15.02 Site Work
15.04 Culinary Water System Construction
15.05 Sewer System Construction
15.06 Road and Street Construction
15.01.020 Plans and Drawings
15.01.030 Permits and Licenses
15.01.040 Construction Inspection
15.01.050 Construction Completion
15.01.060 One Year Performance Period
15.01.070 Fees for Inspection and Engineering
SECTION 15.01.010 General
1. This Section outlines the general requirements for development and improvements to be made to City infrastructure. This includes construction for new subdivision and for development or repairs made in old or existing areas within the City.
2. City infrastructure includes, but is not limited to streets and roads, street and traffic signs, storm drains, sewage collection system, culinary water distribution, or any other facilities or systems which will become the responsibility for the City to own, operate and maintain subsequent to construction. The design of Subdivisions shall be compatible for both current and future developments. Infrastructure improvements shall be designed to assure that all facilities may be naturally connected to existing City systems without interrupting, or damaging existing City infrastructure and services. All facilities shall be constructed within established rights-of-way or boundary lines of developments. All improvements shall be done at the expense of the Developer and shall be subject to approval of the City. Additional testing other than the testing outlined herein may be done by the City to confirm the test results submitted by the Developer. All subdivision construction plans shall be provided by a licensed professional civil engineer registered in the State of Utah. All construction testing shall be done by an independent testing laboratory or firm certified by the State of Utah.
SECTION 15.01.020 Plans and Drawings
1. The Developer shall provide plans, showing suitable detail for construction, to the City for approval prior to construction. The developer shall send the plans to the City with an appropriate transmittal letter requesting review and approval. The City shall review and either approve, or require adjustments to the plans. If adjustments are required, the Developer shall make the adjustments and re-submit the plans to the City for approval. The Developer shall allow the City 30 days in which to review and provide approval or response in regards to the plans.
2. Once the plans are approved by the city, the Contractor of the improvements shall not deviate therefrom, neither in line, nor grade, nor from materials specifications and construction requirements (if different then specified herein). If during construction, the Developer desires to construct improvements different from design in approved plans, approval of these changes must be obtained, in writing from the City. Exact tolerances on construction of line and grade shall be allowed to only deviate slightly from those submitted in the approved construction plans. Constructed vertical deviations in curb, road, gutter, and sewer pipelines shall be no more than five (5) hundredths of a foot. Flow streams shall be continuous downgrade to assure flow path integrity, and shall meet state minimum requirements. Horizontal alignments of curb, gutter and roadway shall be within one tenth (1/10) of a foot.
3. Upon completion of construction, the Developer shall provide, on both hard copy, and soft copy (computer file) a copy of “As Constructed” or “As Built” drawings which show actual elevations of construction within 1/100th of a foot. The soft copy, or computer file of the as-builts shall be provided in AutoCad R12 “.DWG” or “.DXF” or Microstation “.DGN” file type.
4. All construction plans and as-built drawings shall be done in a clear and legible fashion according to sound engineering and drafting practice. The following requirements apply to plans and drawings:
A. Drawings shall be 24-inch X 36-inch with ½-inch borders on top, bottom, and right side. A 1 ½-inch border shall be on the left side for binding purposes.
B. North arrow shall be included on all plan views.
C. Drawing scale and elevations shall be called out.
D. Stationing and elevations for profiles shall be shown.
E. Title Block shall show:
1. Milford City
2. Project Title (or subdivision name, etc.)
3. Name or type of drawing.
4. Space for stamp and approval signature of Developer’s Engineer and City’s Engineer.
5. Name of Engineering Firm preparing the drawings.
6. Sheet numbering.
F. Separate sheets with culinary water distribution facilities in bold shall show:
1. Scale 1” = 50’ or 1” = 100’
2. Size and location of water valves, and fire hydrants.
3. Size and location of water pipe, material, and pressure class.
G. Separate sheets with surface improvements shall show:
1. Curb and gutter, cross drains, drainage structures, sidewalk, and road plan and profiles.
2. Road centerline profile, and curb flowline shall either be shown in profile, or, for clarity shall be called out in plan.
3. Cross drain slope and elevations shall be shown.
4. Back to Back of curb dimensions.
5. Storm drain pipe material, size, and type.
6. Identification of projected storm flows at key conveyance intersections and all outlets from subdivision areas.
7. Bench mark locations and elevations for field construction and confirmations.
H. Separate sheets with sewer collection facilities shall show:
1. Scale 1”=50’ or 1”=100’ horiz. or plan, and 1”=5’ or 1”=10’ vert.
2. Location, size, type, footage, and grade of collection pipelines.
3. Manhole locations with inlet and outlet elevations.
4. Bench mark locations and elevations for field construction and confirmations.
I. Separate sheets for details shall be included where the Developer intends to construct improvements which do not comply with the drawings included herein. Details for pumping stations, bridges, and other facilities that are not shown in the detail drawings in these standards shall be included. Structures and facilities shall meet or exceed the current UBC and NEC codes and shall show:
1. Concrete reinforcing and foundation stabilization
2. Scale of each detail.
4. Electrical Schematics and details including design criteria.
SECTION 15.01.030 Permits and Licenses
Prior to construction of improvements, the Contractor of construction for new development within the City shall provide the City office with a copy of the original E-100 (Engineering, Utility & City infrastructure) Contractor’s License as issued by the State of Utah Division of Occupation and Public Licensing. This will provide the City with assurance that the Developer’s Contractor has the required knowledge necessary to construct the improvements. All Contractors excavating within City limits shall obtain a excavation permit from the City office.
SECTION 15.01.040 Construction Inspection
1. Construction Inspection. All construction shall be subject to inspection and approval or rejection by authorized agents of the City. Authorized agents to be City Inspectors include the City Public Works Director, the City Engineer, or other agents appointed by the City. The City Inspector shall have the authority to stop construction for issues of non-compliance. Work shall be stopped until defective work is corrected or non-compliance issues are settled by the Developer. It shall be the responsibility of the Developer to provide to the City, by written letter of notification, of the improvements which are scheduled to be constructed. Notification shall be provided 48 hours prior to construction. A separate letter of notification is required for each of the following:
A. Construction and installation of sewer pipelines.
B. Construction and installation of water pipelines.
C. Construction of curb, gutter, sidewalk and roadways.
D. Excavation for construction of special structures and facilities such as pumping stations and bridges.
2. Setting forms and placement of concrete for construction of special structures and facilities such as pump stations and bridges.
SECTION 15.01.050 Construction Completion
The Developer shall obtain from an authorized City agent a written notice of final inspection which approves all constructed improvements. The inspecting City agent may require additional work where the construction is defective or deficient by issuing a punch-list identifying all areas where additional work is needed. The Developer shall have 30 days in which to correct defective work or complete deficient work. When all work has been completed the Developer shall obtain from the City inspector a written notice of final inspection which approves all of the work.
