(a) 
Additional regulations.
In addition to the requirements established by this article, all development within the city limits shall be designed so as to comply with the intent and provisions of the zoning ordinance, building and housing codes, master plan, regulations of the state department of transportation and the department of state health services, and any other applicable law or regulation adopted by a unit of federal, state or local government; and all development within the extraterritorial jurisdiction of the city shall comply with this article and all other applicable laws and regulations adopted by a unit of federal, state or local government.
(b) 
Standards in general.
The minimum design standards as contained herein shall provide the basic criteria for evaluating proposed preliminary plats, construction plans, final plats, amended plats, short form final plats, and other development or improvements subject to this article. The city may, however, establish reasonable design requirements in excess of these established minimum standards, or grant variances from those established minimum standards, where by reason of exceptional topographic, cultural, historic, archaeological, hydrologic, or other physical conditions of the property to be developed or of an adjacent tract, the strict adherence to these standards will result in an inappropriate subdivision design or cause unnecessary hardship.
(c) 
Coordinated design.
The quality of life and the community in the Rockdale urban area is dependent on the quality of design of the individual developments in which people live and work. Good community design requires the coordination of the efforts of each developer of land within the urban area. It is intended that the urban area shall be designed as a group of integrated residential neighborhoods and appropriate commercial, industrial and public facilities. Therefore, the design of each development shall be prepared in accordance with the applicable principles established by the master plan for land use, circulation, community facilities and public utility services and in accordance with the following general principles:
(1) 
The neighborhood, as a planning unit, is intended as an area principally for residential use, and of a size that can be served by one (1) elementary school. Space for recreational, educational and shopping facilities to serve the residents of the neighborhood should be provided and designed as an integral part of each neighborhood. The size of lots and blocks should be designed to provide for adequate water and wastewater service, traffic circulation, light, air, open space, landscaping and off-street parking. The arrangement of lots and blocks and the street system should be designed to make the most advantageous use of topography and natural physical features. Tree masses and large individual trees should be preserved to the greatest extent possible. The system of sidewalks and roadways and the lot layout should be designed to take advantage of the visual qualities of the area.
(2) 
The components of the street system should in different degrees serve the separate purposes of access to property and safe, efficient movement of traffic. Land use types should be served by roadways whose capacity increases in proportion to the traffic generation of the land use. Design and location of points of access to property should be appropriate to the volume and speed characteristics of traffic utilizing the intersection.
(3) 
An open space system throughout the urban area should provide a range of active and passive recreation opportunities. Park, open space and recreation facilities should be located with sensitivity to user population, natural features, traffic generation, and nearby land use.
(4) 
Land use arrangement and design should minimize the difference in intensity between adjacent uses in order to provide for the provision of water, wastewater and roadways sufficient to serve the proposed densities and provide for compatible neighboring developments. Step-down patterns of use surrounding major activity centers, combined with buffering techniques, should ensure that residential densities are compatible with each other, and that residential development is not adversely impacted by higher intensity uses.
(5) 
Public utilities and infrastructure should be provided within all subdivisions in order to ensure the health, safety and well-being of the public. Utility capacity should be sufficient to meet accepted standards of service to reasonably anticipated development. Where excess capacity in utility lines or facilities within a subdivision will further the efficient and desirable extension of utilities to adjacent property, equitable provision of such capacity is essential to the orderly growth of the urban area.
(6) 
Construction of water, wastewater, drainage, gas, electric, telephone and cable television utilities that require utility cuts of a public street shall be repaired pursuant to applicable city ordinances.
(d) 
Policy.
All improvements within the city’s jurisdiction shall be designed in accordance with good engineering practices.
(1) 
The commission shall not recommend approval or approve any plat or plan which does not meet the minimum requirements of this article in making adequate provisions for improvements that protect the public health, safety and property, and benefit the present and future owners of property within the development, other lands within the city and neighboring areas.
(2) 
It shall be the responsibility of the developer to design and construct improvements, in accordance with:
(A) 
The requirements of this article.
(B) 
Good engineering practices.
(C) 
Approved engineering plans for construction.
(D) 
The regulations and principles of law established pursuant to the state law.
(E) 
Any variances granted.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
(a) 
All requirements pertaining to lot size, yard size, dwelling size, lot coverage, height, parking, loading and screening contained in the current zoning ordinance of the city shall be adhered to for development under this article.
(b) 
Streets.
(1) 
The arrangement, character, extent, width, grade, and location of all proposed streets shall conform to the general plan of the community, and their relationship shall be considered to that of the existing and planned streets, to topographical conditions, to public convenience and safety, and in their appropriate relation to the proposed uses of the land to be served by such streets.
(2) 
Where such is not shown in the general plan for the community, the arrangements of streets in a subdivision shall:
(A) 
Provide for the continuation or appropriate projection of existing principal streets in surrounding areas;
(B) 
Conform to a plan for the neighborhood approved or adopted by the city. A variance will be allowed to meet a particular situation where topographical or other conditions make continuation of or conformance to an existing street impracticable; and
(C) 
Be laid out so that they shall intersect, as nearly as possible, at right angles.
(3) 
Residential (minor) streets shall be so laid out that their use by through traffic shall be discouraged.
(4) 
Street jogs with centerline offsets of less than one hundred fifty feet (150) shall be avoided.
(5) 
Street right-of-way widths shall conform to the city’s thoroughfare plan, and shall conform to the following:
Class of Street
Right-of-Way Width in Feet
A - Entrance roadway
200
B - Major thoroughfare
120
C - Major thoroughfare
100
D - Secondary thoroughfare
80
E & F - Collector
60
G - Minor
50
(6) 
Half streets shall be prohibited, except where necessary to the reasonable development of the subdivision in conformance with the other requirements of these regulations and where the city finds it will be practicable to require the dedication of the other half when the street has already been provided adjacent to an area to be subdivided; the other remaining portion of the street shall be platted within such subdivision. Where part of a residential or collector street is being dedicated along a common property line, the first dedication shall be one-half of the proposed street right-of-way plus five feet (5').
(7) 
Cul-de-sacs in residential additions shall not be longer than six hundred feet (600') from the nearest intersection, and in industrial areas they shall not exceed one thousand feet (1,000') from the nearest intersecting street, and there shall be provided at the closed end a turnaround having an outside roadway diameter of at least eighty feet (80') and a street property line diameter of at least one hundred feet (100').
(8) 
All streets shall be paved, and paving shall conform to section 10.02.103, “Improvements,” of these regulations.
(9) 
Street grades shall be established regarding topography, proposed land use, and the facilities in the area surrounding the land to be subdivided. Minimum grades shall be three-tenths percent (0.30%) on concrete streets only and five-tenths percent (0.50%) on all other types of street paving.
