The Planning and Zoning Commission in its sole discretion may waive the requirement that the applicant complete and dedicate all public improvements prior to approval of the final subdivision plat and, as an alternative, permit the applicant to enter into a subdivision improvement agreement by which the subdivider covenants to complete all required public improvements no later than two (2) years following the date on which the Chairman of the Planning and Zoning Commission signs the final subdivision plat. The applicant shall warrant that all required public improvements will be free from defect for a period of one (1) year following the acceptance by the City of the dedication of the last completed public improvement. The subdivision improvement agreement shall contain such other terms and conditions agreed to by the applicant and the Planning and Zoning Commission. Subdivision improvement agreements shall be applicable and apply to each and every phase of the associated subdivision.

The subdivision improvement agreement shall provide that the covenants contained in the agreement shall run with the land and bind all successors, heirs, and assignees of the subdivider. The subdivision improvement agreement shall be approved by the Planning and Zoning Commission, and shall be recorded in the official records of the County Clerk of Medina County.

Whenever the Planning and Zoning Commission permits an applicant to enter into a subdivision improvement agreement it shall require the applicant to provide a certified letter of credit, bond, or cash escrow as security for the performance of the promises and obligations contained in the subdivision improvement agreement. Each approved form of security shall be in an amount equal to one hundred percent (100%) of the estimated cost of completion of the required public improvements, including lot improvements. The type, form of and all other matters related to the security shall be subject to the approval of the Planning and Zoning Commission.

If the applicant posts a letter of credit as security for the performance of the promises and obligations contained in the subdivision improvement agreement, the letter of credit shall (1) be irrevocable; (2) be for a term sufficient to cover the completion, maintenance and warranty periods in Section 6.01.02(A) [subsection 8.2.3.g.1]; (3) require only that the City present the letter of credit with a sight draft and an affidavit signed by the City of Hondo legal counsel attesting to the City of Hondo’s right to draw funds under the letter of credit; and (4) be in a form acceptable to the City’s legal counsel.

The applicant may file a bond for the full value of the proposed subdivision improvements executed by a surety company holding a license to do business in Texas and including terms acceptable to the City. The City may impose reasonable terms on both the bonding initiation and release procedures. The bond shall be in a form acceptable to the City’s legal counsel.

If the applicant posts a cash escrow as security for the performance of the promises and obligations contained in the subdivision improvement agreement, the escrow instructions shall provide: (1) that the subdivider will have no right to a return of any of the funds and (2) that the escrow agent shall have a legal duty to deliver the funds to the City of Hondo whenever the City of Hondo legal counsel presents an affidavit to the agent attesting to the City of Hondo’s right to receive funds, regardless of whether or not the subdivider protests that right.

If and when the City of Hondo accepts the offer of dedication for the last completed required public improvement, the City shall execute a waiver of its right to receive all but twenty-five percent (25%) of the funds represented by the letter of credit, bond, or cash escrow if the subdivider is not in breach of the subdivision improvement agreement. The retained funds shall be security for the subdivider’s covenant to maintain the required public improvements and its warranty that the improvements are free from defect, liens and encumbrances.

The Development Officer shall not accept dedication of required improvements, nor release nor reduce the amount of any security posted by the subdivider until the Development Officer has submitted a certificate stating that all required improvements have been satisfactorily completed and until (1) the applicant’s engineer or surveyor has certified to the City of Hondo, through submission of a detailed “as-built” survey plat of the subdivision, indicating location, dimensions, materials, and other information required by the Development Officer, that the layout of the line and grade of all public improvements is in accordance with construction plans for the subdivision, and (2) a title insurance policy paid for by the subdivider has been furnished to and approved by the City of Hondo legal counsel indicating that the improvements have been completed, are ready for dedication to the City of Hondo, and are free and clear of any and all liens and encumbrances. Upon such approval and recommendation the Development Officer shall thereafter accept the improvements for dedication in accordance with the established procedure.

The amount of security for the subdivision improvements shall be reduced upon actual acceptance of the dedication of public improvements and then only to the ratio that the cost of the public improvement for which dedication was accepted bears to the total cost of public improvements for the subdivision. In no event shall a security be reduced below twenty-five percent (25%) of the principal amount. Funds held in the escrow account shall not be released to the subdivider, in whole or in part, except upon express written instructions of the Hondo City Manager. At the end of the maintenance and warranty periods, all remaining security, if any, shall be released to the subdivider.

The developer shall be required to maintain all required public improvements on the individual subdivided lots if required by the Development Officer, until acceptance of the improvements by the Development Officer. If there are any certificates of occupancy on a street not dedicated to the City of Hondo, the City may on twelve (12) hours’ notice effect emergency repairs and charge those costs to the developer.