SECTION 15.01.060 One Year Performance Period
The letter of approval from the City Inspector approving and accepting constructed improvements for new development shall initiate the one-year performance period for the construction. If, within the one-year performance period, any work is found to be defective, the Developer shall promptly correct the defective work at no expense to the City. If the Developer does not comply and make requested corrections within 30 days of the request to do so, the City may make corrections to the defective work. The Developer shall be responsible for all costs incurred by the City in making the corrections including direct costs associated with removal and replacement, and associated professional services and legal expenses incurred by the City.
SECTION 15.01.070 Fees for Inspection and Engineering
The Developer shall pay to the City of Milford the direct cost for inspection of construction and for an engineers review of the construction plans. The City shall bill the Developer for these expenses. The Developer shall have 30 days in which to remit this fee. Depending on how City administration is structured at the time of development, a portion of, or all of these fees may be waived. In the event the City has a Professional Engineer on it’s staff to review subdivision plans, the review fee shall be waived. In the event the subdivision is small, or done in small phases (15 lots or less) the City shall endeavor to inspect construction with it’s own maintenance personnel. Otherwise, these fees shall be charged. The Developer may request that the City provide an estimate of the amount of these fees prior to construction. The estimate shall be within 10% of the actual billable amount for these services.
15.02.010 Materials for Site Work
15.02.020 Earthwork Construction
15.02.030 Disturbances and Re-Construction of Improved Surfaces
15.02.040 Applicable Regulations
SECTION 15.02.010 Materials for Site Work
A. The material requirements in this section are provided as general specifications. All materials specified herein may not be needed for development construction. However, for new subdivision development, pipeline and surface improvements, most of these specifications will apply.
B. Road base and surface course material, bedding material, and backfill materials shall comply to the specifications in this section.
C. Contractors shall furnish and install all materials as described and specified in this section as required to make improvements and as shown in the detailed drawings included herein, or shown in the construction plans.
D. Frozen materials shall not be used as pipe bedding, trench backfill, nor earthen fill areas.
2. Excess Materials. The Developer, Owner/Builder or Primary Contractor shall make all necessary arrangements to fully contain and dispose of all excess earthen, construction and construction materials and debris in a lawful manner. Debris must, in no case be allowed to become scattered away from the construction site. Disposal of excess sitework material left on development lots shall be the responsibility of the Developer, Owner/Builder or Primary Contractor.
3. Pipe Bedding.
A. GENERAL. The Contractor shall install pipe bedding around all pipe haunches and 8 to 12 inches over the top of the pipe with a proper material. Sharp angular rock which could damage the pipe shall not be used. Rocks in pipe bedding shall not be larger than approved by the pipeline manufacturer or as specified herein.
B. PIPE BEDDING.
1. Pipe bedding is required in all sewer and water pipeline installations and at all locations along the pipeline length. Pipe bedding shall be a fine select material which may be obtained naturally from trench excavation, as long as these specifications are met. Pipe bedding may also be imported material which meets these specifications.
2. Pipe Bedding Schedule.
Type of Pipe Bedding Size
Galvanized Steel Pipe 2”
PVC Pipe 1”
Ductile Iron Pipe 2”
HDPE Pipe 1”
3. Bedding size as shown on the above schedule means the maximum mean diameter of stone which is allowed as pipeline bedding material. Any backfill material with larger rock size in a representative backfill material sample (5 gallon bucket) shall not be used.
4. Trench Backfill
A. NATIVE. As is normally preferred, trench backfill is typically done with native material obtained in excavation operations. This is acceptable as long as the material meets these specifications. The largest rock allowed in backfill trenches over pipelines and fills is 6 inches. If rocks 6 inches and larger are occasionally encountered during backfill operations, the Contractor may pick them out as backfill is being placed. Organic material such as tree limbs, rubbish, debris, and other similar objectionable matter shall not be allowed in backfill trenches. Broken pieces of concrete and asphalt will be allowed in trenches as long as the maximum dimension across any piece of the material is less than 6 inches. Not more than 10 percent of trench backfill material shall be courser than ½ inch in gradation. Frozen earthen materials are not allowed as trench backfill material.
B. IMPORTED. Where native trench material is unsuitable or insufficient, the Contractor shall import a native trench material that meets the above specification for native trench backfill.
5. Untreated Base Course
A. In all areas where roads and streets are to be constructed, bituminous base course (BSC) shall be constructed over an untreated base course or UBC. UBC is required under all structural concrete work such as curb, gutter, and sidewalks. Contractors shall submit to the City a copy of gradation sheets taken at the source crusher by an independent test laboratory for the material being used. The minimum placement thickness of in roads and streets shall be 4 inches or as shown on the drawings. UBC shall meet the following gradation schedule:
SEIVE SIZE PERCENT PASSING
½” 75 to 95
#4 40 to 60
#16 20 to 40
#200 5 to 12
6. Bituminous Surface Course.
A. On roadway edges for new construction, or in areas where repairs are made, the Contractor shall prime UBC edges or sawcut edges with a two-inch bead of type MC-70-250 bituminous primer material. Hot mix bituminous surface course shall conform to the specifications for asphalt pavement for ½ inch gradation BSC, as found in Section 402 of the State of Utah Standard Specifications for Road and Bridge Construction. Asphalt cement content shall be 6 percent plus or minus 0.5%. The minimum required placement thickness of BSC is 3 inches or as shown on the drawings.
B. The Developer shall be ultimately responsible to assure that pavement design and placement thickness of UBC and BSC are suitable for the soils over which roadways are to be constructed to common engineering practice.
C. Finishing and placement of BSC shall be done by a lay down machine and further rolled and compacted into place in a smooth, uniform manner. The final pavement surface shall be free of ruts and surface irregularities. A 1 ½ to 2% crown to the middle of the roadways shall be accomplished. If defective asphalt is apparent from pitting or spalling away of the BSC, the Contractor shall remove the defective area by saw-cutting an edge, placement of a primer around the edges, and compacting a suitable material into place.
7. Embankment and Fill Material. When fill material is required to build up an area for proper grade and line, or where embankment for ditches, or bridges is required, the Contractor shall construct the fill or embankment material using approved granular borrow material from a site approved by the City Engineer. Granular borrow material shall have no rocks or stones larger than 3 inches in any measurement across the stone or rock perimeter.
8. Rip - Rap. Rip-rap material shall be used to line ditches, or on slopes or embankments where the potential for erosion can occur. Rip-rap shall consist of hard, fractured stone. Rip-rap shall be placed loosely in a minimum 8-inch thick layer. No rock smaller than 1-inch thick, and at least half of the rock shall be greater in size than one half the rip-rap placement thickness layer. The specific weight of the stones shall be between 2.5 and 3.0.
