to the centerline and on fifteen-foot
centers. The depth of the joint shall not be less than one-fourth the slab thickness
(T) plus one-half inch. The joint width shall be approximately one-fourth 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.
(h) 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.
Section 3-109: Surface tests.
The contractor shall check the surface of each material with a ten-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.
(a) The finished surface when checked with a ten- foot straightedge parallel to the
center line shall show no deviation more than one-fourth inch for ACHM surfaces
or concrete surfaces.
(b) 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 one- fourth inch shall be corrected by grinding or overlaying, or as
directed by the City Engineer.
Section 3-110: Structural concrete.
(a) 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 four thousand (4,000) psi.
(b) 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 three
thousand (3,000) psi.
Section 3-111: Inspection.
(a) The following three (3) types of inspections will be made during the progress
of the project:
(1) Intermediate progress inspections, which can be made at any time.
(2) Phase inspections which are required at the completion of a major
phase of work.
(3) Final acceptance inspection which will be made upon the completion
of all work.
(b) 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.
(c) The City Engineer has the authority to increase the amount of inspections
and/or sampling and testing.
(d) A phase inspection is required upon the completion of the following phases of
work:
(1) Completion of the subgrade.
(2) Completion of the base course and curb and gutter.
(3) Completion of the paving.
(e) Any work performed on a phase prior to the approval of the previous phase
shall be removed and replaced with satisfactory materials and workmanship.
(f) All unsatisfactor)' work or materials shall be removed and replaced with
satisfactory materials and workmanship.
(g) If the project is long, the phase inspections may be made on a smaller portion
of the project, but not less than one thousand (1,000) feet in length.
(h) The project engineer is responsible for contacting the City Engineer at least
twenty-four (24) hours prior to the need for testing or inspecting a major phase of
the project.
(i) The project engineer will accompany the City Engineer and/or his designated
representative on all testing and phase inspections.
Section 3-112: Testing.
(a) 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.
(b) The lab engineer will report all test results to the City Engineer.
(c) 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.
(d) The following is the minimum sampling and testing frequency:
(1) Cross drain or utility conduit crossing backfill: Minimum of one (1)
density test per crossing or box culvert location.
(2) Storm drain backfill: Minimum of one (1) density test per five hundred
(500) lineal feet of pipe when the storm drain is located in the street or
under the curb and gutter.
(3) Embankment: Minimum of one (1) density test per layer per five
hundred (500) lineal feet of roadway.
(4) Subgrade: Minimum of one (1) density test, one (1) LL and one (1) PI
per five hundred (500) lineal feet of roadway with a minimum of three (3)
density tests and three (3) depth measurements per project. Also, there will
be a minimum of one (1) gradation test and one (1) PI test per project.
(5) Lime treated sub grade: Minimum of one (1) density test, one (1) depth
measurement, one (1) LL and one (1) PI per five hundred (500) lineal feet
of roadway with a minimum of three (3) density and three (3) depth
measurements per project.
(6) Base course: Minimum of one (1) density test and one (1) depth
measurement (depth sounding) per five hundred (500) lineal feet of
roadway, with a minimum of three (3) density tests and three (3) depth
measurements per project. Also, there will be a minimum of one (1)
gradation test and one (1) PI test per project.
(7) Asphalt stabilized base (black base), ACHM binder, and ACHM
surface courses: For each material, a minimum of one (1) density test and
one (1) depth measurement per five hundred (500) lineal feet of roadway,
with a minimum of three (3) density tests and three (3) depth
measurements per project. Also there will be a minimum of one (1)
extraction to determine the asphalt content and aggregate gradation for
each material for the project.
(8) Structural concrete for drainage structures: A minimum of one (1) set
of three (3) concrete cylinders per fifty (50) cubic yards of concrete or
portion thereof. One (1) cylinder will be broken at seven (7) days and the

other two (2) will be broken at twenty-eight (28) days.
(9) Structural concrete for curb and gutter: A minimum of one (1) set of
three (3) concrete cylinders per one thousand (1000) lineal feet of curb and
gutter. One (1) cylinder will be broken at seven (7) days and the other two
(2) will be broken at twenty-eight (28) days.
(10) Concrete pavement: A minimum of one (1) set of three (3) concrete
cylinders per five hundred (500) lineal feet of pavement, with a minimum
of one (1) set per project. The set shall be broken in seven (7) and twentyeight
(28) days as described above. Also: one (1) core and depth
measurement per five hundred (500) feet of completed pavement with a
minimum of one (1) per project.
SECTION 4: ACCEPTANCE OF MATERIALS AND WORKMANSHCP:
Section 4-100: Corrective Actions.
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 nonspecification
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 for embanknient, 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 five and one-half (5-1/2) inches. If the depth is less than five and one-half
(5-1/2) 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 Y2 inch of the required depth. If the deficient depth is
greater than one-half inch of the required depth, the existing material represented
by the test(s) will be ripped up, new added and re-cornpacted 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 1/2 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 ninety-two (92) percent, the section represented by
this test will be removed and replaced. The average of all densities shall be
ninety-five (95) percent or greater. If the average density of the project is
below ninety-five (95) percent 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 Yz 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 Yz 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 ninety (90) percent 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 ninety-two (92) percent of
maximum theoretical density. If this average is less than ninety-two (92) percent,
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 4- 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 1/4 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
+ 1/4 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 - 1/4 inch when checked with a ten-foot straight edge, the surface smoothness
will be corrected as directed by the City Engineer.