(10) 
Street name markers shall be installed in accordance with the prescribed type currently in use by the city, or an approved equal, as approved by the city manager. Street markers and erection thereof will be at the expense of the subdivider.
(11) 
Residential lots shall not face arterial streets or thoroughfares, and driveway or alley pavement cuts shall not be permitted on arterial streets. Alleys shall be provided along side and rear lot lines on arterial streets for rear entrance.
(c) 
Alleys.
(1) 
Alleys shall be provided in commercial and industrial districts and shall be paved with reinforced concrete, except that the city may waive this requirement where other definite and assured provision is made for service access, such as off-street loading, unloading, and parking consistent with and adequate for the uses proposed.
(2) 
Alleys may be required in all residential areas. Where required, they shall be paved with reinforced concrete.
(3) 
The minimum right-of-way width of an alley shall be twenty feet (20') in industrial and commercial areas and fifteen feet (15') in residential areas. The alley turnouts shall be paved to the property line and shall be at least two feet (2') wider than the alley paving at that point. The radii of the turnouts for alleys intersecting thoroughfares shall be sixteen feet (16') and shall be ten feet (10') at intersections with all other streets.
(4) 
Alley intersections and sudden changes in alignment shall be avoided, but, where necessary, lot corners shall be cut off at least fifteen feet (15') on each tangent to permit safe vehicular movement.
(5) 
Dead-end alleys shall be avoided where possible, but, if unavoidable, they shall be provided with adequate turnaround facilities, as determined by the city.
(6) 
All alleys shall be paved, and the paving shall conform to section 10.02.103, “Improvements,” of these regulations.
(7) 
Where driveways connect to alleys in commercial, industrial, or residential areas, fences may be constructed along the rear lot line of any lot to a point within five feet (5') of a point where the driveway would intersect the alley pavement at ninety degrees (90°). Fences are optional.
(d) 
Lots.
(1) 
All lots shall conform to the regulations as set forth in the city’s zoning ordinance.
(2) 
Corner lots in residential areas shall be ten feet (10') wider than inside lots so as to allow the required setback from both streets.
(3) 
Each lot shall face onto a public street or a private drive, except in a planned unit development. Lots with street frontage at both front and rear shall be avoided, except when the lot backs onto a highway or major thoroughfare.
(4) 
Side lines of lots shall be approximately at right angles to straight street lines and radial to curved street lines.
(5) 
The minimum lot size outside the city limits shall be 7,500 sq. ft. with a minimum front yard width of 75 feet. Lots designed as cul-de-sacs may request a smaller front yard width on a showing that the cul-de-sac reduces the linear feet available to provide for 75 feet, provided the general intentions of the section are met.
(6) 
Lots to be served by septic systems shall have a minimum of 1 acre per LUE and conform to the county and Texas Commission on Environmental Quality regulations based on percolation tests.
(7) 
Building setback lines shall be recorded on plats for property within the extraterritorial jurisdiction.
(e) 
Easements.
(1) 
Easements across lots on rear or side lot lines shall be provided for utilities when necessary and shall be at least fifteen feet (15') wide.
(2) 
Where a subdivision is bounded by a watercourse, drainageway, channel, or stream, there shall be provided a stormwater easement or drainage right-of-way conforming substantially to the lines of such watercourse, or of such width to provide for any future anticipated construction, plus a minimum of ten feet (10') on each side.
(f) 
Blocks.
(1) 
The lengths, widths, and shapes of blocks shall be determined with regard to the following items:
(A) 
Provision of adequate building sites suitable to the special needs of the type of use proposed;
(B) 
Zoning requirements as to lot sizes and dimensions;
(C) 
Needs for convenient access, circulation, control, and safety of traffic; and
(D) 
Limitations of topography.
(2) 
Where no existing subdivision controls, the blocks shall not exceed one thousand two hundred feet (1,200') in length nor be less than five hundred feet (500') in length, except in certain instances where topographical features warrant special consideration. These limits shall be exceeded only upon specific approval by the city. Blocks longer than six hundred feet (600') shall be avoided in business districts.
(g) 
Survey monuments and lot markers.
(1) 
Permanent survey reference monuments.
A concrete monument, six inches (6") in diameter and twenty-four inches (24") long, shall be placed on all boundary corners. A copper pin 1/4 inch in diameter embedded at least three inches (3") in the monument shall be placed at the exact intersection point on the monument. The monuments shall be set at such an elevation that they will not be disturbed during construction, and the top of the monument shall be no less than twelve inches (12") below the finished grade of the development.
(2) 
Lot markers.
Lot markers shall be 1/2-inch reinforcing bar, eighteen inches (18") long, or approved equal, and shall be placed at all lot corners flush with the ground, or below ground, if necessary, in order to avoid being disturbed.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
(a) 
Standard specifications and construction details.
(1) 
All improvements proposed for any subdivision to be developed under the jurisdiction of this article shall be furnished and installed by the subdivider/developer in accordance with the applicable divisions of Standard Specifications for Public Works Construction, as adopted by the city and the other applicable specifications noted herein, or in the absence of such specifications and details, to meet the approval of the city.
(2) 
All improvements, even in previously approved but still in unimproved subdivisions, or in resubdivided tracts, shall conform to the city’s current regulations and specifications for street, drainage, and utility construction.
(3) 
Where reference is made within these regulations to the standard specifications, it shall be understood that the word “owner” is to be interpreted as the developer or subdivider and the words “owner’s representative” are to be interpreted as the developer’s engineer or inspector. Where the standard specifications allow options not specifically addressed by these regulations, the developer’s engineer shall request guidance from the city in writing.
(b) 
Street paving.
(1) 
Concrete strength requirements.
(A) 
Concrete curb and gutter.
Concrete curb and gutter shall be constructed of a batch design, providing a twenty-eight (28) day compressive strength of three thousand five hundred (3,500) pounds per square inch (psi). No. 4 deformed steel bars shall be used for reinforcing.
(B) 
Reinforced concrete pavements and monolithic curb.
Concrete pavement and monolithic curb properly and continuously reinforced shall be constructed of a concrete batch design, providing the appropriate twenty-eight (28) day compressive strength. The minimum reinforcement shall be No. 4 deformed bars spaced at twenty-four (24) inches center to center, both ways.
(2) 
Pavement types and thicknesses.
(A) 
Collector and minor streets and alleys in residential areas.
(i) 
The subdivider/developer shall, at his own cost and expense, pay for constructing all streets and alleys in residential areas within his subdivision and one-half (1/2) of all perimeter streets.
(ii) 
A six-inch (6") thickness of three thousand five hundred (3,500) psi reinforced concrete pavement on a compacted subbase shall be required.
(iii) 
An alternate type of pavement may be eight-inch (8") thickness of compacted flexible base on a compacted subbase with a 2-inch thickness of type C asphaltic concrete surface, except in alleys. All alleys shall be paved with reinforced concrete.