(Ord. Ordinance 4-2007 Materials for Site Work, Amended, 06/05/2007)
SECTION 15.02.020 Earthwork Construction
1. General. All earthwork required for construction of pipelines and roads shall conform to this section.
2. Preparation Work.
A. Clearing and Grubbing. Prior to construction of pipelines or roadways, the Contractor shall clear and remove all trees, brush, roots, and other objects from the area scheduled to receive improvements. All debris shall be removed from the site so as to not allow for wasting the materials in pipeline trenches or under construction or roadways and concrete work. Areas under roadways must particularly be cleared of all roots. This requires a minimum of 12 inches to be removed from a brushy or tree laden area.
B. Disposal. The Developer shall dispose of objectionable material at his own expense at a disposal site where such material can be legally and lawfully wasted. Debris from clearing and grubbing must be wasted away from development sites at a location outside of the Milford City limits to avoid unsightliness and danger to City residents.
A. The Developer shall be ultimately responsible for damage to existing underground facilities during excavation operations. The Contractor shall contact all appropriate public utilities for notification of construction activity and for marking and locating of underground lines. The City shall assist the Developer in locating underground utilities owned and operated by the City.
B. Where excavation is done too deep for proper elevation placement of concrete structures, the Contractor shall fill with UBC and compact to the desired elevation for construction of concrete footings. Where excavation is done to deep for proper elevation placement of pipelines, the Contractor shall fill the void with a sandy or granular material to support the pipeline for it’s entire length. Pipelines and structures shall be installed in excavated areas or trenches only after the trench is compacted to 95% of maximum proctor density.
C. Conflicts in line and grade of existing pipelines requiring adjustments to line and grade of water and sewer pipelines shall be approved by the City Engineer or Public Works Director.
D. Where mud or unsuitable soil is encountered where pipeline, road, or structure construction is scheduled, the Developer shall allow time for the soil to dry out, or excavate and remove the material prior to construction of roads, pipelines, or structures.
E. In areas where the Developer will be connecting to existing city facilities under improved surfaces, the Developer shall saw-cut a sufficient area to allow for construction of trenches without disturbing asphalt. The Contractor shall restore the surface improvements such as asphalt, or sidewalk to it’s original condition. Concrete or asphalt pieces removed may be used in trench backfill only if the pieces meet the specifications under site work materials (Section 15.02.010)
F. Opening Trenches. At no time shall an open trench in construction be more than 500 feet in length. An open trench is defined as the condition of earthwork excavation which will allow for pipeline installation at it’s proper line and grade. Trench access will be available at every 100 feet of trench length for trenches deeper than 5 feet. Ladders shall be situated such that a workmen in the trench would have to walk no more than 50 feet to access a ladder. Ladders should extend at least 2 feet above the trench. No trenches shall be allowed to stay open overnight.
G. Blasting. Solid rock formations encountered during normal excavation may require blasting operations to construct the necessary improvements. Blasting is normally prohibited in the City Limits and shall only be allowed by issued written permission from the City. The Contractor shall have shown that no other method of excavation is feasible prior to requesting permission for blasting. Blasting shall be done only by qualified and experienced blasting Contractors. The Developer shall be ultimately responsible for any claims, damages, injuries, complaints, or any other alleged damages resulting from blasting operations. No blasting will be allowed within 15 feet of an existing above or underground structure. All blasting shall comply with State and Occupational Safety and Health Act (OSHA) requirements.
H. Trench Reinforcement. Where necessary trenches and other excavations may require trench boxes or shoring in order to construct pipelines or other underground improvements. The Contractor shall be responsible for shoring and maintaining the integrity of pipelines crossed by trenching operations. In areas where the trench is deep, the Contractor shall either excavate out at a 2:1 slope, or utilize trench boxes for the safety of workmen. Shoring and reinforcement may be more appropriately done by installation of piers and sheeting. However, nothing in this section or elsewhere written herein shall be considered as allowance of trenching operations which depart from safety operations specified in standards set forth by OSHA.
I. Waterways and Trench De-Watering. The Contractor shall stockpile trench materials in such a manner as to avoid any disturbance of existing waterways. Any damage done to city or other properties as a result of neglect by the Contractor in maintaining existing waterway integrity shall be the responsibility of the Developer. Additionally, no water shall be allowed to drain into trenches from storm, farming, or ditch runoff. Water shall be allowed into the trenches for the express purpose of obtaining optimum moisture for compaction. Trenches that fill with water shall be pumped dry and/or excavated and replaced with dry suitable backfill material. Water jetting to obtain compaction and settlement of trenches is not allowed.
4. Pipeline Bedding
A. Pipeline bedding material shall comply with the specifications found in Section 15.02.010 for each type of pipeline. Care shall be taken to assure that coated pipelines shall not be damaged. In the event damage occurs, proper measures shall be taken to repair damages to the coatings.
B. Pipeline bedding shall be placed in such a manner as to support the pipe for its entire length. Bedding shall be placed and compacted around the pipe to obtain 90% of maximum standard proctor density. Care shall be taken to compact under pipeline haunches. Pipeline bedding shall be placed and compacted in two or more, 6-inch lifts.
5. Backfill, Compaction & Testing.
A. Backfill material shall be as specified in Section 15.02.010. Backfill shall be accomplished in lifts of no more than 18 inch lifts or less. The following densities shall be achieved using a standard proctor curve (ASTM D-698 or AASHTO T-99) for maximum density comparison in areas as listed:
Type of Backfill Percent of Maximum Density
Pipe Bedding 90%
Trench Backfill (in areas under unimproved surface areas) 90%
Trench Backfill (in areas under improved surfaces & roadways) 95%
Fill Under Structures, Buildings, & Manholes 95%
Fill adjacent to structures, outside of roadways 90%
Embankments & Fills 95%
B. Compaction testing shall be done by a State Certified testing laboratory at the Contractor’s expense. The frequency of tests shall be done as follows in random locations, or at locations requested by the inspecting agent:
1. Standard Proctors: One proctor per every type of soil encountered in construction used as backfill. For imported material, or UBC, one test per source.
2. Trenches crossing streets less than 50 feet in length: Three tests in differing lifts.
3. Trenches in streets running parallel to roadway: One test per 100 feet in differing lifts. Three tests minimum per section.
4. Embankments or fills: One test per 400 cubic yards.
5. Near Structures: Two compaction tests per structure.
6. For UBC and Roadbase under improved roads: One test per 100 lineal feet of roadway.
7. For UBC and Roadbase under sidewalks, curb, and gutters: One test per 100 lineal feet of sidewalk, curb, and gutter.
SECTION 15.02.030 Disturbances and Re-Construction of Improved Surfaces
1. General. Improved surfaces described herein include UBC and BSC paved roads and driveways, sidewalks, and curb and gutter, lawns, fences, and landscaped greenery. All construction reflecting in disturbance to existing improved surfaces, whether private or public, shall be replaced to a condition equal to, or better than existed prior to construction.