All new development shall be required to acquire water rights sufficient to meet the projected demand of water customers within the proposed development. These rights shall be transferred to the City of Hondo prior to final plat approval in accordance with the following requirements:

All public improvements and required easements shall be extended through the parcel on which new development is proposed. Streets, water lines, wastewater systems, drainage facilities, gas lines, electric lines, telecommunications lines, and cable lines shall be constructed through new development to promote the logical extension of public infrastructure. The City of Hondo may require the applicant of a subdivision to extend off-site improvements to reach the subdivision or oversize required public facilities to serve anticipated future development as a condition of plat approval.

Public facilities are to be installed by the developer at his cost without participation from the City of Hondo.

Provision of adequate building sites suitable to the special needs of the type of use contemplated.

Zoning requirements as to lot sizes and dimensions.

Needs for convenient access, circulation, control and safety of street traffic.

Limitations and opportunities of topography.

Lot dimensions shall conform to the following:

In no event shall a lot without sewer service [sic]

Depth and width of properties reserved or laid out for nonresidential purposes shall be adequate to provide for the off-street service and parking facilities required by the type or use and development contemplated.

Concrete sidewalk, crosswalk-ways and drive approaches shall be constructed in conformity to the typical sections and to the lines and grades established by the Development Officer.

Forms may be either metal or wood. Where wood forms are used, they shall be of material well seasoned and clean. All forms must everywhere extend the full depth of the concrete, and must be well braced so that the placing and tamping of the concrete will not bulge them. Before concrete is placed, forms must be thoroughly wet with water, or treated with a light clear oil.

Subgrade for sidewalks, crosswalk-ways and drive approaches shall be excavated so as to have a layer or cushion at least two inches (2") thick of good adobe gravel, crushed screenings, gravel and sand, crushed rock or coarse sand which must be spread, wetted and thoroughly tamped and leveled not less than four inches (4") below the established grade for sidewalks and crosswalk-ways and not less than five inches (5") below the established grade for driveway approaches. Where the subgrade is rock, adobe or gravel, seventy percent (70%) of which is rock, the two inches (2") of cushion need not be used. This question as to whether the foundation does or does not require the two-inch cushion is to be determined solely by the Development Officer.

In the event the subgrade is undercut, the necessary backfill shall be made with the same material used for the two-inch cushion.

Reinforcement for sidewalks and crosswalk-ways shall consist of one (1) layer of six-inch by six-inch (6" x 6") #10 wire mesh of no. 3 (three-eighths-inch (3/8")) round bars placed not more than eighteen inches (18") on centers both directions. Where steel is lapped, the lap shall not be less than fifteen inches (15"). Reinforcement for drive approaches shall consist of one (1) layer of six-inch by six-inch (6" x 6") no. 6 wire mesh or no. 3 bars as specified for sidewalks.

Transverse expansion joints three-eighths of an inch (3/8") in thickness, and extending the full width of the walk, shall be provided at intervals of not more than fifty feet (50'). Joints must be the full depth of the concrete, and shall be filled with satisfactory and elastic filler approved by the Development Officer. Where a new section of sidewalk is to connect with a walk previously constructed, or abuts on the curbing, an expansion joint must be made and filled as above provided. Reinforcing bars shall extend ten inches (10") beyond the expansion joint, and the ends shall be wrapped with building paper so that the ten inches (10") shall not be bonded to the concrete. Approved types of slip joints may be used in place of wrapping ends of bars. When wire mesh reinforcing is used, three (3) three-eighths-inch (3/8") round smooth dowel bars not less than eighteen inches (18") in length, installed as specified above for bar reinforcing, shall be provided at each expansion joint.

Concrete for walks shall have a minimum compressive strength of two thousand five hundred (2,500) pounds per square inch at twenty-eight (28) days. The quantity of mixing water shall not exceed seven (7) U.S. gallons per sack (ninety-four (94) pounds) of portland cement. The slump of the concrete shall not exceed four inches (4"). Concrete which has partially set shall not be retempered or remixed by adding additional ingredients, but shall be disposed of. All tests for ingredients and concrete shall be made in accordance with the applicable methods of tests of the American Society for Testing Materials.

Sidewalks and crosswalk-ways shall have a monolithic finish and shall be floated and troweled to a uniform smooth surface, then finished with a camel-hair brush or wood float so as not to be left with a slick or glossy finish.

The marking of joints of the top surface must be done with a specially devised marking tool made for such purposes. Edges of the sidewalks and expansion joints shall be rounded with an edger to a radius of one-half inch (1/2").The completed walks and drive approaches shall be cured in accordance with good engineering practice as approved by the Development Officer.