(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 three
thousand (3000) 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 f 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 twentyeight-
day compressive strength of the two (2) cylinders of a set shall be at least
four thousand (4000) 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.
(1) Concrete pavement strength: The average twenty-eight-day compressive
strength of the two (2) cylinders of a set shall be at least four thousand (4000) 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 1/4
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 + 1/4 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 1/4 inch - 3% of the cost of the in-place material.
Minus 1/4 to minus 3/8 inch - 7% of the cost of the in-place material.
Minus 3/8 to minus 1/2 inch - 15% of the cost of the in-place material.
Minus 1/2 to minus 5/8 inch - 25% of the cost of the in-place material.
Minus 5/8 to minus 3/4 inch - 40% of the cost of the in-place material.
More than minus 3/4 inch - Remove and replace.
(n) Surface tolerance of concrete pavement: The concrete surface shall not show
any deviation greater than 1/4 inch when checked with a ten-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
Min. ROW width
Min. foreslope / backshope
Street Width (boc to boc)
Pavement Thickness
Sidewalk width (min)
Sidewalk greenspace
Street spacing
Sight Distance
Min. curb cut to intersection
Min. Curb Radius
Min. Street Jog
Street Grades
Min. intersection angle
Min. inter. Sight distance
CLASSI&II
50'
3:1
30'
See Table 2
4'
9> V £* — *J
300' -1400' all classes
200'
40'
30'
100'
0.5% -12%
75°
90!
CLASS III
60'
3:1
36"
See Table 2
4'
2:~5'
200!
40'
40'
100'
0.5% -12%
75°
90'
CLASS IV
80'
3:1
48'
See Table 2
4'
2'-5'
350'
50'
50'
100'
0.5%- 10%
75°
90'

TABLE 2
MINIMUM PAVEMENT SECTION BY STREET AND SOIL CLASSIFICATION
COMPOSITE COMPOSITE
CLASS OF GROUP SOIL SN FLEXIBLE FLEXIBLE FULL DEPTH CONCRETE
STREET INDEX DESCRIPTION REQUIRED (SN) (SN) ASPHALT (SN) PAVEMENT
l/ll A-1
A-2
A-3
l/ll A-4
A-6
I/I I A-5
A-7
A-7-6
III A-1
A-2
A-3
III A-4
A-6
III A-5
A-7
A-7-6
IV A-1
A-2
A-3
IV A-4
A-6
IV A-5
A-7
A-7-6
Gravel/Sand
No Clay
Silt, Silty
Sand, Sandy
Silty Clay
Clay
LL over 40
PI over 10
Gravel/Sand
No Clay
Silt, Silty
Sand, Sandy
Silty Clay
Clay
LL over 40
PI over 10
Gravel/Sand
No Clay
Silt, Silty
Sand, Sandy
Silty Clay
Clay
LL over 40
PI over 10
2" Surface
1.70 6" Base
(1.72)
2" Surface
1.85 7" Base
(1.86)
3" Surface
2.35 8" Base
(2.44)
1.85 21/2M Surface
6" Base
(1.94)
2.30 2" Surface
2" Binder
4" Base
(2.32)
3.15 2" Surface
3" Binder
7" Base
(3.18)
2.30 2" Surface
2" Binder
4" Base
(2.32)
2.75 2" Surface
3" Binder
4" Base
(2.76)
3.45 2" Surface
4" Binder
6" Base
(3.48)
2" Surface
4" CT Base
(1.88)
2" Surface
4" CT Base
(1.88)
2" Surface
6" CT Base
(2.38)
2" Surface
4" CT Base
(1.88)
2" Surface
6" CT Base
(2.38)
2" Surface
2" Binder
6" CT Base
(3.26)
2" Surface
6" CT Base
(2.38)
2" Surface
2" Binder
4" CT Base
(2.76)
2" Surface
3" Binder
5" CT Base
(3.45)
2" Surface
4" Bituminous Base
(1.88)
2" Surface
4" Bituminous Base
(1.88)
2" Surface
6" Bituminous Base
(2.38)
2" Surface
4" Bituminous Base
(1.88)
2" Surface
6" Bituminous Base
(2.38)
2" Surface
2" Binder
6" Bituminous Base
(3.26)
2" Surface
6" Bituminous Base
(2.38)
2" Surface
2" Binder
4" Bituminous Base
(2.38)
2" Surface
3" Binder
5" Bituminous Base
(3.45) '
5" Concrete
2" Drainage Blanket
5%" Concrete
2" Drainage Blanket
6" Concrete
2" Drainage Blanket
5>z" Concrete
2" Drainage Blanket
6" Concrete
2" Drainage Blanket
6%" Concrete
2" Drainage Blanket
6>2" Concrete
2" Drainage Blanket
7" Concrete
2" Drainage Blanket
7Vs" 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 sendees of a knowledgable 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
Asphalt 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-2 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.