(B) 
Collector streets and alleys in commercial or industrial areas.
(i) 
The subdivider/developer shall, at his own cost and expense, pay for constructing all collector streets and alleys within his subdivision and one-half (1/2) of all perimeter streets.
(ii) 
Collector streets and alleys shall be designed and constructed with eight-inch (8") thickness of three thousand five hundred (3,500) psi reinforced concrete pavement on a compacted subbase.
(C) 
Major thoroughfare construction.
(i) 
On roadways, adjacent to the proposed subdivision that are designated to be major thoroughfares, the subdivider/developer shall be required to construct at his own cost expense the outer 22 feet of the street section with integral curbs on each side.
(ii) 
Where major thoroughfares traverse a subdivision, the subdivider shall be required, at his own cost and expense, to construct, a 22-foot wide section (measured face to face of curbs) plus integral curbs on both sides along the outer portion of each side of the roadway.
(iii) 
Thoroughfares shall be designed and constructed with an eight-inch (8") thickness of three thousand five hundred (3,500) psi reinforced concrete pavement on a compacted subbase.
(3) 
Street and R.O.W. requirements.
(A) 
Residential streets, collector streets, and alleys.
(i) 
Residential street paving shall be a minimum of twenty-six feet (26') in width, measured between the faces of curbs.
(ii) 
Collector street paving shall be a minimum of forty feet (40') in width, measured between the faces of curbs, except that the width for collector streets in industrial and commercial areas must be a minimum of forty-four feet (44') in width and thirty-six feet (36') around schools, measured between the faces of the curbs.
(iii) 
Alley paving shall be ten feet (10') wide in residential areas and sixteen feet (16') wide in commercial and industrial areas. Alley turnouts shall be paved to the property line and shall be at least two feet (2') wider than the alley paving at that point. Paving radius where alleys intersect residential and collector streets shall be ten feet (10') and, where alleys intersect thoroughfare streets, the radius shall be fifteen feet (15').
(4) 
Roadway classifications.
The following minimum pavement widths are set by this article for construction as follows:
Roadway Classification
Minimum Right-of-Way Width
Minimum Pavement Width Between Faces of Curbs
Class A - Entrance roadway
200'
Two 36' traffic lanes and two 8' parking lanes divided by a 50' median
Class B - Major thoroughfare
120'
Two 36' traffic lanes divided by a 16' median
Class C - Major thoroughfare
100'
Two 33' traffic lanes divided by a 15' median
Class D - Secondary thoroughfare
80'
Four 11' traffic lanes
Class E - Collector street
60'
Two 12' traffic lanes and two 8' parking lanes
Class F - Collector street
60'
Two 10' traffic lanes and two 8' parking lanes
Class G - Minor (residential) street
50'
One 10' traffic lane and two 8' parking lanes
Note: The minimum width of a median adjacent to a left turn lane shall be five feet (5').
(5) 
Street returns.
(A) 
The minimum radius for all street returns shall be twenty feet (20'). The radius for all street returns on major thoroughfares shall be thirty feet (30').
(B) 
Returns for driveways on residential streets shall be ten feet (10'). Commercial and industrial driveway returns shall be a minimum of ten feet (10') and a maximum of twenty feet (20') except in special cases.
(6) 
Miscellaneous reinforced concrete requirements.
(A) 
Reinforcing steel.
All steel reinforcing for street and alley concrete paving shall be deformed No. 4 bars at twenty-four inch (24") centers both ways and shall meet ASTM designation A-15, A-16, or A-408.
(B) 
Sawed dummy joints.
Sawed dummy transverse joints shall be not greater than 20'-2" apart or as required by the city at intersections. Longitudinal sawed dummy joints shall be required in all pavements where the concrete is poured in a continuous width of 30 feet or more. The longitudinal dummy joint shall be located at one-third point of the width or as directed by the city.
(C) 
Expansion joints.
Expansion joints shall be placed at distances no greater than 600 feet and shall be constructed in accordance with the city’s standards. Construction joints shall be constructed in accordance with the expansion joint standard. Expansion joints shall have dowels #5 smooth at 24-inch centers. Construction joints shall have the reinforcing bars continuous through the joint.
(D) 
Longitudinal pavement slopes.
(i) 
The minimum longitudinal standard alley pavement slopes shall be five percent.
(ii) 
The maximum longitudinal slopes are as follows:
Type of Street
Maximum Slope
Major thoroughfare
6%
Collector streets
8%
Minor streets
10%
(iii) 
Maximum grades for alleys shall be 8% within 30 feet of its intersection with a street and 14% elsewhere.
(iv) 
The minimum grades for streets and alleys shall be 3%.
(E) 
Longitudinal radius.
(i) 
The minimum centerline radii shall be as follows:
Major thoroughfare
1,000'
Collector street
500'
Minor street
150'
(ii) 
A 100-foot tangent must be provided in the center of all reverse curves.
(F) 
Transverse pavement cross-sections.
(i) 
The transverse pavement slope for all non-divided streets shall consist of a parabolic curve from the pavement centerline to the gutter. The crown of the parabolic curve shall be four (4) inches above the gutter grade on residential streets and six (6) inches on collector streets. For divided streets, the transverse slope shall be 2% or as required by the city.
(ii) 
The transverse slope back of the curb shall vary between 1/4 inch per foot minimum to 3/4 inch per foot maximum. If a steeper grade is required, retaining walls shall be constructed along the property line.
(7) 
Lime stabilization.
(A) 
Stabilization of the subgrade shall be required under all street pavement where the plasticity index of the subgrade is 15 or greater. This stabilization shall be 6 inches thick with 6 percent hydrated lime by weight.
(B) 
Hydrated lime shall be spread uniformly over the soil to be treated and sprinkled to the proper moisture content. The soil, lime, and water shall be mixed until a homogeneous product is obtained that is free of clods and lumps. The mixture shall then be immediately rolled and compacted to 95% standard proctor density.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
(a) 
Concrete sidewalks shall be provided on each side of all streets. Local and collector streets shall have a width of not less than six feet (6'); and arterial streets shall have a width of not less than eight feet (8') and shall tie to the curb and have a thickness of not less than four inches (4") and shall be constructed of three thousand (3,000) psi concrete on both sides of all streets and thoroughfares within the subdivision, except that sidewalks will not be required in industrial areas. Sidewalks shall be tied to the curb within the street or thoroughfare right-of-way and shall extend along the street frontage including the sides of corner lots and block ends. Construction of sidewalks adjacent to curbs in residential areas will be considered where driveway entrances are constructed from the rear of lots on each side of the street for the full length of the block or where mountable curbs are installed.
(b) 
All concrete for sidewalks shall be placed on a two-inch (2") sand cushion and shall be reinforced with 6 x 6 No. 10 gauge welded wire fabric.