Provide for the continuation or appropriate projection of existing principal streets in surrounding areas; or

Conform to a plan for the neighborhood approved or adopted by the Planning and Zoning Commission to meet a particular situation where topographical or other conditions make continuance or conformance to existing streets impracticable.

Radial, 110 feet

Thoroughfares, 86 feet

Collector, 60 feet

Minor, 50 feet

Marginal, 40 feet

All unstable or otherwise objectionable material of the subgrade shall be removed and replaced with approved materials. All holes, ruts and depressions shall be filled with approved material, and, if required, the subgrade shall be thoroughly wetted with water, reshaped, and rolled to the extent directed in order to place the subgrade in an acceptable condition to receive the base material. The surface of the subgrade shall be finished to line and grade as established in conformity with typical sections, and any deviation in excess of one-half inch (1/2") in cross-section and in length of sixteen feet (16') measured longitudinally shall be corrected by loosening, adding or removing materials, reshaping and compacting by sprinkling and rolling. Sufficient subgrade shall be prepared in advance to insure satisfactory prosecution of the work.

Subgrade materials shall be compacted by approved mechanical temping equipment to an apparent dry density of the total material of not less than ninety percent (90%) of the maximum dry density as determined by the modified Proctor compaction test made in accordance with the procedure outlined in the Texas Department of Transportation testing manual. Tests for density will be made within twenty-four (24) hours after compaction operations are completed. If the material fails to meet the density specified, it shall be reworked as necessary to obtain the density required.

When a fill is required to achieve the prescribed subgrade elevation, such fill shall be placed in uniform lifts covering the entire width of the cross-section. Prior to compaction, the layers shall not exceed a six-inch (6") depth where pneumatic tire rolling is to be used and shall not exceed eight inches (8") in depth for rolling with other types of rollers. Each lift shall be compacted to the required density before succeeding lifts are placed. All earthwork within the right-of-way, including parkway grading, required to achieve the typical section shown on the plans, shall be done in conjunction with the preparation of subgrade and in no case will it be allowed to remain incomplete after the paving is completed.

The flexible base course shall have a compacted thickness as designated by the typical cross-sections, and shall be constructed as is herein specified in two (2) or more courses or of equal compacted thickness, not to exceed five inches (5") each. The material shall conform to the requirements of Texas Department of Transportation specifications, item 215 (Crushed Stone), unless otherwise approved by the Development Officer. The crushed stone shall have an abrasion of not more than forty (40) when subjected to the Los Angeles Abrasion Test (AASHO-T96).

The required amount of specified material shall be delivered in each one-hundred-foot (100') station. Material deposited upon the subgrade shall be spread and shaped, the same day. In the event inclement weather or other unforeseen circumstances render impractical the spreading of the material during the first twenty-four-hour period, the material shall be scarified and spread as directed by the Development Officer.

The material shall be sprinkled, if directed, and shall then be bladed, dragged and shaped to conform to typical sections as shown on plans. All areas and nests of segregated coarse of [sic] or fine material shall be corrected or removed and replaced with well-graded material, as directed by the Development Officer. If additional binder is considered desirable or necessary after the material is spread and shaped, it shall be furnished and applied in the amount directed by the Development Officer. Such binder material shall be carefully and evenly incorporated with the material in place by scarifying, harrowing, brooming, or by other approved methods. The course shall then be sprinkled as required and rolled as directed until a uniform compaction is secured. Throughout this entire operation, the shape of the course shall be maintained by blading. The surface upon completion shall be smooth and in conformity with the typical sections shown on the plans and to the established lines and grades.

Construction methods shall be the same as prescribed for the first course. Any deviations in the finished course in excess of one-fourth inch (1/4") in cross-section and in length of sixteen feet (16') measured longitudinally shall be corrected by loosening, adding or removing material, reshaping and recompacting by sprinkling and rolling. All irregularities, depressions or weak spots which develop shall be corrected immediately by scarifying the areas affected, adding suitable material as required, reshaping and recompacting by sprinkling and rolling. Flexible base materials shall be compacted by approved mechanical tamping equipment to an apparent dry density of the total material of not less than ninety-five percent (95%) of the maximum dry density as determined by the modified Proctor compaction test made in accordance with the procedure outlined in the Texas Department of Transportation testing manual. Tests for density will be made within twenty-four (24) hours after compaction operations are completed. If the material fails to meet the density specified, it shall be reworked as necessary to obtain the density required. Each course of five inches (5") or less shall be compacted to full required density before succeeding layers are placed.