SECTION 5: STORM DRAINAGE, PIPE AND PIPE UNDERDRAIN REQUIREMENTS:
Section 5-100: Minimum requirements.
The plans and specifications for proposed storm drainage systems shall be equal to the
following minimum standards:
99
(a) Pipe:
(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, three (3) parts sand and one (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 M294.
(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 sheets 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 a 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.
(10) The minimum pipe size shall be eighteen (18) inches.
Section 5-101: Excavation, trench preparation and installation.
(a) 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 four (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 four (4)
inches of bedding material beneath the pipe.
(b) When rock it is encountered in the trench, it shall be removed to minimum depth of
six (6) inches below the pipe, and the excess depth shall be filled with bedding material.
(c) All unsuitable material, including soft and yielding material, shall be removed and
replaced with suitable material and compacted to ensure a firm support.
(d) The pipe shall not be laid in water or in unsuitable weather or trench conditions unless
approved by the City Engineer,
(e) All pipe shall be bedded in four (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.
(f) 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 operations. The bedding material or
approved material shall be used as the initial backfill and shall extend to one (1) foot
above the top of the pipe.
(g) No debris creating a clogging action shall be allowed to remain in the storm drainage
system.
(h) 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 eight (8) inch lifts and compacted with mechanical equipment to at
least ninety-five (95) percent of the maximum density as determined by AASHTO T 180.
(i) When culvert pipe is to be relayed, the construction procedures shall be in accordance
with the AHTD Standard Specification requirements for relaying culvert pipe.
(j) 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.
Section 5-102: Headwalls, drop inlets and junction boxes.
(a) All drainage structures shall be constructed of reinforced concrete.
(b) The minimum thickness of reinforced concrete walls, floors, and tops shall be six (6)
inches.
(c) Concrete drainage structures shall be constructed with reinforcing steel having a
maximum spacing of twelve (12) inches on centers and a minimum size of #4 bar.

(d) Concrete bottoms for structures shall be poured at least twenty-four (24) hours prior
to beginning construction of the vertical walls.
(e) Junction boxes shall have a minimum interior dimension of four (4) feet.
(f) 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.
(g) Unless otherwise directed by the City Engineer, all drop inlets, box culverts and
junction boxes shall have two-inch to three-inch weep holes at the sub grade elevation.
(h) 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.
(i) The use of round inlet or junction boxes shall be reviewed and approved by the City
Engineer.
Section 5-103: Rings, covers, grates and frames.
(a) Iron castings shall conform to ASTM A 48 Class 30A for gray iron castings.
(b) The combined weight of the ring and lid for sidewalk type shall be a minimum of one
hundred twenty-five (125) pounds and for the street type shall be a minimum of three
hundred (300) pounds.
Section 5-104: Pipe Under drain.
(a) 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.
(b) The underdrain shall be located just behind the curb.
(c) Outlets shall be provided on at least three hundred-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.
(d) The underdrain material and construction procedures shall be in accordance with the
AHTD Standard Specifications for pipe underdrain, with the following exceptions:
(1) Only corrugated polyethylene tubing and Acrylonitrile - Butadiene - Styrene
pipe shall be used in the construction of pipe underdrain.
(2) 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.

(3) The non-woven geotextile 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, Ibs. ASTM D - 1682 115 min.
Elongation, percentage ASTM D - 1682 55 min.
Puncture strength, Ibs. ASTM D - 751 70 min.
(Modified)
Mullen burst strength, psi ASTM D - 751 260 min.
Coefficient of permeability,
Constant head cm./sec. 0.10 min.
(4) Trenches shall be excavated to a minimum depth of twenty-six (26) inches
below the top of the curb or as directed by the City Engineer.
(5) 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 one (1) foot across the top of the
granular filter material used to backfill above the top of the pipe.
SECTION 6: PAVEMENT CUT AND REPAIR STANDARDS:
Section 6-100: 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 City Clerk 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) day notice must be given to the Fire Chief, Police Chief and Street
Superintendent prior to the closing of any street for non-emergency purposes.
(a) 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 three (3) feet of the
present location of either dummy joints, construction joints, or expansion joints,
breakout shall be to existing joints; 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 one and one-half (1.5) 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 three (3) feet and in concrete pavements shall not
leave any existing portion of pavement in place less than three (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.
(b) 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 (1)
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 (1) foot wide. The City Inspector prior to concrete being placed
under existing curb and gutter, will make this determination.
(c) The following additional requirements shall govern installation:
(1) 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.
(2) 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.
(3) 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.
(4) 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.
(5) 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.
(6) 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 preexisting 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.
(7) 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.
(8) 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.
(9) 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 noncompliance 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.
SECTION 7: 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 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 five (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 two (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
29
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.
SECTION 8: 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 rightof-
way in the interest of preserving the public convenience or safety.
(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 one (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: