Chapter 12.10 CONSTRUCTION AND INSTALLATION

The minimum widths of street right-of-way shall be as follows:

Alley	20 feet
Residential local street	60 feet
Residential thoroughfare	60 feet
Commercial street	60 feet
Industrial	60 feet
Industrial thoroughfare	80 feet
Cul-de-sacs (when permitted)	See below

Cul-de-sacs are to be avoided, but when necessary, the length of a street involving a cul-de-sac shall be not less than 600 feet unless otherwise approved by the Angola Board of Public Works and Safety (ABPWS). Cul-de-sac right-of-way shall be as follows:

Residential: radius = 55 feet, diameter = 110 feet.

Industrial: radius = 70 feet, diameter = 140 feet.

§ 12.10.030 Construction of streets – Minimum street widths.

All right-of-way widths for proposed subdivision streets and other developments must be approved by the Angola Board of Public Works and Safety.

(Ord. 1241-2006; Ord. 1121-2003; Ord. 1066-2002; Code 2000 § 150.51(A))

The minimum widths of streets shall be as follows:

Alley (assuming no curbs), bituminous or concrete width	10 feet
Residential Streets
Back-back curb	32 feet
Bituminous or concrete width for curb and gutter	28 feet
Bituminous or concrete width for straight curb	31 feet
Pavement only, no curbs, when approved by ABPWS	28 feet
Residential Cul-de-Sacs
Radius to back of curb	45 feet
Diameter, back-back of curb	90 feet
Pavement only, no curbs, when approved by ABPWS, same as above
Commercial Development
Back-back curb	32 feet
Bituminous or concrete width for curb and gutter	28 feet
Bituminous or concrete width for straight curb	31 feet
Pavement only, no curbs, when approved by ABPWS	28 feet
Industrial Development
Back-back curb	36 feet
Bituminous or concrete width for curb and gutter	32 feet
Bituminous or concrete width for straight curb	35 feet
Pavement only, no curbs, when approved by ABPWS	32 feet
Commercial and Industrial Cul-de-Sacs
Radius to back of curb	60 feet
Diameter to back of curb	120 feet
Pavement only, no curbs, same as above

Note: Contractors may request permission to pour concrete streets monolithically.

All street widths for proposed subdivision streets and other developments must be approved by the Angola Board of Public Works and Safety.

(Ord. 1241-2006; Ord. 1121-2003; Ord. 1066-2002; Code 2000 § 150.51(B))

§ 12.10.040 Street construction materials and specifications – Geotechnical engineering services and report.

Geotechnical engineering services shall be performed under the supervision of a licensed professional engineer registered in the state of Indiana. These services include a subsurface investigation, pavement design and preparation of a written report and shall be provided by the developer of the project. At least one copy of the report must be submitted to the city of Angola for review. The report must bear the seal of the registered professional engineer and must include, but not be limited to, the following:

The AASHTO standards utilized for sampling and testing methods;

Graphical boring logs showing boring number, sampling method used, date of start and finish, surface elevation, description of soil and thickness of each layer, soil classification per the AASHTO method, depth to loss or gain of drilling fluid (if applicable), number of blows per foot (N-values) for each sample; and where applicable, depth to cave-in and groundwater elevations during field activities and immediately after drilling, and other lab test results;

A chart illustrating the soil classification and the terminology and symbols used on the soil boring logs;

A location plan showing the locations of the soil borings;

A description of the existing surface conditions and summary of the subsurface conditions;

A summary of all laboratory test results;

§ 12.10.050 Street construction materials and specifications – Field investigation.

Recommended pavement section(s), including pavement type, layer thicknesses, etc.;

(H)

A summary of the effect of groundwater on the design of the pavements;

(I)

Construction recommendations including soil material and compaction requirements for site fill, soil modification/stabilization (if needed), construction backfill, and for the support of pavements;

(J)

Recommendations for temporary excavation and temporary protection, such as sheeting, underpinning, and temporary dewatering systems (if applicable);

(K)

An evaluation of the effect of weather and/or construction on the pavement subgrade during construction.

(Ord. 1473-2014 § 1; Code 2000 § 150.51(C))

The field investigation needs to be designed to evaluate subgrade soil types, determine groundwater levels, and examine support conditions along the proposed alignment. It should be noted that, before any field exploration, the locating and marking of utilities within and around the project area shall be performed at least 48 hours prior to the boring program. Buried utilities must be located prior to any excavation or drilling. It is the responsibility of the geotechnical consultant to contact Holey-Moley to locate and mark all known utilities in the area of the borings. Traffic control during the subsurface investigation is also the responsibility of the geotechnical consultant. The sections below summarize the minimum requirements for the field investigation.