The asphalt material for prime coat shall meet the requirements for Cutback Asphalt, MC-1, item 350, Texas Department of Transportation specifications. Prime coat shall be applied, as directed by the Development Officer, with an approved sprayer at a rate of not to exceed 0.20 gallons per square yard of surface.

The asphalt material for tack coat shall meet the requirements for Cutback Asphalt, RC-2, item 350, Texas Department of Transportation.

8.4.11.28.6.2 [sic] Tack coat shall be applied when and as directed by the Development Officer, with an approved sprayer at a rate of not to exceed 0.10 gallons per square yard of surface.

The compacted surface course shall be applied at the rate of one hundred sixty-five (165) pounds per square yard on alleys, minor streets, and marginal access streets, and two hundred twenty (220) pounds per square yard on primary and secondary streets, constructed as herein specified in accordance with details shown on typical cross-sections.

Measurement by weight shall be on truck scales approved by the Development Officer. Records shall be kept on the tare load, total load, and net load of the mixture for each load of same.

The paving mixture and construction methods shall conform to item 317, “Hot Mix Asphaltic Concrete,” type “D”, of the standard specifications adopted by the State Highway Department of Texas, January 2, 1951, with the exceptions of the amended clauses cited below:

Stability of item 317.1, Description, is hereby supplemented by the following: The stability of the compacted mixture shall not be less than forty-five percent (45%) nor more than sixty-five percent (65%).

Coarse Aggregate, of item 317.2, Materials, is hereby supplemented by the following: The coarse aggregate for type “D” shall have an abrasion of not more than thirty-five (35) when subjected to the Los Angeles Abrasion Test (AASHO-T96).

Spreading and Finishing Machine, of item 317.4, Equipment, is hereby supplemented by the following: The surface shall be laid by the use of spreading and finishing machine of the screening and troweling type, or of a type approved by the Development Officer.

The surface of the finished pavement shall meet the requirements of the typical cross-section and the surface test.

In case of residential alleys, minor streets, collector and marginal residential access streets, Alternate 1 may be used in lieu of hot mix asphaltic concrete.

Alternate No. 1. Cold Mix Limestone Rock Asphalt. Measurement by weight shall be on truck scales approved by the Development Officer. Records shall be kept on the tare load, total load, and net load of the mixture for each load of same, The paving mixture and construction methods shall conform to item 314, “Cold Mix Limestone Rock Asphalt,” type “C”, of the standard specifications adopted by the State Highway Department of Texas, January 2, 1951, with the exception of the amended clause cited below:

Spreading and Finishing Machine, of item 314.4, Equipment, is hereby supplemented by the following: The surface course, type “C”, shall be laid by use of a motor grader or by the use of a spreading and finishing machine of the screening and troweling type, or of a type approved by the Development Officer. The surface of the finished pavement shall meet the requirements of the typical cross-section and the surface test.

Concrete curb or curb and gutter shall be constructed in conformity with the typical sections and to the lines and grades established by the Development Officer.

Forms may be either metal or well-seasoned wood not less than two inches (2") in thickness. All forms must extend the full depth of the concrete and must be well braced so that the placing and tamping of the concrete will not bulge them. Before concrete is placed, all forms must be thoroughly cleaned and oiled with a heavy form oil or grease. Templates for joints shall be made of steel not less than three-sixteenths of an inch (3/16") in thickness and patterned to the shape of the curb or curb and gutter. Templates shall be oiled and cleaned the same as the forms and spaced so as to cut the curb or curb and gutter in sections of not less than eight feet (8') nor more than ten feet (10') in length. Steel templates shall extend for a distance of eight inches (8") from the top down.

The subgrade shall be excavated so as to have a layer of cushion at least two inches (2") thick of approved material as shown on the typical sections under curbs or curb and gutter. Where the subgrade is rock, adobe or gravel, seventy percent (70%) of which is rock, the cushion need not be used if in the judgment of the Development Officer it is not necessary. In the event of undercut, backfilling with earth will not be permitted. Such backfill shall be accomplished with the material used for base on the adjacent street or with other stable material approved by the Development Officer. All such backfill and cushion shall be leveled, wetted and thoroughly compacted.

Where curb and gutter is to be built, base material shall first be applied, spread and compacted, in accordance with the requirements of “Flexible base,” to the full width of the cross-section and in the quantities necessary to achieve the elevation of the bottom of the curb and gutter.

Curb or gutter and curb shall be reinforced as shown on the typical sections. All steel laps shall be not less than fifteen inches (15").

Transverse expansion joints one-half inch (1/2") in thickness and extending the full width of the curb or curb and gutter, shall be provided at intervals of not more than fifty feet (50'). Such joints must be the full depth of the concrete and be of a material approved by the Development Officer.