(c) 
Longitudinal slope of sidewalks shall be that of the curb adjacent to the sidewalk. The transverse slope of the sidewalk shall be 1/4 inch per foot starting at the back of the curb. The maximum ground slope from the edge of the sidewalk on the property line side shall not exceed 11%. If it does exceed eleven percent (11%), a retaining wall that is acceptable to the city shall be provided on the property line.
(Ordinance 2019-11-12 (8A) adopted 11/12/19; Ordinance 2023-7-10(9B) adopted 7/10/2023)
(a) 
General.
Plans, profiles, and specifications shall be prepared for storm sewer improvements to be constructed and shall show the locations, sizes, grades, hydraulic gradients, flow arrows, and other details for the proposed pipe, inlets, manholes, culverts, outlet structures, and other appurtenances. Each sheet of the plans and profiles shall bear the seal, signature, and date of the registered professional civil engineer who prepared them.
(b) 
The subdivider/developer shall pay for the cost of all drainage improvements connected with development of his subdivision, including any necessary off-site channels or storm sewers and acquisition of any required easements.
(c) 
An enclosed storm sewer shall be provided in all areas where the quantity of the accumulated storm runoff does not exceed two hundred (200) cubic feet per second (cfs).
(d) 
In drainage courses where the accumulated storm runoff is more than two hundred (200) cfs and less than five hundred (500) cfs, either an enclosed storm sewer system or a concrete-lined channel shall be constructed.
(e) 
In drainage courses where the accumulated storm runoff is more than five hundred (500) cfs, the drainage improvements may be either an enclosed storm sewer system, a concrete-lined channel, or an earthen channel. Earthen channels shall be designed according to the criteria as set forth herein for open channel sections.
(1) 
Rational Method.
The design of storm drainage improvements in the city shall be based on flood discharges determined from the Rational Method. The formula for calculating storm flows in this manner is:
Q = CIA, where,
Q
is the storm flow at a given point, measured in cubic feet per second;
C
is the percentage of rainfall on a given area that flows off as free surface water;
I
is the average intensity of rainfall in inches per hour for a period equal to the time of flow from the farthest point of the drainage area to the first inlet or given point on the storm sewer;
A
is the area in acres tributary to the design point.
(2) 
Runoff coefficient “C”.
The runoff coefficient, which considers the slope of the terrain, the character of the land use, the length of overland flow, and the imperviousness of the drainage area, shall be determined from the ultimate land development plan of the city. The runoff coefficient for the appropriate land uses shall be as follows:
Commercial areas
0.90
Industrial areas
0.80
Residential areas
0.60
Apartment areas
0.80
Park areas
0.40
(3) 
Rainfall intensity “I”.
(A) 
The rainfall intensity-frequency curves, which are shown on Plate 1, are plotted from data published by the U.S. Department of Commerce Weather Bureau, Technical Paper No. 40.
Editor’s note–Plate 1 is not printed herein.
(B) 
The intensity, I, in the formula Q = CIA, is determined from these curves by arriving at a time of concentration and adapting a storm frequency upon which to base the drainage improvements.
(4) 
Time of concentration.
The time of concentration, which is the time of flow from the farthest point of the drainage area to the first inlet in the system, or given point on the storm sewer, consists of the time required to flow in the gutter to the inlet, plus the time of flow in the storm sewer. A minimum time of concentration of fifteen (15) minutes shall be used for all areas except commercial areas, and a minimum time of concentration of ten (10) minutes shall be used in commercial areas. A nomograph, shown on Plate 2, is attached for estimating the time of concentration.
Editor’s note–Plate 2 is not printed herein.
(5) 
Storm frequency.
Design storm frequencies for storm drainage improvements in the city shall be as follows:
Type of Facility Frequency
Description of Area to be Drained
Maximum Concentration Allowed
(Minutes)
Design Frequency
(Years)
*Storm ***sewers
Residential, commercial and industrial
30
25
**Culverts, bridges, channels and creeks
Any type of area less than 100 acres
30
25
***Culverts, bridges, channels, and creeks
Any type of area greater than 100 acres but less than 1,000 acres
45
50
****Culverts, bridges, channels, and creeks
Any type of area greater than 1,000 acres
60
100
*
When the maximum time of concentration or area to be drained is exceeded, the design shall be based on a fifty (50) year frequency.
**
When the maximum time of concentration or area to be drained is exceeded, the design shall be based on a one hundred (100) year frequency.
***
Whenever, in a storm sewer, an inlet is located at a low point so that flow in excess of the storm sewer capacity would be directed onto private property, the design frequency shall be increased beyond twenty-five (25) years. If the inlet location is such that overflow could cause damage or serious inconvenience, it may be desirable to increase the design frequency to as much as one hundred (100) years.
****
When the maximum time of concentration of sixty (60) minutes is exceeded on any area to be drained, the design shall be based on a one hundred (100) year frequency having a maximum time duration of 60 minutes.
(6) 
Area.
The area used in determining flows by the “Rational Method” shall be calculated by subdividing a map into drainage areas within the basin contributing stormwater runoff to the system.
(7) 
Spread of water.
(A) 
During the design storm, the quantity of stormwater that will be allowed to collect in the streets before being intercepted by a storm drainage system is referred to as the “spread of water.” In determining the limitations for carrying the stormwater in the street, the ultimate development of the street shall be considered. The use of the street for carrying stormwater shall be limited to the following.
Spread of Water
Major thoroughfares
One traffic lane each side to remain clear
Collector streets
One (1) traffic lane to remain clear
Residential streets
Six-inch (6") depth of flow at curb
(B) 
Curves are provided on Plate 3 for determining the spread of water for certain gutter slopes, gutter discharge, and pavement crown. Also provided are nomographs, Plate 4 and Plate 5, for determining the capacity of parabolic gutters for various widths of streets and a curve for determining the curb inlet opening length (Plate 6).
Editor’s note–Plates 3, 4, 5 and 6 are not printed herein.
(C) 
The length of inlet opening for each cubic feet per second of gutter flow is as follows:
Street Grade
Length of Inlet Opening in Feet per CFS
Less than 2%
1.0
2% to 3.5%
1.5
Greater than 3.5%
2.0
(8) 
Storm sewer design.
(A) 
Stormwater runoff in excess of that allowed to collect in the streets shall be intercepted in inlets and carried away in a storm sewer system. Storm sewer capacity shall be calculated by Manning’s Formula:
Where,
Q
is the discharge in cubic feet per second;
A
is the cross-sectional area of flow in square feet;
R
is the hydraulic radius in feet;
S
is the slope of the hydraulic gradient in feet per foot; and
n
is the coefficient of roughness (n = 0.013 for concrete pipe and 0.015 for poured culverts).