Boring Methods.

Borings should be advanced using three-and-one-quarter-inch I.D. (inside diameter) hollow-stem augers. Samples should be recovered in the undisturbed material below the bottom of the augers using the standard drive sample technique in accordance with AASHTO T-206. A two-inch O.D. (outside diameter) by one-and-three-eighths-inch I.D. split-spoon sampler is driven a total of 18 inches with the number of blows of a 140-pound hammer falling 30 inches recorded for each six inches of penetration. The sum of blows for the final 12 inches of penetration is the standard penetration test result commonly referred to as the N-value (or blow-count). Split-spoon samples should generally be recovered at two-and-one-half-foot intervals to a depth of 10 feet, and at five-foot intervals thereafter to the termination of the boring.

Boring depths are to be a minimum of seven and one-half feet below the design subgrade in cut areas. In fill areas, borings shall be drilled to a depth of seven and one-half feet or one and one-half times the fill height (whichever is greater). Boring depths may need to be extended if poor soils are encountered during the investigation.

In general, boring locations should be dictated by topography, proposed maximum cut/fill locations, utilities, and visible surface conditions. However, for planning purposes, borings should be drilled at a maximum spacing of 300 feet and in alternating lanes. Additional borings along the alignment should be drilled to investigate conditions such as filled drainage ways, obvious poor subgrade areas, etc., as determined by the professional engineer.

Groundwater levels must be measured and recorded during boring drilling and after the competition of the drilling process.

§ 12.10.060 Street construction materials and specifications – Laboratory testing.

Boring Backfill. Upon completion of the boring program, borings drilled in nonstructural (topsoil) areas should be backfilled with auger cuttings. However, if borings are drilled in existing roadway areas, they must be backfilled with auger cuttings up to a minimum depth of five feet below the existing surface and then should be backfilled to one foot below the existing ground surface with bentonite or a material of similar properties. The remaining foot should be backfilled with pavement patch material (asphalt patch for asphalt pavements and quickset concrete for concrete pavements).

(Ord. 1473-2014 § 2; Code 2000 § 150.51(C))

Samples obtained from the soil borings should be taken to a soils laboratory where they shall be classified and have the required soil testing performed. The main purpose behind laboratory testing is to classify and group subgrade material to evaluate support properties and moisture conditions that can affect the long-term pavement performance. Laboratory testing may consist of the following: grain size distribution, Atterberg limits, moisture content, unconfined compression, California bearing ratio, swell/consolidation tests, loss of ignition test, and other tests as deemed necessary.

Soil Classification. All samples obtained from the soil borings should be classified according to the AASHTO classification system. All samples shall be visually classified, but classification testing shall be performed on a representative sample from each major soil type. These tests include the Atterberg limits and sieve and/or hydrometer analyses.

Moisture Content. The natural moisture content shall be performed for every cohesive soil sample obtained from the borings. This information is used to evaluate the moisture profile at each boring location. Soil modification shall be considered as a viable option when the in situ moisture content in the upper one to two feet of the pavement subgrade is more than four percent higher than optimum moisture content. See AMC § 12.10.100 for soil modification requirements.

Proctor Compaction Tests. Moisture-density (Proctor) curve should be obtained for soils in cut areas that will be used as fill for the project. A Proctor curve may also be needed for soils at the proposed subgrade depth if the soil varies from the cut sections. The modified Proctor compaction test should be performed according to AASHTO T-180.

Resilient Modulus or California Bearing Ratio. The pavement design will be based on the soil's resilient modulus (M_r) determined directly from a resilient modulus test or correlated from the California bearing ratio (CBR) test using:

M_r (psi) = 1500 × CBR

Most of the soils within the city of Angola consist of clay soil materials (72 percent), while sands and gravel consist of about 14 percent. Typical CBR values for these soil types are summarized in the table below.

Typical CBR Values
Soil Type	CBR (%)
Natural Clay	3 to 5
Compacted Clay	5 to 7
Natural Sand or Gravel	7 to 15
Compacted Sand or Gravel	10 to 30

CBR and resilient modulus testing should be performed in accordance with AASHTO T-93 and T-307, respectively. For most projects, one test should be sufficient. The sample to be tested shall be determined by the geotechnical consultant based on the predominance of the soil type along the alignment and sound engineering judgment. If the CBR is less than two, or resilient modulus is less than 3,000 psi, soil stabilization shall be used as described in AMC § 12.10.100.