Two (2) round smooth steel dowel bars one-half inch (1/2") in diameter and eighteen inches (18") in length shall be installed at each expansion joint in curb and curb and gutter. One (1) nine-inch (9") end of each dowel shall be thoroughly coated with hot oil asphalt or red lead, then wrapped in building paper so that the nine inches (9") shall not be bonded to the concrete. In curb, the dowels shall be placed on the vertical centerline three inches (3") from the top and bottom. In curb and gutter, the dowels shall be placed as shown on the typical sections.

Concrete for curbs or curb and gutter shall have a minimum compressive strength of two thousand five hundred (2,500) pounds per square inch at twenty-eight (28) days. The quantity of mixing water shall not exceed seven (7) U.S. gallons per sack (ninety-four (94) pounds) of portland cement. The slump of the concrete shall not exceed five inches (5"). Concrete which has partially set shall not be retempered or remixed by adding additional ingredients, but shall be disposed of. All tests for ingredients and concrete shall be made in accordance with the applicable methods of tests of the American Society for Testing Materials.

The finish for curb or curb and gutter shall be as specified for sidewalks with all exposed surfaces finished. It shall not be permissible to plaster curbs where forms have stayed on overnight. The forms must be removed and the curb finished monolithic the same day as concrete is poured.

The completed curb or curb and gutter shall be cured in accordance with good engineering practice as approved by the Development Officer.

All utility trenches within the limits of proposed pavement shall be backfilled by one (1) of the following methods:

Material taken from the trench shall be placed in uniform layers not more than twelve inches (12") in depth (loose measurements) and shall be compacted to the density specified herein, except that up to and including the first twelve inches (12") of backfill above the pipe may be settled by jetting with water. Each layer of backfill material, if dry, shall be wetted uniformly to the moisture content required to obtain the specified density, and shall be compacted to the required density by means of a mechanical tamper. The compaction shall be such that the apparent dry density of the minus one-fourth inch (1/4") material in each layer shall be not less than ninety percent (90%) of the maximum dry density as determined by tests on samples of the “Proctor compaction test” (AASHO Method T-99-38).

Material taken from the ditch shall be placed in uniform layers not more than five feet (5') in depth (loose measurement) and shall be compacted to the density specified herein, except that up to and including the first twelve inches (12") of backfill above the pipe may be settled by jetting with water. Each layer of backfill, if dry, shall be wetted uniformly to the moisture content required to obtain the specified density by means of a mechanical “ditch tamping machine,” having a five-hundred-pound, twelve-inch (12") square tamper, capable of developing four thousand (4,000) foot-pounds at full stroke. The compaction shall be such that the apparent dry density of the minus one-fourth inch (1/4") material in each layer shall not be less than ninety percent (90%) of the maximum dry density as determined by tests on samples of the material by the “Proctor compaction test” (AASHO Method T-99-38).

Selected materials taken from the trench shall be placed alongside and on top of the pipe for a depth of twelve inches (12"), wetted if required by the Development Officer, and compacted thoroughly or settled by jetting with water. The remaining depth of the ditch shall then be backfilled with a uniform plastic mixture of “flexible base,” cement and water. Each cubic yard of the mixture shall contain a minimum of one (1) sack (ninety-four (94) pounds) of cement and the necessary amount of water to obtain a plastic mixture. The cement and aggregate shall be mixed in an approved mechanical mixer. Cement stabilized backfill may, as an alternate, consist of commercial transit mix concrete containing a minimum of one (1) sack (ninety-four (94) pounds) of cement per cubic yard. Cement stabilized backfill shall be placed within one (1) hour after mixing and shall be placed and rodded in such manner as to completely fill the backfill area. Before placing cement stabilized backfill, the trench shall be cleaned of any extraneous material and thoroughly wet. All surplus dirt excavated from the ditch shall be removed from the site.

Trench backfill within the limits of alley pavement may be settled by thoroughly jetting with water, provided such jetting is done by not less than six (6) months prior to the construction of flexible base for pavement over such backfill.

In addition to the above-described methods of backfill, where soil conditions permit, utility lines may be installed by jacking or boring and jacking. When pipe is jacked into place without boring the top of the pipe shall be not less than four feet (4') below subgrade. When holes are bored, the top of the pipe shall be not less than three feet (5') below subgrade. Ordinarily the pipe will be pushed into position as the boring auger drills out the ground. Pipe will be placed after the bore is completed only in cases approved by the Development Officer. In no case will bored holes be appreciatively larger than the pipe to be installed.

Dividers having curbs shall be surfaced in accordance with these specifications, as shown on the typical cross-sections of figure I [not printed herein] and to the lines and grades established by the Development Officer.