A. UBC & Gravel Roads. Prior to trenching and construction operations in graveled roads, the existing gravel shall be bladed away and stockpiled separately for replacement. The Developer may opt to not stockpile the material and import all material required for replacement. After completion of construction of pipelines, or trenches, the Contractor shall replace the stockpiled material and supplement the material with additional UBC conforming to these specifications until a minimum of 4-inches of UBC or gravel material is replaced. Grade smooth and compact.
B. BSC Paved Roads. In areas anticipated for disturbance by construction operations, the Contractor shall saw-cut the perimeter of the anticipated disturbed area prior to excavation. Cuts may be done with an asphalt saw-cutting machine, or pneumatic roller type blade. Cuts shall protrude through the entire bituminous layer. Cuts shall be made in neat straight, lines. If damage is done to the pavement outside of the saw-cuts areas, the Contractor shall re-cut and remove the damaged asphalt. Large pieces of broken up bituminous material may be used as backfill as long as the material is sufficiently broken down into smaller pieces that meet backfill requirements in these specifications.
After completion of pipeline work, the disturbed area shall be brought back up to below finish grade and compacted into place to an elevation that will allow for placement of a minimum of 4 inches of UBC and 3 inches of BSC or previously existing thickness, whichever is greater. The edges of the BSC shall be primed with MC-70 primer prior to placement of BSC. Enough material shall be installed to assure that the surface restoration is slightly higher than the undisturbed areas. Surface replacements resulting in depressions shall be removed and replaced. All surface replacement shall be subject to final approval and acceptance by the authorized City agent.
C. Curb, Gutter, and Sidewalk. Removal of these improvements shall be done by saw-cutting, and removing sections, or total removal and replacement of concrete. During replacement of the improvements all joints between undisturbed and restored concrete shall be done with expansion joints and ½ inch radiused edges. Saw-cut edges shall be ground down from sharpness with a carborendum stone or by other means of grinding to prevent the joint from chipping and breaking.
D. Fences, Lawns, & Landscaping. These improvements are typically owned by private entities. The Contractor shall be responsible for repairs to fences, lawns, and landscaping to the satisfaction of the private owner. Assure that easements or agreements with the appropriate owner are executed prior to working on private property. Do not stockpile pipe or other construction materials or debris on private property without express written permission to do so by the property owners.
SECTION 15.02.040 Applicable Regulations
3.05 Administrative Citations
(Ord. Ordinance 5-2007 Applicable Regulations, Amended, 06/05/2007)
15.03.010 Pre-Cast and Pre-Stressed Concrete
15.03.020 Cast in Place Concrete
SECTION 15.03.010 Pre-Cast and Pre-Stressed Concrete
1. General. Pre-cast concrete structures placed in the City such as buried valve vaults, manholes, electrical conduit junctions, etc. shall be provided by a manufacturer with experience in providing pre-cast concrete structures.
2. Shop Drawings. When Contractors desire to provide such structures in construction of City facilities, the Developer shall submit to the City two copies of shop drawings of the structure for approval. Shop drawings shall show steel reinforcement, concrete strength, inside equipment, structure access, sizes of conduit through the structure, and all appurtenant information. A minimum of one plan view and one section view should be included with shop drawings.
3. Standards. All pre-cast structures shall comply with ACI standard 318 or the latest revision “Building Code Requirements for Reinforced Concrete.” Pre-stressed concrete structures shall comply with the Pre-stressed Concrete Institute Manual of Quality Control MNL-166 or latest revision and shall meet the requirements of ASTM A-416 or the latest revision.
4. Structures in Roadways. All pre-cast structures installed in roadways and driveways shall be certified as meeting the requirements for an H-20 loading as defined by AASHTO. Access lids shall also be suitable for H-20 loading standard.
5. Concrete. All concrete used in pre-cast and pre-stressed concrete shall consist of portland cement meeting ASTM C-150 and a mixture of sand and aggregates which conform to ASTM C-153. Concrete will have a minimum of 4,500 psi compressive strength at 28 days after casting.
6. Quality. All pre-cast and pre-stressed concrete structures shall be of quality workmanship. Small surface irregularities may exist such as occasional surface splatter, pin-sized air holes, and joint marks shall be acceptable. However, large irregularities, including, but not limited to large cracks, surface spalls, honeycomb, or surface intrusions of reinforcement shall not be allowed.
SECTION 15.03.020 Cast in Place Concrete
1. General. All concrete form work, material specifications, placement, finish, testing, workmanship, and curing requirements shall be adhered to. Concrete used in construction shall consist of Portland cement, fine aggregate or sand, course aggregate, and water in mixture quantities to provide a plastic, workable, substance in accordance with this section.
2. Workmanship. Cast in place concrete shall be of quality workmanship which will be of both good aesthetic and consistent appearance, as well as providing a durable permanent structure which will last for several years. Unless inherent in the design of the structure, concrete shall be placed in straight, even lines with no bows, warps, or sags. Surface finish shall be as intended and approved by the City Engineer or authorized agent.
A. Strength & Classification. Two Classes of concrete shall be used in construction of City facilities. These are:
1. CLASS A - 3,500 PSI Compressive Strength. Type II low alkali Portland cement. 6 or more sacks of cement per cubic yard. Allowable slump: 2 to 5 inches. Used in all locations except as allowed for
2. CLASS B - 2,300 PSI Compressive Strength. Type III Portland cement. 3 sacks of cement per cubic yard. Allowable slump: 3 to 6 inches. For use only in concrete thrust blocks or for pipe anchors, for pipe bedding, and for flowable backfill on State Highway Crossings.
B. Other Concrete Requirements. Fine and coarse aggregates (sand and gravel) shall be such that the ratio by weight of fine to course aggregate is not less than 1:1 and not more than 2:1. Course aggregates of limestone or sandstone shall not be allowed and all aggregates shall be of such hardness and strength to meet the required compressive strength specification. Course aggregates shall not be any larger than 1-¼” in maximum dimension. All Class A concrete shall be furnished with an air entraining agent to Six ± 1 percent at the time of placement. Water used in concrete mixtures shall be free from impurities such as silt, organic matter, oils, salts, and other impurities. Admixtures to concrete shall not be used without authorization from the City.
4. Concrete Testing. All concrete furnished on City improvements shall be tested to assure quality in material. Concrete shall be tested for slump and air entrainment at the time of placement. Test cylinders for compressive strength shall be taken. Air entrainment tests will be required if requested by the City Engineer. All costs for testing shall be done at the expense of the Developer.