(B) 
In the design of the storm sewer system, the elevation of hydraulic gradient of the storm sewer shall be a minimum of one and one-half feet (1.5') below the elevation of the adjacent street gutter.
(C) 
Storm sewer pipe sizes shall be so selected that the average velocity in the pipe will not exceed fifteen feet (15') per second nor be less than three feet (3') per second.
(D) 
Storm sewer pipe shall be reinforced concrete culvert pipe conforming to ASTM Description C-76 class III and shall be a minimum of eighteen inches (18") in diameter.
(9) 
Open channel design.
(A) 
Stormwater runoff in excess of that allowed to collect in the streets in developed areas and runoff in undeveloped areas may be carried in open channels (not in the street right-of-way). Open channel capacity shall be calculated by Manning’s Formula, and roughness coefficients shall be as follows:
Type of Lining
Roughness Coefficient “n”
Maximum Permissible Mean Velocity
Earth (Bermuda grass)
0.035
8 ft. per sec.
Earth (non- vegetated)
0.030
5 ft. per sec.
Concrete-lined
0.015
15 ft. per sec.
Weathered rock
0.030
15 ft. per sec.
(B) 
Open channels shall be constructed with a trapezoidal cross-section and shall have side slopes no steeper than 3:1 in earth and 1.5:1 when lined with concrete.
(C) 
Where the grade of the open channel must be 0.30%, or less, the channel shall be concrete-lined regardless of the amount of runoff.
(D) 
Concrete lining in channels shall have a minimum thickness of six (6) inches and shall be reinforced with 12 x 12 W4 x W4 welded wire fabric with a nominal diameter of 0.225 inches and a nominal weight of 0.136 lbs./L.F.
(E) 
Concrete-lined channels shall have a reinforced concrete toe wall constructed along the base and side slopes of the lined channel with a minimum vertical depth of two (2) feet. A horizontal concrete section, one (1) foot in width, shall be constructed between the top of the channel lining and the toe wall.
(F) 
The subdivider/developer shall dedicate a right-of-way on all earthen and concrete-lined channels of sufficient width to provide for excavation of the open channel of proper width, plus ten feet (10') on each side to permit ingress and egress for maintenance.
(10) 
Culvert design.
(A) 
At locations of creek crossing with proposed roadway improvements, it is sometimes necessary to receive and transport stormwater under the roadway in culverts. The quantity of flow shall be determined by the Rational Method, and the capacity of the culvert shall be calculated by Manning’s Formula.
(B) 
Design of culverts shall include the determination of upstream backwater conditions as well as downstream velocities and flooding conditions. Consideration shall be given to the discharge velocity from culverts, and the following limitations are required.
Culvert Discharge-Velocity Limitations
Culvert Discharging Onto
Maximum Allowable Velocity /f.p.s.)
Earth
6
Sod earth
8
Paved or riprap apron
15
Shale
10
Rock
15
(C) 
Generally, all culverts shall be designed with a free outfall, and the following head losses shall govern the design of the culvert.
(i) 
Frictional head loss:
hf = SfL
Where,
Sf
=
Slope of frictional gradient in feet per foot; and
L
=
Length of culvert in feet
(ii) 
Head loss due to change in velocity:
Where,
V2
=
Velocity in culvert;
V1
=
Velocity in channel upstream from culvert; and
g
=
Acceleration due to gravity
(iii) 
Head loss at upstream entrance to culvert due to entrance and change in section:
where V1 is equal to or less than six feet (6') per second.
where V1 is greater than six feet (6') per second.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
Water systems, provided through the city or other service provider, shall have sufficient number of outlets and shall be of sufficient size to furnish adequate domestic water, to furnish fire protection to all lots, and to conform with the city’s comprehensive master plan and in the extraterritorial jurisdiction to complement the city’s comprehensive master plan. The city shall make the final determination of the adequacy of water mains proposed. All water system improvements shall be installed at the cost and expense of the subdivider.
(1) 
The minimum size of water main shall be six-inch (6") diameter and shall be looped. The distribution system shall be gridironed with minimum size six-inch (6") diameter mains at intervals not to exceed one thousand two hundred feet (1,200'). Where intervals between “cross-connecting” mains must exceed one thousand two hundred feet (1,200') or where dead-ends must exist, eight inch (8") diameter or larger mains shall be installed.
(2) 
In cul-de-sacs of less than three hundred feet (300') in length where a fire hydrant is not required, flush valves shall be installed.
(3) 
Eight-inch (8") and larger mains shall be installed in all streets in zoning districts commonly referred to as “commercial” or “industrial,” with minimum size eight-inch (8") intersecting mains every six hundred feet (600'). Where dead-ends must exist, eight-inch (8") or larger mains shall be installed with a flush valve or fire hydrant installed. The minimum limits set forth in the above shall not be exceeded except upon the specific approval by the city, but in no event shall these requirements be less than the minimum required by the state department of insurance.
(4) 
All water mains shall be constructed within street rights-of-way or easements dedicated to the city.
(5) 
All water mains twelve inches (12") in diameter and smaller shall be polyvinyl chloride (PVC) pipe or ductile iron pipe. Water mains larger than twelve-inch (12") may be constructed with either reinforced concrete steel cylinder pipe, ductile iron pipe, or PVC.
(6) 
(A) 
The ductile iron pipe shall have a single rubber gasket joint, shall have a cement mortar lining of the “Enameline” type, or approved equal, and shall have a minimum cover of forty-two inches (42"). Water mains fourteen-inch (14") and larger may be either ductile iron pipe, thickness class 50 minimum, with cement mortar lining; reinforced concrete steel cylinder pipe, class 150 minimum; or PVC. Ductile iron pipe shall be required in all bores, in unstable soil conditions (expansive clays, unstable subsoil), in or near creeks, or where lines must be installed at shallow depths (less than 36").
(B) 
The ductile iron pipe shall be centrifugally cast in metal molds in accordance with the latest edition of the applicable specifications of ANSI A21.5c (AWWA C151) and Federal Specification WW-P-421c. The joint details shall be in accordance with the applicable specifications of ANSI A21.11 (AWWA C111), latest edition. All ductile iron pipe shall be polywrapped.
(7) 
(A) 
Polyvinyl chloride (PVC) pipe shall be new, manufactured in the United States of America, and shall conform to the current specifications of AWWA C900 or C909, PVC pipe, with cast iron outside dimensions and with rubber ring joints. PVC water pipe shall be listed by Underwriters’ Laboratories and approved for use in cities and towns of Texas by the state department of insurance. The rigid PVC pipe shall bear the seal of approval (or “NSF” mark) of the National Sanitation Foundation Testing Laboratory for potable water pipe.