§ 12.10.070 Street construction materials and specifications – Pavement design standards.

Other Tests. Additional testing may be needed depending on the soils obtained from the field investigation. Loss on ignition (organic content) tests shall be performed in accordance with AASHTO T-267 if samples contain soils identified as peats and/or other organic material with similar organic properties or in an area of known peat pockets in subgrade soils. Other tests, including consolidation, unconfined compression, etc., may be performed if soft clay soils are encountered.

(Ord. 1473-2014 § 3; Code 2000 § 150.51(C))

General. The pavements, which are to be constructed within public rights-of-way, shall be designed to conform to the following standards. The design method shall be based on the 1993 AASHTO Guide for Design of Pavement Structures. Alternatively, the newer Mechanistic-Empirical Pavement Design Guide may be used. The pavement design shall incorporate the results of the subsurface investigation, laboratory testing and anticipated traffic. The pavement section shall be designed by an experienced and qualified engineer licensed in the state of Indiana. The sections below provide guidance for both flexible (asphalt) and rigid (concrete) pavements.

Asphalt Pavements. Asphalt pavements shall consist of hot mix asphalt (HMA). Note that there are many different pavement sections that will adequately support the anticipated traffic for the given subsurface conditions. Therefore, the designer has some flexibility in determining the recommended pavement section components based on cost, availability of materials, local practice, etc. Thus, there is no standard pavement section recommended in this chapter, but the following minimum pavement sections for both residential and industrial/commercial streets are shown in the table below. Underdrains shall be used if the long-term water level is within two feet of the bottom of the pavement section. Underdrains shall meet the requirements of INDOT Standard Specification 718 and be installed on both sides of the proposed roadway or street.

Street Classification	Minimum Asphalt Pavement Section
Residential Mixture Type B	1.5 inch – Asphalt Surface – 9.5 mm 3 inches – Asphalt Base – 25 mm 8 inches – Aggregate Base
Industrial and Commercial Mixture Type B	1 inch – Asphalt Surface – 9.5 mm 2 inches – Asphalt Intermediate – 19.0 mm 3 inches – Asphalt Base – 25.0 mm 8 inches – Aggregate Base

The aggregate base layer shall consist of INDOT No. 53 aggregate placed and compacted over a properly prepared subgrade as described in AMC § 12.10.080. Recycled Portland cement concrete may be used in place of No. 53 aggregate; provided, that it meets the INDOT gradation and class requirements for No. 53 aggregate. The use of recycled Portland cement concrete as aggregate base must be approved by the Street Commissioner and the City Engineer prior to construction.

Concrete Pavements.

All concrete pavements shall be jointed reinforced concrete pavements (JRCP) rather than plain jointed concrete pavements (PCP) unless otherwise approved by the City Engineer. A joint plan showing the longitudinal construction joints and sawed transverse joints as well as the corresponding rebar and dowel reinforcement shall be submitted to the City Engineer prior to construction for approval.

§ 12.10.080 Street construction materials and specifications – Pavement construction standards.

The minimum thickness of concrete pavement for residential streets shall be six inches. The minimal thickness of concrete pavement for all industrial and commercial streets shall be eight inches. All concrete pavements shall be underlain by a minimum thickness of four inches of INDOT No. 53 aggregate subbase. Underdrains shall be used if the long-term water level is within two feet of the bottom of the aggregate subbase. Underdrains shall meet the requirements of INDOT Standard Specification 718 and be installed on both sides of the proposed roadway or street.

(Ord. 1473-2014 § 4; Code 2000 § 150.51(C))

No work shall begin until the plans have been approved by the Angola Board of Public Works and Safety, and until the contractor meets with the Street Commissioner and the City Engineer.

Subgrade Preparation. The pavement area shall be adequately stripped to remove all topsoil and any other organic material. Proof rolling shall be performed to locate any soft or loose areas that need to be treated or removed prior to placement of engineered fill or pavement base course materials. Proof rolling should consist of repeated passes of a loaded, pneumatic-tired vehicle such as a tandem-axle dump truck or scraper. All pumping, spongy, and yielding material, which does not readily compact, shall be removed from within slope-stake limits and to such depths as necessary. Alternatively, the use of geogrids and compacted aggregate base (INDOT No. 53) may be used to bridge marginal subgrade. Geogrids shall consist of Tensar TriAx TX140, TX160, or equivalent and shall be placed on the subgrade and covered by a minimum of 12 inches of INDOT No. 53 aggregate.