The subgrade shall be finished to the established grades and will be sprinkled and compacted to the extent directed by the Development Officer in order to place it in an acceptable condition to receive the base material. It shall be firm and free from unstable material and shall be approved by the Development Officer prior to the placing of base material.

The base material shall either conform to the requirements of “Flexible base” of these specifications or shall conform to Texas Department of Transportation specifications, item 213, “Bank-run Gravel.” The base material shall be applied, compacted and shaped in accordance with the requirements of “Flexible base” of these specifications. The completed case [base] course shall have a minimum depth of four inches (4") and shall be finished flush with the top of the curb.

The completed base shall receive a surface composed of two (2) applications of asphaltic material each covered with aggregate, applied in accordance with the provisions of Texas Department of Transportation specifications, item 305, “Two Course Surface Treatment,” except as such specifications conflict with the specific provisions of these specifications.

The asphaltic material shall be oil asphalt, O.A. 230, approved by the Development Officer. The first application of asphalt shall be at a rate sufficient to provide not less than twenty-five hundredths (0.25) of a gallon of bitumen per square yard of surface. The second application of asphalt shall be at a rate sufficient to provide not less than thirty-five hundredths (0.35) of a gallon of bitumen per square yard of surface.

The aggregate used shall conform to Texas Department of Transportation specifications, item 351, type A or type B. The first application of aggregate shall be grade 5 and shall be applied as directed by the Development Officer at a rate of not more than one (1) cubic yard per ninety (90) square yards of surface and not less than one (1) cubic yard per one hundred five (105) square yards of surface. The second application of aggregate shall be grade 10 and shall be applied as directed by the Development Officer at a rate of not more than one (1) cubic yard per ninety (90) square yards and not less than one (1) cubic yard per one hundred five (105) square yards of surface. Each application of aggregate shall be rolled, and broomed as directed by the Development Officer, with a flat wheel roller weighing not more than six (6) tons and not less than three (3) tons.

The rate of application of asphalt and the grade and rate of application of aggregate may be other than those specified herein if approved by the Development Officer.

All subdivisions shall be provided with water supply and water distribution systems approved by the department of state health services, except that no system shall be required provided the subdivision meets all the following requirements: (1) the subdivision contains lots each of an area of one (1) acre or more; (2) each such lot within the proposed subdivision is supplied with a potable water supply approved by the Development Officer; (3) the subdivision is located outside the city limits; and (4) the subdivision lies outside the area included within said Comprehensive Master Plan for water system improvements in effect at the time. Plans and specifications for water distribution systems shall conform to the criteria mentioned in this article; shall be submitted to the Development Officer for approval; and no plat shall be approved by the commission without prior city approval of the plans and specifications for the water supply and distribution system in those instances where a water supply and water distribution system is required. Construction of the system shall be subject to inspection by the city to insure compliance with and adherence to the criteria and to the approved plans and specifications.

Piping for water mains and connections shall be poly-wrapped ductile iron AWWA C151/C105 or Polyvinyl Chloride (PVC) AWWA C900 or C905, with either mechanical or single rubber gasket joints. All pipe, fittings and appurtenances shall be new materials.

Water mains smaller than eight inches shall not be permitted, except water mains less than 600 feet long and located solely in residential areas may be six inches in diameter provided the minimum flow and pressure requirements set out in this ordinance are satisfied. No more than 1 fire hydrant shall be installed on any six-inch water main.

In all areas, water mains shall be the shorter of either 3,000 feet or that length which would by fluid friction render the main incapable of producing the minimum flow and pressure requirements set out in this ordinance for the type of area to be served.

In all areas, water mains shall be looped to avoid dead-end mains and water waste from dead-end flushing.

All water mains shall be located in dedicated streets or fire lanes, or in the community open space in a planned unit development. On streets with curbs and sidewalks, all water mains shall be located in the parkway between the curb and the sidewalk.

Water mains in principal commercial and industrial areas shall be sized so that the minimum fire flow from any single fire hydrant shall be not less than 3,000 gallons per minute with not less than 20 psig residual pressure. Water mains in light commercial areas shall be sized so that the minimum fire flows from any single fire hydrant shall be not less than 1,500 gallons per minute with not less than 20 psig residual pressure. Water mains in residential areas shall be sized so that the minimum fire flow at any single fire hydrant shall not be less than 750 gallons per minute with 20 psig residual pressure and a domestic use of 2 gallons per minute for every lot in the subdivision.