(B) 
Provisions must be made for contraction and expansion at each joint with a rubber ring and an integral thickened bell as part of each joint. Pipe and fittings must be assembled with a nontoxic lubricant. Pipe shall be made from NSF approved class 12454-A or B PVC compound conforming to a minimum ASTM resin specification D-1784. PVC pipe shall be class 150 (DR 18) and meet the physical dimensions as shown on the following list.
Nominal Size
Outside Diameter
Class 150 (DR 18) Nominal Wall Thickness
6
6.90
0.406
8
9.05
0.533
10
11.10
0.654
12
13.20
0.777
(C) 
PVC pipe shall be designed for a minimum 150 psi water pressure, plus 35 psi surge allowance. Service connections shall not be made by direct tapping for service lines; a brass tapping saddle shall be used to tap service lines.
(8) 
(A) 
All pipes for water mains shall be placed on a six-inch (6") layer of crushed rock or rounded gravel bedding material.
(B) 
The trench shall be backfilled with a minimum of six inches (6") of crushed stone or sand sides and twelve inches (12") of crushed stone or sand over the top of the pipe and consolidated to a minimum of 95 percent standard proctor density. This is basic-class “B” as defined by ASCE Manual No. 37 and AWWA C900-75. Final backfill is to conform to section W.4.16.1, or section W.4.16.2. The class “B” embedment material is further defined as follows:
(i) 
95% of material passing 3/4" screen.
(ii) 
95% of material retained on No. 4 screen.
(iii) 
Cushion sand acceptable by the city.
(C) 
Tracer tape, blue in color, similar to Terra Tape or an approved equal “D” Detectable, as supplied by Griffolyn Co., Inc., Houston, Texas, shall be installed in the backfill material over the top of all water mains in accordance with the manufacturer’s recommendations.
(9) 
Fittings shall be ductile iron with single rubber gasket joints and shall be cement-lined and coated inside and out with a seal-coat of bituminous material, unless the pipe material is reinforced concrete steel cylinder, in which case special fitting shall be furnished. All ductile iron fittings shall conform to the applicable standards and specifications of ANSI, latest edition.
(10) 
(A) 
Gate valves shall conform to American Water Works Association Specification C500, latest edition. Valves shall be designed for a minimum water working pressure [of] 150 pounds per square inch. Gate valves shall have a clear waterway equal to the full nominal diameter of the valve and shall be opened by turning to the left. Each valve shall have the maker’s initials, pressure rating, and year in which manufactured cast in the body.
(B) 
All valves buried in the ground shall be provided with cast-iron valve boxes of proper dimensions to fit over the valve bonnets and to extend to such elevation at or slightly above the finished street grade or ground line, as approved by the city. Tops shall be complete with covers and shall be adjustable. Valve boxes shall be set vertical and concentric with the valve stem. Any valve box which has so moved from its original position as to prevent the application of the valve key shall be satisfactorily reset by the developer at his own expense. A reinforced concrete pad of the dimensions 2'-0" x 2'-0" x 6", shall be poured around all valve boxes, unless otherwise directed by the city.
(11) 
Fire hydrants shall conform strictly to AWWA Standard Specifications for Fire Hydrants for Ordinary Water Works Service, C502, latest edition, except for changes or additions specifically outlined as follows:
(A) 
Fire hydrants shall be placed on block corners or near the center of the block to place all of every lot within a radius of five hundred feet (500') in residential areas, but under no circumstances shall a hose-lay of more than six hundred feet (600') be made from the fire hydrant to cover all of every lot within the subdivision or tract under development.
(B) 
Fire hydrants shall be located in commercial and industrial areas so that all of every lot shall be within a radius of three hundred feet (300'), but under no circumstances shall a hose-lay of more than three hundred feet (300') be made in order to adequately afford fire protection to the building or buildings.
(C) 
All fire hydrants shall have one (1) pumper nozzle and two (2) hose nozzles with the city’s standard threads, shall have a main barrel valve opening of not less than five inches (5"), and shall be placed on connecting mains of not less than six inches (6") in diameter. Six-inch (6") gate valves shall be placed on all fire hydrants leads.
(D) 
The bonnets of all fire hydrants shall be painted by the subdivider/developer in accordance with the flow.
(i) 
Below 500 GPM: red
(ii) 
500-999 GPM: orange
(iii) 
1000-1499 GPM: green
(iv) 
1500 GPM or more: blue.
(E) 
The operating nut shall be designed to prevent seepage of rain or sleet and the accumulation of dust around the revolving nut. The operating nut shall conform to the standards now in use by the city. The hydrant valve shall open by turning to the left.
(F) 
The hydrant top or bonnet shall be free draining of a type that will maintain the operating mechanism in readiness to use under freezing conditions. It shall be so designated [designed] as to make tampering difficult and shall be provided with convenient means to afford lubrication to insure ease of operation and the prevention of wear and corrosion.
(G) 
The body of the hydrant shall be equipped with a breakable flange, or breakable cast-iron flange bolts, just above the grade line.
(H) 
All hydrants shall be of such design as will permit their extension without excavating in case of future grade changes.
(I) 
The complete hydrant shall be of such design that when the hydrant barrel is broken through traffic collision, it may be replaced without excavating or breaking the pavement. The barrel and operating mechanism shall be so designed that in case of accident, damage or breaking of the hydrant above or near the grade level, the main valve will remain reasonably tight against leakage or flooding.
(J) 
Changes in shape or size of the waterway shall be accomplished by means of easy curves. The junctions of hose or pumper nozzles with the barrel shall be rounded to ample radii. Exclusive of the main valve opening, the net area of the waterway of the barrel and foot piece of the smallest part shall be not less than 150 percent of that of the net opening of the main valve.
(K) 
Hydrants shall be provided with an automatic and positively operating, non-corrodible drain or drip valve so as to drain the hydrant completely when the main valve is shut. A drain valve operating by springs or gravity is not acceptable.
(L) 
Operating stem whose threads are not located in the barrel or waterway shall be made of genuine wrought iron or steel and shall be bronze bushed where passing through the stuffing box. Operating threads must be sealed against contact with the water at all times regardless of open or closed position of main valve. All operating stems shall be coupled opposite the break flange with a breakable coupling or coupled in such a way as to part without breaking.
(M) 
Unless otherwise specified by the city, hydrants shall be furnished with “O” ring seals.
(N) 
The hydrant head shall be constructed so that it may be rotated to face the nozzles in any desired direction. The developer shall rotate the fire hydrant in such a direction to best serve the city.
(O) 
Hydrants closing with the pressure must have a bronze cap nut to seal the bottom end of stem threads against contact with water.
(P) 
If required by the city, the developer shall furnish drawings with complete detailed dimensions of the hydrant proposed for the subdivision.