All excavations shall be adequately shored to avoid damage to the existing pavement structure, its approaches, adjacent roadway, embankments, tracks, buildings, or other property.

All rock greater than six inches in diameter shall be removed or broken off at least six inches below the subgrade surface. Holes or depressions resulting from the removal of unsuitable material shall be filled with either INDOT No. 53 aggregate or INDOT No. 2 stone choked with two inches of INDOT No. 53 stone or B borrow material and compacted to conform to the surrounding subgrade. During subgrade preparation, adequate drainage shall be provided at all times to prevent water from standing on the subgrade.

The subgrade shall be constructed uniformly transversely across the width of the pavement including shoulders or curbs unless shown otherwise on the plans by compacting the soil to 95 percent of the maximum dry density determined by a modified Proctor per AASHTO T-180. Final grading must be performed by a motor grader or CMI machine rather than a bulldozer or other equipment.

(5)

The subgrade shall be checked by the Street Commissioner and the City Engineer for conformance to the approved plans. The contractor may not place any subbase, compacted fill or aggregate on the subgrade until approved by both the Street Commissioner and the City Engineer. See AMC § 12.10.100 if soil modification/stabilization is needed.

Fill Placement and Compaction.

All fill should be clean and free of organic material, debris, deleterious materials and frozen soils. Samples of the proposed fill materials should be tested prior to initiating the earthwork and backfilling operations to determine the classification, the natural and optimum moisture contents and maximum dry density and overall suitability as a fill.

All grade-raise fill shall be compacted to at least 95 percent of the maximum dry density determined by a modified Proctor per AASHTO T-180. To achieve the recommended compaction of the structural fill, the fill should be placed and compacted in layers not exceeding eight inches in loose thickness.

Care must be exercised during grading and fill placement operations. The combination of heavy construction equipment traffic and excess surface moisture can cause pumping and deterioration of the near surface soils. The severity of this potential problem depends to a great extent on the weather conditions prevailing during construction. The contractor must exercise discretion when selecting equipment sizes and also make a concerted effort to control construction traffic and surface water while the subgrade soils are exposed. Heavy construction equipment (i.e., dump trucks, scrapers, etc.) shall be rerouted away from the pavement areas when possible.

Asphalt Pavements. Asphalt should be placed and compacted in lifts no greater than three and one-half inches in loose thickness. Tack coats shall be applied in accordance with INDOT Standard Specification No. 406. The HMA mixture shall be compacted with proper equipment, which includes: three wheel, pneumatic tire, tandem, or vibratory roller. Suggested number of passes for each lift at a maximum of two and one-half miles per hour is listed below, but compaction needs to be approved by a field density test (per AMC § 12.10.100).

Three wheel – two to four passes.

Pneumatic tire – two to four passes.

Tandem – two passes.

Vibratory roller – six passes.

Concrete Pavements.

The concrete mix and producer must be approved by the City Engineer before construction begins. Concrete shall not be placed on frozen subbase and shall be placed when the ambient temperature is 35 degrees Fahrenheit and above. Placement of concrete pavements shall be by the slip form or formed methods. Concrete shall be thoroughly consolidated against the faces of all forms or adjacent concrete surfaces. Hand placed concrete shall be thoroughly consolidated with the use of a vibrator. Vibrators shall not operate in any one location to bring excessive mortar to the surface, and shall not come in contact with a dowel bar assembly, subgrade, subbase, or forms. Forms may be removed as soon as the concrete has hardened sufficiently.

The paver shall spread, consolidate, and shape the freshly placed concrete in one complete pass to provide a dense and homogeneous pavement. The paver shall be of sufficient weight and power to construct the specified JRCP, at an adequate variable forward speed, and without transverse, longitudinal, or vertical instability. The paver shall be equipped with an automated steering and elevation control system.

The paver shall consolidate by vibrating the concrete for the full width and depth of the pavement. Vibration shall be accomplished by internal vibrators, which have a variable frequency range of 7,000 to 12,000 vibrations per minute. The amplitude of vibration shall be between 0.025 inches and 0.06 inches. The vibrators shall be spaced and operated to achieve acceptable consolidation.