A. Compressive strength Test. Compressive strength testing shall be defined as follows. One compressive strength test is the equivalent of the preparation and breaking of 3 standard cylinders. All cylinders shall be broken at 28 days after placement. The average strength as determined recorded by the pressure required to break each cylinders shall be averaged together. Averages lower than the specified strength shall be considered failed concrete which must be removed and replaced. One test shall be taken per every 30 yards of concrete, or one per placement event.
B. Slump and Air Entrainment. Slump of concrete shall be taken for every 10 cubic yards or every truck of concrete as delivered prior to placement. Air entrainment testing is only required when requested by the City agent and proper notification and arrangements have been made at least one day prior to placement.
5. Placement and Consolidated. No concrete shall be allowed for placement that has been in the truck for longer than 2 hours since batching. Mixing concrete that has partially hardened with water or additionally fresh concrete shall not be allowed. To assure that concrete maintains it’s integrity and mixture consistency, concrete shall be conveyed through chutes, or tubes as close as possible to the location of final placement. No concrete shall be allowed to drop more than 5 feet without the use of a tube or tremie pipe. Consolidation shall be done by means of a mechanical vibrator within 15 minutes of the time of placement.
6. Weather and Temperature Constraints. Concrete may be freely placed at ambient temperatures ranging between 40°F and 80°F. Should temperatures during two-days cure fall below 35°F, adequate means shall be taken to keep temperatures above 50°F, including providing a protective cover over concrete and supplemental heat. Concrete may be placed in ambient temperatures below freezing (32°F), however, the Contractor shall furnish cover and heat to keep temperatures of the air surrounding the concrete at 50°F to 90°F. Concrete shall not be deposited on freezing surfaces.
Concrete shall not be deposited during rainstorms or on days where wind exceeds 50 mph. When winds are between 15 and 50 mph a protective cover shall be placed over concrete flatwork to slow the curing process. Pitted concrete due to rainstorm or excessive cracking due to windstorm may constitute rejection of construction, removal and replacement.
7. Curing. All concrete scheduled to receive paint or concrete sealer shall be water cured. No curing compound shall be used for such finished surfaces. All other surfaces shall be cured using water or a sprayed curing membrane. All finished horizontal concrete surfaces shall be kept wet or moist for a period of 2 days after placement. Structures requiring forms shall have forms remain in place for 5 days, or water cured for 5 days from the time of concrete placement. All concrete shall receive proper curing by one of the following methods:
A. Wet Curing. Flatwork concrete shall be wet cured after initial deposition and set for a 12-hour period after initial set. This shall require complete saturation of the surface by light hosing or sprinkler 3 times during the 12 hour period, not more than 4 hours apart.
B. Form Curing. Concrete requiring forms can remain in the forms for proper curing for a period of 72 hours after placement, or as directed by a consulting engineer for heavy infrastructure projects such as water storage structures, bridges, etc.
C. Membrane Curing. An approved sprayed membrane compound may be used for curing if applied liberally and at the rate specified on manufacturer’s instructions. All curing compounds shall be applied after initial set, within 8 hours of placement.
8. Removal or Repair of Defective Concrete Work. All defective concrete work shall be removed and replaced. Waste and defective concrete shall be removed and disposed of in a legal and lawful manner outside of the City limits. Defective concrete shall be defined as any concrete that has excessive cracking, large chips, spalls, blown-out forms, honeycombed surfaces, failed strength testing or otherwise does not meet these specifications. Patching shall not be done without approval from the City. Areas where concrete is “high” may be ground away with a carborendum stone.
9. Clean-up. Concrete mud pies left from cleaning out trucks shall be removed and disposed of outside of City limits at the contractors expense. Broken forms, break, away ties, and all other construction materials and debris shall be removed from the project site.
10. Finish. All horizontal flat surfaces including sidewalks, driveways, curb, and gutters, shall feature a uniform, flat surface with no irregular depressions or defects. Pitted areas shall be filled with a cement mortar mix consisting of very fine sand and cement in a 50-50 ratio by weight. Filling shall be done while concrete is still “green” or defective areas shall be rejected, removed and replaced. A steel troweled finish shall be provided, followed by a light hairline broomed finish. Hairline brush marks shall be parallel to sloped drainage direction.
Culinary Water System Construction
15.04.010 Materials Specifications
15.04.020 Construction and Testing Specifications
SECTION 15.04.010 Materials Specifications
1. General. Materials indicated in this section are minimum specifications. Materials used in culinary water system constructions shall conform to these minimum standards. Wherever possible, manufacturer and model of specifications shall be provided. This is not intended to disallow non-listed manufacturers. Items of equal quality by other manufacture may be approved as equal by the City Engineer. The intent of these specifications is to provide system uniformity, and to limit stock required to properly maintain and make repairs to the system. All piping materials which are designed to come in contact with culinary water, shall be NSF approved and bear logo indicating “NSF-pw” indicating approval for potable water uses.
1. Distribution System Pipe. Culinary water pipe shall be SDR 21, Class 200 PVC IPS water pipe. The pressure rating of the pipe shall be a minimum of 200 psi. Straight-run pipe joints shall be gasketed bell and spigot. All other directional change and transitional fittings and couplings shall be mechanical joint, Tyler ductile iron or approved equal.
2. Service Lateral Pipe. Service lateral pipe shall be a minimum IPS 200 psi polyethylene (PE) pipe. Service lateral pipe shall be a minimum of 1 inch nominal diameter. PE pipe shall be fitted at it’s ends with Mueller Insta-Tite fittings or Mueller 110 compression couplings, or approved equal.
3. Facilities Piping. Facilities piping is considered to be pipe within and through structures such as valve assembly structures, inside concrete structures, water tank piping, or pump station piping. All facilities piping shall be Class 50 or 51 ductile iron pipe conforming to AWWA C 151-76. Straight run buried joints shall be gasketed bell and spigot. All other directional change and transitional fittings shall be mechanical Tyler ductile iron or approved equal. Ductile iron pipe interior shall be cement mortar lined according to AWWA C-104. Exterior coatings shall be a minimum of 1 mil thick bituminous cement.
B. Valves and Hydrants.
1. Hydraulic Control Valves. Pressure reducing, pressure sustaining, pressure relief and all other types of hydraulic valves shall be Cla-Valve, ductile body Hytrol or an approved equal. Control piping on the valve shall be stainless steel tubing. A sight glass indicator unit shall be featured on all valves. Valve stem and seats shall be stainless steel. Body shall be self straining and cleaning. Valve shall feature needle valve type closing and opening speed adjustments.