(Q) 
(i) 
Fire hydrants shall be placed at all locations shown in the plans. Each hydrant shall be set upon a slab of stone or concrete not less than four inches (4") thick and less than one (1) square foot of surface area. Where solid rock exists in the bottom of the trench and same is excavated to the proper depth to form a foundation for the hydrant, the slab of stone or concrete above specified may be omitted.
(ii) 
The hydrant shall be set perpendicular, and to the proper depth, and shall be carefully and substantially blocked against firm trench walls using class 2,000 concrete as herein specified.
(iii) 
There shall be placed around the base of the hydrant not less than seven (7) cubic feet of sound broken stone or clean gravel, or other suitable material, to provide reservoir capacity so that the hydrant will completely drain when closed.
(iv) 
If required, extensions shall be installed on fire hydrant barrels so that the fire hydrant will be properly installed and exposed at finished grade.
(R) 
The above-mentioned fire hydrants in residential, commercial, and industrial tracts of real estate located in the city shall be installed and operable prior to the erection of any building in which combustible material is used as determined by the fire chief of the city.
(S) 
The owner of any commercial or industrial tract property contemplated for development under this article on which fire hydrants and water mains are to be installed shall provide easements to the city whereby the fire, police and water utilities departments of the city shall have ready ingress and egress to, from, and across such property to any location on such property when necessary to extinguish a fire or to prevent the occurrence of a fire or to maintain, service and inspect such fire hydrants and water mains that may be installed or when such access to and from said property is essential to the preservation of life or property.
(12) 
All pipe, fittings, valves, services, embedment materials, testing procedures, and other facilities related to the water system improvements shall be furnished and installed in conformance with the applicable specifications of ASTM, AVVWA, and ANSI, latest editions.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
Wastewater facilities shall be furnished and installed to adequately service the subdivision and shall conform to the city’s wastewater plan. The adequacy of the wastewater facilities provided by the subdivider/developer shall be determined by the city.
(1) 
Materials.
(A) 
Wastewater mains may be polyethylene-lined ductile iron pipe or PVC.
(B) 
Wastewater mains 4 inches through 15 inches in diameter (PVC) pipe shall conform to the specifications of ASTM D-3034, SDR 35 or SDR 26. Pipe in sizes greater than 15 inches in diameter shall be type T-1 A and T-2 B as specified in ASTM designation F-679. Joints for the PVC pipe and fittings shall be compression rubber gasket joints. The bell shall consist of an integral wall section with factory-installed ring securely locked in bell groove to provide positive seal under all installation conditions. Fittings and accessories shall be manufactured and furnished by the pipe supplier, or approved equal, and shall have bell and/or spigot configuration identical to that of the pipe.
(C) 
Connections shall be made with fabricated fittings. Field-glued connections are not allowed. When PVC pipe passes through a manhole wall, sleeves with a rubber ring joining shall be used to provide a positive watertight connection.
(D) 
The PVC pipe shall be placed on a six-inch (6") layer of crushed rock or rounded gravel bedding material. The trench shall be backfilled with a minimum of six inches (6") of crushed stone or sand on the sides and twelve inches (12") crushed stone or sand over the top of the pipe and consolidated to a minimum of 95 percent standard proctor density. This is basic-class “B” embedment as defined by ASCE Manual No. 37 and AVVWA C900-75 and ASTM C-2321, with five percent (5%) maximum Mandrell Test to be performed. Final backfill is to conform to section S.4.17. The class “B” embedment material is further defined as follows:
(i) 
195% [sic] of material passing 3/4" screen.
(ii) 
95% of material retained on No. 4 screen.
(iii) 
Cushion sand acceptable to the city.
(E) 
The encasement, embedment, and backfill requirements for PVC pipe and ductile iron pipe shall conform to the standard details and specifications of the city.
(2) 
Minimum size main.
The minimum diameter of sewer mains shall be eight inches (8"). Six-inch (6") diameter sewer mains may be acceptable only for short distances at dead-ends (not to exceed 400 feet) and only in locations approved by the city. Cleanouts shall be installed on all dead-end sewer lines.
(3) 
Locations.
Wherever possible, sewers shall be located in alleys or easements and shall be a minimum of five feet (5') to six and one-half feet (6-1/2') deep to the invert.
(4) 
Alignment and grades.
All sewers shall be laid in straight alignment with a uniform grade between the manholes. Grades and appurtenances of sanitary sewers shall conform to the requirements of the Texas Commission on Environmental Quality (TCEQ), and the following are the minimum slopes which shall be provided for a velocity of at least 2.0 feet per second; however, slopes greater than these are desirable.
Sewer Pipe - Diameter
Minimum Slope in Feet per 100 Feet
4-inch (service mains)
1.000
6-inch
0.500
8-inch
0.330
10-inch
0.250
12-inch
0.200
15-inch
0.150
18-inch
0.110
21-inch
0.090
24-inch
0.080
27-inch
0.060
30-inch
0.055
36-inch
0.045
(5) 
Infiltration.
(A) 
Prior to the acceptance, the sewer pipe shall be subject to leakage tests. The leakage outward or inward (exfiltration or infiltration) shall not exceed two hundred (200) gallons per inch of the pipe diameter per mile per twenty-four (24) hours for any section of the system.
(B) 
Other testing procedures (exfiltration, air, etc.) may be used subject to the approval of the city.
(C) 
Any developer or contractor causing infiltration or inflow into the city’s system, either knowingly or unknowingly, shall be required to pay all expenses incurred by the city due to said infiltration or inflow as determined by the city manager.
(6) 
Lift stations.
All lift stations shall be designed and constructed with two or more sewage pumps, and the stations shall be capable of pumping the design maximum flow with the largest pump-out of service. Detailed design data, plans, and specifications of the pumps shall be submitted to the city manager prior to the purchase and installation of the pumps.
(7) 
Force mains.
(A) 
All force mains shall be PVC or ductile iron pipe for wastewater mains. Adequate provisions shall be made for the embedment of the pipe.
(B) 
At design for average flows, a cleansing velocity of at least two (2) feet per second shall be maintained. Where necessary, automatic air relief valves shall be placed at high points in the force main to prevent air locking.
(8) 
Manholes.
(A) 
Manholes shall be placed at points of change in alignment, grade, or size of sewer, the intersection of sewers, and the end of all sanitary sewer mains that will be extended at a later date. Manholes shall be precast reinforced concrete or fiberglass.
(B) 
Maximum manhole spacing for sewers with straight alignment and uniform grades should be determined so as to assure continuous operation based on available cleaning equipment. The maximum manhole spacing shall be as follows:
Minimum Design Standards
Sewer Pipe Size
Manhole Diameters
Maximum Distance Between Manholes
6"
4'-0"
400 feet
8"
4'-0"
650 feet
10"
4'-0"
800 feet
12"
5'-0"
800 feet
15"
5'-0"
800 feet
18"
5'-0"
800 feet
21"
5'-0"
800 feet
24"
5'-0"
800 feet
30"
6'-0"
800 feet
36"
6'-0"
800 feet
(9) 
Cleanouts.