§ 12.10.090 Street construction materials and specifications – Quality control/quality assurance.

The contractor shall be responsible for the protection of the existing joints from the intrusion of fresh concrete mortar, and for any damage to existing pavement caused by the operation of mechanical equipment. Concrete materials that fall on or are worked into the joints or surface tines of an existing slab shall be removed immediately. Concrete shall not be mixed, placed, or finished when the natural light is insufficient.

(Ord. 1473-2014 § 5; Code 2000 § 150.51(C))

Construction field-testing shall be performed by an independent commercial testing laboratory hired by the city of Angola. QC/QA shall be performed throughout the construction phase of the project to ensure quality standards. The following standards shall be followed unless specified otherwise by the Street Commissioner and the City Engineer.

Field density tests shall be performed on compacted base aggregate to make sure proper compaction is reached. Field density tests shall be performed in place using a nondestructive nuclear gage method in accordance with ASTM D6938-10. Frequency of compaction tests shall be no less than every 200 feet in alternating lanes if a two-lane roadway or no less than 200 feet in each direction for a multi-lane roadway on each lift of fill and the required compaction must be obtained on each lift before placing another lift. The location of the compaction tests shall be determined by the Street Commissioner and the City Engineer.

Field density tests shall also be performed on asphalt pavement materials to make sure proper compaction is reached. Field density tests shall be performed in place using a nondestructive nuclear gage method with a frequency at the rate of one test every 200 feet per lane for each asphalt course.

For concrete pavements, an American Concrete Institute (ACI) certified concrete field testing technician, Grade I, should be on site to direct all sampling and testing. The fresh concrete shall be monitored during placement for conformance with the plans and specifications. Testing shall include slump, air content and ambient and concrete temperature for each 100 cubic yards (or fraction thereof) of fresh concrete in accordance with the appropriate AASHTO test method listed below.

Air test: AASHTO T-152 or ASTM C-173.

Making and curing test specimens: AASHTO T-23.

Sampling fresh concrete: AASHTO T-141.

Slump: AASHTO T-119.

In addition, four test cylinders shall be cast for compression testing. Two of the cylinders shall be tested at seven days, and two tested at 21 days.

§ 12.10.100 Street construction materials and specifications – Soil modification/stabilization.

The contractor and City Engineer will conduct an inspection of the new pavement for any damage, including freezing or random cracks. The inspection and all necessary repairs shall be completed prior to opening the pavement to nonconstruction traffic.

(Ord. 1473-2014 § 6; Code 2000 § 150.51(C))

The purpose of subgrade modification is to create a working platform for construction equipment, which is commonly performed when the subgrade consists of moist soft clays or moist loose granular soils. If the in situ moisture content is more than four percent higher than the optimum moisture content, soil modification shall be required. If conditions allow, the moisture content of the subgrade shall be lowered by scarification and air-drying. Otherwise, the use of chemical treatment as indicated in Table 12.10.100 shall be performed. The purpose of subgrade stabilization is to enhance the strength of the subgrade. As indicated in AMC § 12.10.060(D)(2), soil stabilization shall be used if the CBR is less than two or the resilient modulus is less than 3,000 psi. The pavement design engineer should refer to the Design Procedures for Soil Modification or Stabilization by INDOT for details regarding both soil modification and stabilization. The minimum pavement sections indicated in Table 12.10.100 shall still apply even if the soil is modified or stabilized as described below.

When chemical modification or stabilization of subgrade soils is being required, the following criteria may be used for chemical selection based on the index properties of the soils.

Table 12.10.100 Criteria for Chemical Selection
Subgrade Conditions	Chemical for Modification/Stabilization	Typical Quantity by Weight (%)
Clay content > 20% and PI > 10	Quick or Hydrated Lime	4 to 6
Clay content ≤ 20% and PI ≤ 10	Cement	3 to 6

Note that blends of lime and Class C fly ash, or cement and Class C fly ash, may also be used based on laboratory testing. The Eades and Grim pH test shall be used to determine the optimum lime content. Laboratory testing shall be performed to determine the appropriate chemical mixture rates and how the soil reacts with the proposed chemicals, especially swelling. The laboratory results must be submitted to the City Engineer for final approval for use in the project. When soil modification is used, it shall be required for the full roadbed width including shoulders or curbs.

§ 12.10.110 Construction of streets – General construction procedures and notes.