The distribution system in commercial and industrial areas shall be equipped with a sufficient number of valves and the valves shall be so located that no case of accident, breakage or repair to the water distribution system mains will necessitate shutting from service a length of water main greater than either one side of a single block or a maximum of 500 feet. The distribution system in residential areas shall be equipped with a sufficient number of valves and the valves shall be so located that no case of accident, breakage or repair to the water distribution system mains will necessitate shutting from service a length of water main greater than either two sides of a single block or a maximum of 600 feet.

Service lines of two inches or less shall be copper. Service lines larger than two inches shall be copper, ductile iron AWWA C151/C105, or PVC AWWA C900. The minimum sizes of service lines that shall be used are as required in the following table.

The concrete lining shall extend to the design depth of flow plus the required freeboard. From the top of the concrete lining to the top of the ditch, a side slope not steeper than two (2) horizontal to one (1) vertical with sod shall be required.

For normal conditions, the concrete lining shall be a minimum of four inches (4") thick and reinforced with six-inch by six-inch (6" x 6") gauge wire mesh reinforcing or #3 round bars placed not more than eighteen inches (18") on centers both directions. Where surcharge, nature of ground, height and steepness of slope, etc., become critical, design shall be in accordance with latest structural standards. All concrete lining shall develop a minimum compressive strength of not less than two thousand five hundred (2,500) pounds per square inch in twenty-eight (28) days.

Vertical walls will be permissible in depth not to exceed two feet (2') unless properly fenced or enclosed.

Easements or rights-of-way for concrete-lined channels shall extend a minimum of two feet (2') on both sides of the extreme limits of the channel.

The minimum “N” value or roughness coefficient of 0.015 shall be used for a wood float type surface finish. This “N” value is as used in Manning’s formula.

Where velocities are in the supercritical range, allowances shall be made in the design for the proper handling of the water.

The depth of the sodded channel shall be for the design depth of the flow plus the required freeboard. (See table titled “Drainage Freeboard Table” [subsection e.].)

Sodding shall be placed over the entire surface area of the channel.

The side slope shall not be steeper than three (3) horizontal to one (1) vertical.

Easements or rights-of-way for sodded channels shall extend a minimum of two feet (2') on one (1) side and fifteen feet (15') for an access road on the opposite side of the extreme limits of the channels, when such channels do not parallel and adjoin an alley or roadway. When such channels do parallel and adjoin an alley or roadway, the easement or right-of-way shall extend a minimum of two feet (2') on both sides of the extreme limits of the channel. Where utilities are installed in the access road of the drainage right-of-way, said right-of-way shall extend two feet (2') on one (1) side and seventeen feet (17') on the opposite side of the design limits of the channel. These seventeen feet (17') are to provide an accessway along channel with a maximum cross-slope of one-half inch (1/2") per foot toward channel.

The “N” value or roughness coefficient as used in the Manning formula, shall be 0.035 for sodded channels.

Sodding shall not be required in those instances where rock exists and where, in the opinion of the Development Officer, sodding would be impractical.

The following velocity chart shall be used for scour protection and to determine the type drain which shall be used. Concrete-lined channels may also be used at velocities less than eight (8) fps if so desired by the Development Officer.

Where velocities are in the supercritical range, allowance shall be made in the design for the proper handling of the water.

Storm sewers shall be designed on a twenty-five-year frequency and shall be subject to the approval of the Development Officer.

For all ordinary conditions, storm sewers shall be designed on the assumption that they will flow under the design discharge; however, whenever the system is placed under a pressure head, or there are constructions, turns, submerged or inadequate outfalls, etc., the hydraulic grade line shall be computed and plotted in profile. In all cases adequate outlets shall be provided and the system adequately designed.

Culverts and bridges shall be designed to adequately handle a twenty-five- or fifty-year frequency, depending on the crossing involved.

All culverts and bridges shall be designed for an H-20-44 or H-20 S16-44 loading[.]

All drainage structures shall be constructed in accordance with the plans and to the lines and grades established by the Development Officer. All work shall be done in compliance with the provisions of these specifications and item 420, “Concrete for Structures,” of the Texas Department of Transportation standard specifications.

All concrete in drainage structures shall develop a compressive strength of not less than three thousand (3,000) pounds per square inch in twenty-eight (28) days and shall conform to the requirements of item 420, “Concrete for Structures,” of the Texas Department of Transportation Standard specifications. The maximum size of coarse aggregate shall be one and one-half inches (1-1/2").

All castings shall conform to the requirements of the standard specifications for Gray Iron Castings, ASTM Designation A-48 for Class 2 Gray Cast Iron. Castings shall be boldly filleted at angles and the arises shall be sharp and perfect. Castings shall be true to pattern in form and dimensions, free from pouring faults, sponginess, cracks, blow holes and other defects in positions affecting their strength for the service intended. Bearing surfaces shall be cast with such precision or shall be so machined that perfect bearing will be attained. Manhole covers which “rock” in the ring will not be accepted.