Standard cleanouts shall be constructed at the ends of all sanitary sewers. A 2'-0" x 2'-0" x 6" reinforced concrete pad shall be placed around all cleanouts.
(10) 
All pipe, manholes, cleanouts, embedment materials, testing procedures, and other improvements associated with the installation of the sanitary sewerage system improvements shall be furnished and constructed in conformance with the applicable specifications of ASTM, ANSI, and AWWA, latest editions.
(11) 
All manholes shall be equipped with a rainstopper installed between the lid and ring. Rainstoppers shall be as manufactured by Southwestern Packing & Seals of Shreveport, Louisiana, or an approved equal.
(12) 
Septic system.
Lots to be served by septic systems shall have a minimum of 1 acre per LUE and conform to the county and Texas Commission on Environmental Quality regulations based on percolation tests. Septic systems serving more than one house, apartment, multifamily or commercial or industrial site shall contain 1 acre for each LUE. As an example, a duplex is a multifamily home with two living units (LUE) would be required to be located upon a minimum of three acres. The city council may consider but is not required to reduce the acreage requirements herein if the nearest wastewater line with capacity is more than 1000' from the property boundary.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
(a) 
All services for utilities shall be made available for each lot in such a manner so as to eliminate the necessity for disturbing the street and the alley pavement, curb, gutter, sidewalks, and drainage structures when connections are made.
(b) 
The subdivider/developer shall provide separate service lines for water and wastewater to each lot or point of metering.
(c) 
(1) 
All water service lines from the main to the meter shall be a minimum of one-inch (1") polyethylene tubing in accordance with ASTM D-2239 and shall be installed as part of a single water service group.
(2) 
The meters shall be located a minimum of two feet (2') behind the curb with cover at an elevation to coincide with the final top of curb grade. The meter shall be centered in the meter vault, which shall be plastic with a cast iron inspection cover.
(3) 
Water services shall be located ten feet (10') upstream of the center of the lot.
(d) 
(1) 
Sewer service lines shall have a minimum diameter of four inches (4"), shall meet the same requirements for sanitary sewers described above, shall be constructed from the main to the lot property line using wyes and necessary bends, and shall have a minimum cover at the property line of four feet (4'), where possible.
(2) 
All sewer service locations shall be at least ten feet (10') downstream from the center of each lot.
(e) 
The subdivider/developer shall place a suitable marker at the point where said service lines are stubbed out so that these lines can be easily located for connection by the city. Suitable markers shall be “W” for water and “S” for sewer stamped in top of curb. Letters shall have a minimum height of two inches (2") and a minimum width of two inches (2").
(f) 
The subdivider/developer shall make arrangements with all other appropriate utility companies for the extension of their respective utility lines and service to and within the addition and for any costs or refunds of such cost.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
(a) 
Street lighting shall conform to the latest edition of the Illuminating Engineering Society Handbook. Round tapered standards with bracket arms shall be used, and lighting levels, as recommended, shall be provided for very light traffic in residential areas, medium traffic on collector streets, and heavy traffic on thoroughfares. In no instance shall the spacing between streetlights exceed four hundred (400) feet.
(b) 
Cost of installation of street lighting shall be borne by the subdivider/developer.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
A fee consistent with the city’s current schedule of fees shall be paid to the city by the subdivider/developer to be combined with other funds dedicated for the acquisition of parkland or recreational facilities. At its option, the city council may accept land dedicated for parkland by the subdivider/developer in lieu of park fees if such land conforms with the comprehensive master plan of the city. Minor preliminary plats (10 acres or less) are excluded from park fees. The area of land to be dedicated shall be not less than 8 percent of the total area proposed within the subdivision, inclusive of adjoining street rights-of-way. No more than 50 percent of a parkland dedication may be within the 100-year frequency floodplain. The city reserves the right to refuse property within the 100-year frequency floodplain and determine the appropriateness of the location of the parkland in conjunction with the uses proposed on the property.
(Ordinance 2019-11-12 (8A) adopted 11/12/19)
(a) 
Fees and charges shall be paid to the city when any plat is tendered to the planning and zoning commission. Each of the fees and charges shall be paid in advance, and no action of the planning and zoning commission or any other board or agency shall be valid until the fee or fees shall have been paid to the officer designated therein.
(b) 
The city shall calculate all platting fees based on the currently adopted fee schedule found in appendix A, fee schedule.
(c) 
Fees shall be charged on all plats, regardless of the action taken by the city staff and the planning and zoning commission and whether the plat is approved or denied by the city council. All fees are non-refundable.
(1) 
The subdivider shall be charged a capital improvement recovery (CIP) fee per lot for payment of a proportionate share of capacity in all major facilities that the city has previously constructed and/or will need to add to serve the additional lots. This impact fee will cover such improvements as elevated and ground storage reservoirs, high service pumping station, water supply and treatment facilities, major transmission mains, outfall sewer mains, wastewater pumping stations, and wastewater treatment plants.
(2) 
The amount of the CIP fee shall be calculated by the city and shall be based upon current construction costs for the development of the improvements. The developer shall pay for the cost of all construction and material tests required or ordered by the city on his development.
(d) 
Before commencing construction, there shall be a fee paid to the city by the subdivider/developer equal to one and three-quarters percent (1.75%) of the total costs of all site development work which shall include the total cost for water, sanitary sewer, paving, and drainage improvements. Said fee shall cover the cost of construction observation and quality control required by the standard specifications and performed by outside laboratories.
(Ordinance 2019-11-12 (8A) adopted 11/12/19; Ordinance 2025-09-08(5) adopted 9/8/2025)
(a) 
Sight barrier fence.
Commercial and industrial areas shall be separated from adjoining properties containing noncommercial or industrial uses by the erection of a sight barrier fence minimum of six feet (6') and maximum of fourteen feet (14') in height constructed of materials to be determined by the city. This shall not apply between the property and a street. Sight barriers authorized in the city zoning ordinance may be utilized to comply with this requirement. The city council reserves the right to reduce the sight barrier requirements depending on the type of proposed development and the adjoining uses. As vacant land may be developed as residential, sight barriers shall be required as a buffer.
(b) 
Floodprone property.
Any proposed plat containing a buildable lot with more than 50% of a single lot within the 100-year floodplain or of such a size and dimension that the crossing of the floodplain through a buildable lot causes the property to be unbuildable without modification of the floodplain shall be rejected unless adequate infrastructure is also built to modify the floodplain. Such modifications to the floodplain will require appropriate approval.
(Ordinance 2019-11-12 (8A) adopted 11/12/19; Ordinance 2023-7-10(9C) adopted 7/10/2023)