The chemical modifier shall be stored and handled in accordance with the manufacturer's recommendations. Mixing of the chemical modifier and soil shall be performed by rotary speed mixers or disc harrow to a depth of 14 inches until a uniform mixture is obtained. Compaction shall begin as soon as practical after mixing. Lime modified soils shall be compacted within 24 hours after mixing, and cement modified soils shall be compacted within three hours after mixing. Proofrolling of the treated subgrade is required before placing aggregate base or new fill. Additional testing using a dynamic cone penetrometer may be required as directed by the Street Commissioner and the City Engineer. Pavement materials may not be placed until curing is complete. Additional guidance may be obtained from the INDOT Standard Specifications, Section 215.

(Ord. 1473-2014 § 7; Code 2000 § 150.51(C))

No work may begin on any street until the plans have been approved by the Angola Board of Public Works and Safety.

No work may begin on any street until the contractor meets with the Street Commissioner and the City Engineer.

The final subgrade must be cut or graded with a motor grader or CMI-type machine. Bulldozers and/or other equipment are not acceptable for final subgrade.

The contractor will notify the Street Commissioner and the City Engineer a minimum of 48 hours prior to the testing of the subgrade.

The compaction tests will be taken at the locations designated by the Street Commissioner and/or City Engineer.

In addition to the compaction testing, the Street Commissioner and/or City Engineer will require the subgrade to be inspected or proofrolled by the application of wheel loads using a loaded tandem-axle dump truck. All soft and yielding materials will be aerated and regraded, or removed and replaced, or stabilized using lime.

§ 12.10.120 Construction of streets – Verification of quantities of material.

The Street Commissioner and/or City Engineer will check the subgrade for conformity to the approved plans.

(H)

The contractor may not place any subbase, compacted #1 or #2 limestone until the subgrade is approved by both the Street Commissioner and the City Engineer.

(I)

The contractor will notify the Street Commissioner and the City Engineer a minimum of 48 hours prior to the testing of the subbase, compacted aggregate #53.

(J)

The compaction tests will be taken at the locations designated by the Street Commissioner and/or City Engineer.

(K)

The Street Commissioner and/or City Engineer will check the subgrade for conformity to the approved plans.

(L)

The contractor may not place any HAC #5D bituminous base until the subbase is approved by both the Street Commissioner and the City Engineer.

(M)

Tack coat must be applied prior to placing any HAC #11 bituminous surface.

(Ord. 1241-2006; Ord. 1121-2003; Ord. 1066-2002; Code 2000 § 150.51(D))

All materials incorporated into the street construction must be accompanied by a ticket from the producer.

Concrete that is used in curbs, curb and gutter, or concrete pavement must be accompanied by a ticket from the producer that shows the date, type of mix, any additives, water quantity, time of batch, and the quantity in cubic yards that was delivered.

At least the first ticket must show the various weights of cement, coarse aggregate, fine aggregate, other aggregates, additives, and water. The last ticket of the day, for each mix, will show the total amount of material delivered that day.

Aggregates that are used in the subgrade or subbase must be accompanied by a weigh ticket from the producer. The ticket shall show the date, type of material, time of loading, gross weight, tare weight, truck number, and net weight of material, in tons. The last ticket of the day, for each aggregate, will show the total amount of material, in tons, delivered that day.

Bituminous materials that are used in the base or surface courses must be accompanied by a weigh ticket from the producer. The ticket shall show the date, type of material, time of loading, gross weight, tare weight, truck number, and net weight of material, in tons.

The last ticket of the day, for each aggregate, will show the total amount of material, in tons, delivered that day.

§ 12.10.130 Construction of curbs and gutters.

Materials that do not have the proper producer tickets will not be accepted.

(Ord. 1241-2006; Ord. 1121-2003; Ord. 1066-2002; Code 2000 § 150.51(E))

Construction of curbs and gutters shall conform to city specifications on file in the office of the City Engineer, and on matters not covered by the city specifications construction shall conform to current requirements of the state highway department standard specifications or as agreed to by the owner and the city.

(Ord. 806, 1991; Code 2000 § 150.52; Code 1981 § 12.10.030)

§ 12.10.140 Construction of sidewalks and driveways.

Construction of sidewalks shall conform to the specifications of the city on file in the office of the City Engineer.

§ 12.10.150 Location of water and sewer lines.

Construction of driveways shall conform to the specifications of the city on file in the office of the City Engineer.