Outlet pipes shall be filled into the forms with the ends flush with the inside face of the inlet walls and the concrete shall be placed and rodded around the pipe so as to form a watertight joint.

Drainage structures shall be backfilled in accordance with item 104.5A of the Texas Department of Transportation standard specifications.

All bridges and culverts shall be designed for an H-20 loading.

The Development Officer shall be advised before any construction is started in order for adequate inspection to be provided.

Sewers shall be located in the centerline of streets and four feet (4') from the north or east lines where in alleys or as otherwise approved.

All sewer lines shall be placed to line and grade as directed by the Development Officer.

All joints shall be hot poured G.K. Compound, or equal.

Manholes shall be spaced not more than four hundred feet (400') apart where possible.

Manholes shall be provided at intersecting streets or alleys where there is a possibility of future extensions.

Manholes shall be provided where required by the Development Officer.

All wastewater collection system improvements shall be designed and sized to meet the minimum design standards in the latest edition of “Design Criteria for Sewerage Systems” as established by the TCEQ.

Where the location of the sewer is not clearly defined by dimensions on drawings, the sewer shall not be closer vertically or horizontally than nine feet, to a water supply main or service line. Gravity sewer lines passing over water lines shall be constructed of pressure rated pipe for a distance of at least ten feet on each side of the crossing, with no joints within five feet of the crossing. In lieu of a pressure rated pipe crossing, the gravity sewer line shall be encased in concrete in accordance with regulations of the TCEQ.

Sewer lines shall be of PVC plastic, SDR 35/ASTM 3034, or another type pipe approved in writing by the city.

Sewers shall be constructed according to TCEQ standard specifications as to trenching, bedding, backfill and compaction.

Eight-inch diameter pipe shall be the minimum acceptable for gravity flow sewer mains and lines. All sewers shall be sized to accommodate the maximum peak flow plus infiltration flows that will render the pipe flowing no greater than three-fourths full.

Manholes shall be spaced not more than 400 feet apart and shall be constructed in accordance with TCEQ standard specifications.

Lift station capacity shall be no less than 100 gallons per minute per pump. Lift station force mains shall be designed and sized to produce a complete exchange of wastewater every other cycle of the pumps. Force mains and fittings shall be of ductile iron or PVC pipe, pressure class. The pipe shall have either mechanical joints or rubber gasket joints as approved by the city. The minimum force main size shall be four inches.

Service lines serving individual lots shall be no smaller than four inches in diameter.

For single-family developments the area of land to be dedicated for parkland purposes shall be equal to one (1) acre for each (100) single-family dwelling units, or 10% of the gross area of the development’s land area, whichever is less.

Prior to the issuance of any building permits for multi-family development;

Concurrently with the final plat for a single phase development;

For a phased development the entire park shall be either platted concurrently with the plat of the first phase of the development; or

The developer may provide the City with financial security against the future dedication by providing a bond, irrevocable letter of credit, or other alternative financial guarantee such as a cash deposit in the amount of the appraised value of the parkland. The amount of the financial guarantee is calculated by multiplying the number of acres of parkland required to be dedicated by the average value of an acre of land in the subdivision. The average value of an acre of land in the subdivision is calculated by dividing the fair market value of the land in the subdivision by the number of acres in the subdivision. To make this calculation, the subdivider may select one of the following fair market value determinations:

The current fair market value of the land as determined by a qualified real estate appraiser at the subdivider’s expense, if the City Manager or designee approves the appraiser and certifies that the appraisal fairly reflects the land value; or the current fair market value of the land as determined by a qualified real estate appraiser employed by the City. The financial guarantee will be released to the developer, without interest, upon the filing of the final plat for the subsequent phase that dedicates the required parkland.

The City may require a subdivider to pay cash in lieu of parkland dedication. In the event that the city requires cash in lieu of parkland dedication, the subdivider shall pay a fee equal to five percent (5%) of the total appraised value of the subdivided property, as determined by the Medina County Appraisal District.

When a subdivision will result in less than 100 residential units or less than five total acres, the subdivider shall make a cash payment in lieu of parkland dedication. The subdivider shall pay a fee equal to five percent (5%) of the total appraised value of the subdivided property, as determined by the Medina County Appraisal District.

Cash paid in lieu of parkland dedication shall be paid into a “parkland fund” to be created by the City of Hondo, and shall be expended by the City for the acquisition, development, or rehabilitation of parkland or for improvements to existing parkland.