2. Ball Valves. All 2” and smaller, shutoff valves in control and pumping facilities shall be Watts, 300 psi WOG rated valves with actuating lever and threaded ends.
3. Gate Valves. All culinary water distribution system shutoff and isolation valves shall be resilient seated wedge gate valves. Gate valve assemblies shall feature square operating nut and thrust restraint on straight runs or where otherwise required. Gate valve shall be Kennedy RS II gate valves, Watrous series 500 or approved equal. Inside structure gate valves shall feature hand wheel type valve actuators. Outside and direct bury valves shall feature square operating nut and a 4” minimum diameter cast-iron valve box, and lid marked “water”. Installation of valve box and lid shall be such that the top of the lid is recessed 1/8 ” to ¼” inch from surrounding grade concrete, asphalt, or soil. All gate valves shall be 300 psi flange or mechanical joint fitted.
4. Air/Vacuum Relief, Release Valves. All vacuum air relief, pressure air relief, or combination of said valves shall be APCO valves, or approved equal sized and selected for the minimum and maximum operating pressures at the installation location.
5. Fire Hydrants Assemblies. Each fire hydrant assembly installed shall feature an isolation gate valve for maintenance and connection to water mains as specified above. Connections to water mains at fire hydrants shall be made with a minimum 6-inch side outlet ductile iron tee fitting. Fire hydrants shall be Watrous Pacer 500, Kennedy Guardian, clow Medallion, or approved equal. Hydrants shall conform with AWWA C-502 “Standard For Dry Barrel, Fire Hydrants”. Hydrants shall feature break-away flange and stems to minimize damage to runaway vehicles in such a way as the valve will remain closed in such an event. The valve opening shall be a minimum of 5 ½ inches in diameter and feature two standard threaded two-inch threaded connections, and one 4 ½ inch standard threaded pumper nozzle connection. The top operating nut shall feature a “open” rotational direction stamp on the nut or cast into the hydrant body.
C. Service Connection Equipment.
1. Main Connection. A service tap shall be provided for each meter or customer connected to the water system. No “twin” or shared service taps shall be allowed. Service taps on PVC water mains shall be done using Mueller H-1600 saddle taps or an approved equal. Each saddle tap shall be secureand fitted with a properly sized Mueller corporation stop, or approved equal. Connection of PE pipe to the corporation stop shall be made with Mueller Insta-Tite or series 110 compression coupling or equal.
2. Meter Yoke. Meter yoke or setter shall be furnished, one per each service. Yokes shall be sized for the meter to be installed at the particular location. Meter yokes shall be state approved, dual check valve type with lock wing stops for service shutoff. Yokes shall feature compression type quick-connect inlet and outlet fittings. Connections to meter yokes shall be made with approved compression couple fittings.
3. Meter Box and Cover. Meter boxes shall be a minimum of 18 inches inside diameter. Sizing shall allow ease in actuation and removal of meter. Meter boxes shall be constructed of ribbed PE pipe, ribbed PVC, concrete, or ductile iron pipe. The meter box cover shall be an appropriately sized cast iron cover with pentagon opening nut. The meter box lid shall be marked with raised, cast in lettering indicating “water meter”
4. Meter. The minimum size meter allowed in the City is a 3/4 - inch water meter. Water meters shall be Sensus SRII sealed - register type meter or an approved equal.
D. Other Materials
1. Locate wire shall be buried with main line and all service laterals. All connections shall be water proofed and caution tape shall be buried two (2) feet above main lines and laterals..
(Ord. Ordinance 1-2007 Culinary Water Construction, Amended, 02/20/2007)
SECTION 15.04.020 Construction and Testing Specifications
1. General. Installation of culinary water system pipelines and components shall conform to all sections of this section. Excavation, trenching and backfill and earthwork testing shall comply will all specifications and requirements set forth in all parts of Section 15.02. This section only describes requirements related to construction of culinary water system improvements.
2. Pipeline Laying. The minimum depth of pipeline installation shall be 36 inches over the top of pipelines. Trenching of pipelines shall be in straight runs to assure ease in location of pipelines between valves, etc. All pipeline trenches shall feature neon blue marking tape installed 12-inches over the top of the pipe marked “Caution - Water” or similar call out identifying underlying pipeline facilities. Joining of pipe shall be done by laying in straight and even runs. Bell and spigot joints shall be securely fully inserted to assure a secure joint. No joining by “springing” the pipe shall be allowed. In mating runs where bell and spigot joints cannot be bottomed out, the Contractor shall utilize mechanical flexible couplings or Dresser couplings to join the pipe. Compaction and bedding of the pipe around it’s haunches shall be required. Work not conforming to these specifications shall be rejected, removed and re-installed.
3. Pipeline Disinfection and Cleaning. All constructed pipelines shall be cleaned and disinfected according to standard methods set forth by the AWWA. These include, but are not limited to the following standards and their published updates:
A. AWWA A100 Standard for Well Disinfection Procedures
B. AWWA B300 Hypochlorite Standard
C. AWWA B301 Liquid Chlorine Standard
D. AWWA C651 Disinfection of Water Mains
E. AWWA C652 Disinfection of Water Storage Facilities
F. State of Utah Rules for Public Drinking Water Systems
Disinfection and cleaning of pipelines can be done concurrently. At the completion of pipeline disinfection the pipelines should be thoroughly flushed and cleaned through hydrant or open valves. Residual testing of cleaned and disinfection of pipelines should indicate a chlorine residual of less than 3 ppm, or background system water residual, using colorimetry testing apparatus. Assurance of adequate disinfection shall be done by the Contractor sending a sample bacteriological sampling bottle to an approved state water testing laboratory after disinfection is complete. Approved sampling bottles can be obtained from the City. Samples shall also be tested for chlorine residual in the bacteriological samples.
4. Pipeline Pressure Testing. The Contractor shall notify the Engineer or City Maintenance of the intent to pressure test piping 48 hours prior to making the test. All pipelines shall be hydrostatically tested to assure proper installation and pipe joining. The Contractor shall be responsible to provide all temporary pumps, motors, gauges, vents, and any other equipment needed to perform the test. All test sections of pipeline shall be isolated from the City system. The system should be filled with water and all air should be allowed to escape from the system by valving or venting at it’s highest elevation. Testing shall be done at 50 psi over static system pressure at the test location, or a minimum of 80 psi, whichever is greater. The following formula indicates the calculation for the acceptable amount of leakage for a passing test:
L = 0.00304(ND)P1/2
L = Allowable leakage in gallons per hour
N = Number of joints in pipeline length being tested
D = Nominal pipe diameter
P = Test pressure in PSI (gauge)
Test sections where the leakage is greater than L, must be repaired. The evidence of leakage must be found, the defective section of pipe unearthed repaired and re-tested.