(Ord. 806, 1991; Code 2000 § 150.53; Code 1981 §§ 12.10.040 and 12.10.050)

It is the policy of the city that wherever possible sewer lines shall be located on the south or west side of the street behind the curb and in the terrace. If there is no curb the sewer line may be located in the street right-of-way as approved by the city. Water lines shall be located, if possible, on the north or east side of the street behind the curb and in the terrace. If there is no curb, the water line may be located in the street right-of-way as approved by the city. To the extent possible, installation and bedding shall conform to the pipe manufacturer's recommendations and in all cases to the plans submitted to and approved by the City Engineer prior to the commencement of construction and to the requirements of IDEM and any other appropriate government agency. Construction shall not commence until the city has issued a written notice to proceed.

(Ord. 806, 1991; Code 2000 § 150.54; Code 1981 § 12.10.060)

§ 12.10.160 Main sewer line specifications – Testing.

Main sewer lines shall be of a diameter not less than eight inches and shall have a cover of not less than five feet. All laterals from main sewer lines to customers' property shall be of a diameter of not less than six inches and shall have a cover of not less than four feet. All new sewer lines shall be subjected to infiltration/exfiltration tests. All weirs, bulkheads, catchments or other equipment required to perform the tests shall be furnished by the contractor, owner or other person installing the line. The city shall be notified not later than one working day in advance of any testing. Testing will be in accordance with generally accepted procedures and may include low pressure air tests. Written reports of the results of the testing will be furnished to the city for the city's use in determining whether to issue a letter of acceptance of the line into the city's sewer system.

(Ord. 806, 1991; Code 2000 § 150.55; Code 1981 § 12.10.070)

§ 12.10.170 Water main extensions.

The type, size, location and layout of water main extensions shall be in accordance with standards of the city and the state Department of Environmental Management, Public Water Supply Section, Office of Water Management (or other legally constituted agency) as evidenced by plans, maps and specifications approved by the City Engineer before the commencement of construction. Upon construction completion, the City Engineer shall be furnished with as-built drawings indicating materials used, the location of water mains and appurtenances, and distance from permanent objects existing in the area after completion of installation.

(Ord. 806, 1991; Code 2000 § 150.56; Code 1981 § 12.10.080)

§ 12.10.180 Gate valves.

All gate valves shall conform to the most recent revision of AWWA Standard C509, covering resilient seated gate valves. Valves shall open counter clockwise (cc). The wedge shall be of ductile iron or cast iron and shall be completely encased with synthetic or urethane rubber. The sealing rubber shall be permanently bonded to the wedge in conformity with ASTM tests for rubber metal bond ASTM D429. The stem shall be sealed by not fewer than two O-rings contained within the stuffing box. All stem seals shall be replaceable with the valve wide open while subject to full rated pressure. Valve body and bonnet shall be coated, inside and out, with fusion-bonded epoxy. Bonnet and body and stuffing box bolts and nuts shall be Type 18-8 stainless steel.

(Ord. 806, 1991; Code 2000 § 150.57; Code 1981 § 12.10.090)

§ 12.10.190 Tap sleeves.

All tap sleeves shall be of ductile or cast iron or other type as approved in advance of installation by the city Water Superintendent. Smaller items such as brass items, tap saddles and service boxes shall conform to the recommendation of the Water Superintendent before installation.

(Ord. 806, 1991; Code 2000 § 150.58; Code 1981 § 12.10.100)

§ 12.10.200 Fire hydrants.

All fire hydrants shall conform to AWWA Standard C502 for dry barrel fire hydrants and shall be Mueller Centurion hydrants or other hydrants as approved by the Water Superintendent. All hydrants shall have two two-and-one-half-inch hose nozzles, one four-and-one-half-inch pumper nozzle and a five-and-one-quarter-inch main valve. In residential areas a hydrant shall be placed at each street intersection and at intervening points not more than 500 feet apart. The spacing of hydrants in apartment areas and commercial and industrial areas will be determined on a case-by-case basis by the Fire Chief and the Water Superintendent and will depend upon the requirements for adequate fire protection.

(Ord. 806, 1991; Code 2000 § 150.59; Code 1981 § 12.10.110)

§ 12.10.210 Line valves.