Sewer System Construction
15.05.010 Materials Specifications
15.05.020 Construction and Testing Specifications
SECTION 15.05.010 Materials Specifications
1. General. Materials indicated in this section are minimum specifications. Materials used in sewer system construction shall conform to these minimum standards. Wherever possible, manufacturer and model of specifications shall be provided. This is not intended to disallow non-listed manufacturers. Items of equal quality by other manufacture may be approved as equal by the City Engineer. The intent of these specifications is to provide system uniformity, and to limit stock required to properly maintain and make repairs to the system.
A. Gravity Sewer Pipe. Gravity sewer pipelines shall be constructed using ASTM D3034, SDR-35 PVC pipe. All pipe shall be stamped or permanently labeled with lettering indicating compliance with this specification. This shall include all service lateral piping, cleanout piping, ells, and wyes. Gravity sewer pipe mains shall be jointed by bell and spigot fittings, fully inserted out in connection. Cleanout wyes and fittings shall be made with solvent welded fittings.
B. Force Main Sewer Pipe. All force main sewer pipe shall be AWWA Class 160 pressure rated PVC pipe. Force main pipe shall be joined by bell and spigot fittings.
C. Structure Pipe. Sewer pipes formed into control structures or other sewer diversion structures shall be constructed using Class 50 or 51 Ductile Iron Pipe (DIP). Buried transition fittings from DIP to PVC pipe shall be made using flexible couplings. Pipe used as structural casing for a PVC carrier pipe shall be a minimum of 6 inches nominal diameter larger than the carrier pipe. Casing pipe shall be new DIP or 0.25” wall steel pipe.
D. Manholes. Manholes shall be constructed of pre-cast, steel reinforced concrete conforming to ASTM C-478. Standard main line manholes shall be a minimum of 48-inches inside diameter with a wall thickness of 5-inches. Flow control, measurement, or drop manholes featuring interior drop piping shall be 60 inches inside diameter with a wall thickness of 6-inches. Manholes shall be as constructed by Geneva Pipe, Amcor, or W.R. White, as manufactured in the State of Utah. Manholes shall feature a dust pan to catch road debris. Fiberglass reinforced plastic steps set at 12-inch centers shall be installed in a vertical alignment from a point 18 inches down from the top of the manhole, down to 18 inches above the manhole floor. The top section of manholes shall be an eccentric cone with an access hole 30-inches in diameter. For low-profile manholes a flat top manhole may be installed in roadways with a minimum of 12-inches of grade ring and roadway gravel/asphalt cover. Flat deck shall be designed and rated for an H-20 loading. All manhole ring and covers shall be cast iron, 24-inches in diameter, with vent holes, and marked “sewer”. Manhole gaskets shall conform with ASTM F-923 and shall be of the Forsheda positive seal type, or gasketed boot and clamp type. Floor bottoms shall be cast with the proper inlet and outlet configurations and elevations. Channels in the floor shall be two thirds the pipe diameter. Floor bottoms shall all slope towards the center channel. Manhole section joints shall be made with mastic seal material to provide a water tight seal.
E. Pipeline Marking Tape. Pipeline marking tape for sewer pipelines shall be a minimum of 8 mil thick poly plastic type, 1 ½ minimum width, and shall be clearly marked as “Caution Sewer Pipeline Below” or otherwise suitably marked.
SECTION 15.05.020 Construction and Testing Specifications
1. General. Installation of gravity sewer pipelines and components shall conform to all sections of this section. Excavation, trenching and backfill and earthwork testing shall comply will all specifications and requirements set forth in all parts of Section 2. This section only describes requirements related to construction of sewer system improvements.
2. Pipeline Laying. The minimum depth of sewer pipeline installation shall be 36 inches over the top of pipelines. Trenching of pipelines shall be in straight runs from manhole to manhole to assure ease in location of pipelines between valves, etc. All pipeline trenches shall feature neon green marking tape installed 12-inches over the top of the pipe marked “Caution - Sewer” or similar call out identifying underlying pipeline facilities. Joining of pipe shall be done by laying in straight-sloped runs. Proper grade shall be assured and maintained by using laser targeting equipment. Bell and spigot joints shall be fully inserted to assure a secure joint. No joining by “springing” the pipe shall be allowed. In mating runs where bell and spigot joints cannot be fully inserted, the Contractor shall utilize mechanical flexible couplings or Dresser couplings to join the pipe. Compaction and bedding of the pipe around it’s haunches shall be required. Work not conforming to these specifications shall be rejected, removed and re-installed. Slopes shown in the approved design shall be maintained with no more variation than 0.02% in construction.
3. Pipeline Cleaning. Gravity sewer pipelines shall be flushed and cleaned to remove dirt and debris prior to testing. This may be done by positioning a water rig above an upstream cleanout or manhole. This procedure may be done only when the new sewer pipelines are not yet connected to the rest of the sewer system. Proper cleaning of the pipeline will assist in proper mandrel testing of the pipeline.
4. Mandrel Testing. All gravity sewer pipeline mains shall all be mandrel tested by an independent testing contractor at the cost of the developer. Mandrel testing shall be done using a go, no-go 9-prong minimum testing device. The contact length of the mandrel shall equal the nominal diameter of the pipeline. The mandrel shall be configured to pass through 5 percent deflection or deformation, and bind on any deformation greater than 5 percent. Sections found to be defective shall be removed, replaced and re-tested.
5. Exfiltration Testing. Exfiltration testing shall be done according to the pipe manufacturer’s testing schedule using the air test method on spans between manholes. The City shall be contacted 48 hours in advance to exfiltration testing to assure that City Maintenance or the Engineer can be present to witness the testing. At a minimum, the pipe shall be tested at 5 psi. The pipe shall be allowed to drop to 3.5 psi, and the time for the pipe to drop from 3.5 to 2.5 psi shall be measured. The allowable minimum times for the pressure drop to take place in tabulated lengths and diameters of pipeline are as follows:
Minimum Time in Minutes:Seconds for 3.5 PSI to 2.5 PSI Leakage Test
PipeDia.(ins) 100 ft 200 ft 300 ft 400 ft 450 ft
8 3:45 3:45 3:45 5:05 5:40
10 4:45 4:45 5:55 7:55 8:55
12 5:40 5:40 8:30 11:25 12:50
Road and Street Construction
15.06.010 General Road Construction
SECTION 15.06.010 General Road Construction
1. General. All road construction shall be done to the widths and thickness shown in approved construction drawings. Design widths and alignments of roads in new subdivisions shall conform with the Circulation Map shown in the General Plan and on file in the Milford City Office. Required widths of roadways, defined as 1 foot back of walk to 1 foot back of walk shall be as follows:
Main Arterial Streets 80 Feet
Minor Arterial Streets 60 Feet
Industrial Collector. 60 Feet
Residential Collector 50 Feet
A. Prior to final road construction, all underground utilities, including power, water, sewer, gas, and telecommunications, and any other utility service to be provided shall be constructed. In lieu of total construction of the facilities, public utilities may install casings and conduits across roadways for later insertion of these utilities. After completion of road work, absolutely no utility construction in streets shall be allowed, except for maintenance and repairs. At a minimum, utilities to be operated by the City including water and sewer shall be completed prior to road construction.
B. During road construction, installed utilities shall be protected from damages, including manholes, water valves, and utility boxes. All damages made to buried utilities shall be repaired by the Contractor. Manholes shall be protected from dust and dirt intrusion by placing at least two sheets of 4 mil plastic between the ring and cover. Prior to acceptance of work, manholes shall be cleaned free from dirt and debris. Such debris shall be removed with a broom and dustpan, and not allowed into the sewer pipelines.
C. Final roadway construction shall produce a firm, unyielding, uniform surface. Roads shall receive a crown of 2 percent. Construction of subgrade, road base, and finish course asphalt shall all be done in a crowned fashion to assure thickness requirements across the entire roadway cross section.
2. Pavement Design. Design pavement thickness shall be the responsibility of the Developer. As a minimum, pavement thickness (UBC and BSC) shall be as shown on the drawings. Soil conditions requiring more thickness than this may be required. At the request of the City Engineer, the Developer may be required to perform a geotechnical soils investigation to determine the load bearing capacity of the soil and a recommended pavement design. Cross gutters shall be provided in locations where required to allow surface flow of storm waters across pavements as per the drawings in these standards.
3. Subgrade Preparation. Soils underlying roadways, including pavement, curbs, gutters, and sidewalks shall be loosened, moistened, and re-compacted to 95% of AASHTO T-99 standard proctor density. Testing to confirm compaction shall be done as described in Section 15.02.
A. Subgrade shall be evenly graded and compacted to provide a smooth, uniform surface. Surface defects larger than ½ of an inch under areas scheduled to receive UBC shall be re-worked and compacted to a condition less than this tolerance. Surface defects larger than ¼ inch will not be allowed under curb, gutter, and sidewalk areas, to assure proper placement thickness of surface improvements.
4. Road Base Construction. Road base construction shall be accomplished using a UBC material as specified in Section 15.02 “Materials for Sitework”. UBC material as specified herein shall be placed in sufficient lifts to provide sufficient compaction. Required density of UBC placement shall be 95 % of AASTO T-99 maximum proctor density. Moisture shall be added in placement to obtain target optimum moisture density for compaction. Care shall be taken during moisture application to assure no heavy localized watering which would saturate underlying soils and cause pumping. In such instances all wetted UBC and subgrade soils would require removal and replacement. Final placement and construction of UBC shall result in a smooth, uniform surface to the desired thickness and grade. Variations in thickness greater than ½ inch from design grade and thickness shall be cause for rejection of the construction.
5. Finish Course Construction. Final surface improvements shall be constructed using approved BSC material as described in Section 15.02 “Materials for Sitework”. Placement of BSC should be done within 24 hours after placement of UBC and on a slightly damp surface. Defects in the UBC surface shall be repaired regardless of the cause of damage prior to BSC placement. Placement of BSC shall be done using a laydown machine with the capability of placement in uniform, thickness. After placement, BSC material shall be compacted using a pneumatic or vibratory roller machine. Light density areas, or holes where uniform placement is evident shall be loosened, additional material added, and rolled or compacted to provide a uniform surface comparing to adjacent acceptable surfaced material. String line checks may be made by the City to assure uniformity in surface. Surface depressions or humps larger than ¼ inch in 10 feet of taught line will be cause for re-work to correct the defects or rejection of construction. At completion of pavement laydown, the surface shall be seal coated using a type SS-2 flush coating. SS-2 shall be applied at a rate of 0.15 gallons per square feet.
6. Curb, Gutter, Sidewalk, and Driveway Entrances. Subgrade preparation under these areas shall conform to subsection 2 above. Concrete form work and construction thickness shall comply to the dimensions in the drawings in these standards or in the approved subdivision construction drawings. If desired, Contractors may construct curb and gutter, using laydown machines. Specifications for concrete material, placement, and curing requirements found in Section 15.03 shall be met in construction of these improvements.
7. Street Signing and Traffic Control Devices. The Developer shall be responsible to construct street signs at each intersection delineating each road meeting at the intersection. Street signs which call out a particular street shall be oriented parallel to the street being named. Stop signs, pedestrian traffic signs, and all other signs shall conform in placement and design to standards set forth in the Manual of Uniform Traffic Control Devices (MUTCD).
8. Street Lighting. Street lighting shall be placed and situated to meet all of the following requirements.
A. At spacings of 500 feet intervals from the nearest light.
B. At the entrance of each new subdivision.
C. In every subdivision consisting of more than 6 lots.
D. At every intersection.
E. It shall be the responsibility of the Developer to contact and make arrangements with Utah Power for installation and power service to the lights. All fees and costs associated with installation or power service to street lights shall be paid by the Developer. When fees are paid by the Developer, the City shall be obliged to sign contract for service on the power lights, as the lights will ultimately become the responsibility of the City to operate and maintain.
F. Street light pole shall be constructed of cast iron and steel combinations for permanent construction which allows for exceptionally long life and strong wind loading. Composite street light poles are not allowed.
(Ord. Ordinance 3-2007 Street Light Standards, Amended, 05/02/2007)
15.07.020 Culinary Water System Drawings
15.07.030 Sewer System Drawings
15.07.040 Road and Streets Drawings
SECTION 15.07.010 Abbreviations
The following list of abbreviations is to assist the Contractor in interpretation of abbreviations called out in the drawings. This may not be a complete list. The Contractor is responsible to assure correct interpretation of the drawings. If there is an abbreviation not understood, it is the Contractor’s responsibility to contact the City Engineer for a correct meaning as to intent on abbreviations called out on drawings.
BSC Bituminous Base Course
BW Both Ways
C.I. Cast Iron
CL Center Line
CU.-FT. Cubic Feet
DIP Ductile Iron Pipe
FL Flow Line
FRP Fiberglass Reinforced Plastic
HDP High Density Polyethylene
I.D. Inner Diameter
MJ Mechanical Joint
OAE Or Approved Equal
O.C. On Center
O.D. Outer Diameter
PSI Pounds per Square Inch (gauge)
PSF Pounds per Square Feet
PVC Polyvinyl Chloride
SQ.-YD. Square Yard
UBC Untreated Base Course
SECTION 15.07.020 Culinary Water System Drawings
SECTION 15.07.030 Sewer System Drawings
SECTION 15.07.040 Road and Streets Drawings