All line valves shall be located so that a break in the main would not require shutting off more than 500 feet in a high valve district nor more than 800 feet in other areas. Valves will be placed accordingly (at 500-foot or 800-foot intervals) on straight lengths with no intersections and at every intersection. The number of valves and placement shall be according to directions of the Water Superintendent. All water mains shall conform to AWWA Standard C600-87 for ductile iron water mains and shall be not less than six inches in diameter and shall have not less than five feet of cover nor more than six and one-half feet of cover unless approved by the Water Superintendent. The size of water mains, however, involves variables and the Fire Chief and Water Superintendent shall make the final determination for taking into account the following considerations: Where dead ends are involved the pipe shall be not less than eight inches if the dead-end line is more than 600 feet in length and not less than 10 inches if the dead-end line is more than 2,500 feet in length.

(Ord. 1037-2001; Ord. 806, 1991; Code 2000 § 150.60; Code 1981 § 12.10.120)

§ 12.10.220 Remote water meter for new construction.

All new construction shall have a remote water meter, installed at the expense of the property owner. The Water Superintendent shall approve the size and type of pipe and meters on all installations. House service lines shall utilize a five-eighths-inch meter and be serviced by a three-quarter-inch Type K soft temper copper pipe ASTM D88 of the flare type and shall have a cover of not less than five feet. All joints and fittings for service lines shall be of brass, either of the flare or compression type design.

(Ord. 806, 1991; Code 2000 § 150.61; Code 1981 § 12.10.130)

§ 12.10.230 Pressure testing.

All pipes and valved sections shall be pressure tested by the persons installing the same. The Water Superintendent shall be advised one working day in advance of the testing. The testing will be accomplished by generally accepted procedures included in AWWA Standard C600-87, Section 4.1. The contractor or property owner shall furnish all gauges for the test, make all taps into the pipes, and insert all necessary plugs. The contractor or owner and the Water Superintendent shall jointly inspect all exposed pipes, fittings, valves, hydrants and joints during the testing. All defective materials will be removed and replaced without cost to the city. A leakage check shall be conducted after the pressure test. The contractor or owner shall furnish apparatus necessary for the leakage check. Water for the tests will be provided by the city.

(Ord. 806, 1991; Code 2000 § 150.62; Code 1981 § 12.10.140)

§ 12.10.240 Disinfection of new water mains.

The disinfection of all new water mains prior to their being released for use shall be performed by the contractor, owner or developer and shall follow procedures set forth in AWWA Standard C651-86 and shall produce bacteriologically satisfactory water on two successive sets of samples collected at 24-hour intervals.

(Ord. 806, 1991; Code 2000 § 150.63; Code 1981 § 12.10.150)

§ 12.10.250 Snow plowing.

The following procedures and requirements must be completed prior to the initiation of snow plowing on new streets in residential subdivisions or commercial or industrial developments.

Sanitary sewer improvements must have passed exfiltration/infiltration, deflection, and manhole testing requirements. If applicable, force mains have passed pressure test requirements. If applicable, lift stations have been completed in accordance with plans previously approved by the city. The contractor and/or developer shall be required to submit a sewer tap log report. All manholes shall have had castings sealed and adjusted to grade. The Wastewater Superintendent shall have signed off on the construction section of the design review routing sheet.

Inlets, catch basins, manholes, detention and/or retention areas, and storm sewers shall have been constructed in accordance with plans previously approved by the city of Angola. Detention and/or retention areas shall have been seeded and riprap and control structures are in accordance with said previously approved plans. All paved inverts shall have been poured in applicable structures and all castings shall have been adjusted to grade. The Street Commissioner shall have signed off on the construction section of the design review routing sheet.

Fire hydrant assemblies, in-line valves, valve boxes, and water mains shall have been constructed in accordance with plans previously approved by the Water Superintendent. All water mains shall have passed city pressure test requirements. All water mains shall have passed bacteriological testing requirements as prescribed by IDEM and AWWA. The contractor and/or developer shall have submitted a water tap log report. All valve boxes shall have been adjusted to grade. The Water Superintendent shall have signed off on the construction section of the design review routing sheet.

The developer's engineer shall have submitted six copies of as-built prints to the City Engineer for distribution to the other city departments. The prints must show actual locations of all streets, sanitary sewer appurtenances, storm sewer appurtenances, and water main appurtenances. Invert elevations and top of casting elevations must be provided for all sanitary sewer and storm sewer appurtenances along with at least one project benchmark.

All compaction test forms and all aggregate tickets, concrete tickets, and bituminous tickets for materials used on the project must have been submitted to the City Engineer. The City Engineer shall have signed off on the construction section of the design review routing sheet.