City of Minot | Construction Specifications

CONSTRUCTION SPECIFICATIONS

Section C-1	Site Preparation
Section C-2	Utility Excavation and Backfill
Section C-3	Pavement Excavation and Grade Preparation
Section C-4	Storm Sewers
Section C-5	Sanitary Sewers and Services - Testing
Section C-6	Water Mains and Services
Section C-7	Gravel Base Course
Section C-8	Concrete
Section C-9	Bituminous Prime Coat
Section C-10	Asphaltic Paving and Asphaltic Base
Section C-11	Bituminous Seal Coat
Section C-12	Black Dirt and Seeding
Section C-13	Measurements and Payments
Section C-14	Street Lighting - See Standard Specifications Supplement Street Lighting, 2002
Section C-15	Chain Link Fence

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SECTION C-1
SITE PREPARATION

1. SCOPE:
The work covered by this Section shall consist of tree cutting, stump removal, concrete removal, asphaltic concrete removal, hydrant or catch basin relocation, manhole casting or valve box adjustment, storm sewer protection and similar work as specified or necessarily incidental to the project involved.

2. CLEAR TREES AND BRUSH
For paving projects the Contractor shall remove all trees and brush to a depth of 18 inches below finished grade for all area within the roadway.
For utility projects the Contractor shall cut only those trees that interfere with construction procedures, and may leave stumps up to 5" high.
All spoil materials removed by clearing shall be disposed of at an approved waste area.

3. REMOVE CONCRETE OR ASPHALTIC CONCRETE:
Where removal of existing concrete or asphalt is required, it shall be broken up and disposed of in a waste area selected by the Contractor and approved by the Engineer. Remaining exposed edges shall be straight and true. The Engineer will determine whether sawing is necessary.

4. RELOCATE HYDRANT OR CATCH BASIN:
All work on hydrants shall comply with Section C-6 and all work on drainage structures shall comply with Section C-4 of these specifications. The Contractor shall notify the Water Superintendent 24 hours prior to any work on a fire hydrant.

5. ADJUST CURB STOP BOX:
Where encountered, existing curb stop boxes shall be adjusted to grade.
Any extensions required shall be of the same material and quality as the original.

6. ADJUST GATE VALVE BOX OR CASTING:
Existing valve boxes and castings shall be adjusted to final grade after street base construction, but before final paving is placed. Extensions of valve boxes shall be of the same material and quality as the original, manholes and catch basins shall be adjusted by the use of concrete rings where practical. Base replacement around adjusted castings shall be equal to adjacent construction.
If a manhole adjustment, together with the existing total adjusting rings, would exceed a total of 6 adjusting rings, the adjustment shall be made with a barrel section of appropriate height plus a casting thickness adjustment if necessary. The barrel section shall include steps.

7. REPLACE CASTING:
Where ordered by the Engineer, old castings shall be replaced with new castings in compliance with the applicable sections of these specifications.

8. STORM SEWER PROTECTION:

Existing storm sewers shall be protected from infiltration of silt and/or debris during and after all construction phases.

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SECTION C-2

UTILITY EXCAVATION AND BACKFILL


1. SCOPE:
The work covered by this Section shall consist of all necessary excavation and backfill for all utilities, including private utilities such as power, telephone, gas and cable T.V.

2. EXCAVATION:
The Contractor shall perform all excavation of every description and all materials to the depth required. Excavation shall be by open cut unless otherwise specified or specially authorized by the Engineer. Excess excavated material shall be disposed of in a waste area selected by the contractor and approved by the Engineer. Trench width up to one foot above the pipe top shall be from 12 to 18 inches wider than the outside size of the pipe.
For sewer pipe and watermain, the trench shall be excavated to a depth at least 6" below the bottom of the pipe.
All grading in the vicinity of trench excavations shall be controlled to prevent surface runoff from flowing into trenches. Any water accumulated in the trenches shall be removed by pumping or by other approved methods. During excavation, material, suitable for backfilling shall be piled or windrowed in an orderly manner a sufficient distance back from edges of trenches to avoid overloading and to prevent slides or cave-ins. Material unsuitable for backfilling shall be wasted as directed.
Unless otherwise stipulated in the bid documents, any obstruction or previous construction encountered during excavation will be considered as being covered by Section G-14.

2.1 PIPE ZONE BACKFILL:
For sewer pipe and watermains, for all pipe material except reinforced concrete, from the trench area below the pipe to at least 6" above the pipe, shall be backfilled with sand or gravel compacted to 85% standard proctor in accordance with AASHTO T-99. For reinforced concrete pipe, the trench area below the pipe haunch line (see standard detail no. 6) shall be backfilled with sand or gravel compacted to 85% standard proctor in accordance with AASHTO T-99. The area from the haunch line to the top of the pipe zone shall be backfilled as specified in Section C-3. All gravel for backfill material shall be bank run gravel, low in clay of silt content, shall have as much variation in particle size as is practical to obtain; shall not exceed 3/4 inch in maximum size and shall be from a source approved by the City Engineer. All sand for the backfill material shall be free of lumps, rubbish, roots and other objectionable material. Sand backfill shall contain no more than 10 percent, by weight, of clay or loam, combined, and not more than 5 percent shall be retained on a No. 4 sieve, and not more than 20 percent shall pass a No. 100 sieve. Pipe zone backfill, as specified, shall not be required for service lines.

3. BACKFILL ABOVE PIPE ZONE:
Backfill above the pipe zone shall not be started without approval of the Engineer, but such approval shall not constitute acceptance of the utility. Backfill for the entire trench depth shall be compacted to 95% of maximum density at optimum moisture content in accordance with AASHTO T99. There shall be a -3% to +3% tolerance relative to the optimum moisture content. Any trench settlement shall be repaired by the Contractor. If conditions permit, backfill material that cannot meet specified compaction due to excess moisture shall be dried at the site until suitable to meet compaction specifications. No additional payment shall be made to the contractor for drying the backfill material, provided weather conditions permit drying in a reasonable amount of time. In the event that insufficient material suitable for backfill remains from the excavation, the shortage shall be made up of pit run gravel or other material approved by the Engineer. The contractor shall be paid for imported backfill in accordance with Section C-13.
There shall be at least 30" of backfill above the pipe before the use of heavy compaction equipment such as wheel loaders or hydro-hammers is permitted.
Also see Standard Details Nos. 6, 11, and 27.

4. UNSUITABLE BACKFILL:
If excavating material is unsuitable for backfill as determined by the engineer, the material shall not be used for backfill and shall be disposed of by the contractor. The inspector shall record the amount of unsuitable material removed and the amount of suitable replacement material used.

5. TRENCH MAINTENANCE:
If any trench is located in an existing vehicle traffic area, and the trench will not be patched within 48 hours after backfilling, the trench after back- filling must be maintained by the Contractor by applying a 6 inch thick layer of Class 13 gravel (NDDOT-SS Section 816.03) to match existing grade. Until the final trench resurfacing material (Hot mix asphalt concrete or portland cement concrete) is installed, the contractor shall daily replace gravel displaced by the action of passing vehicles. If permanent trench resurfacing material is not available due to seasonal closure of the suppliers' facilities, the trench shall then be patched with a minimum of 3 inches of cold mix asphalt concrete until the permanent resurfacing material is available. When permanent resurfacing material is available, the cold mix asphalt concrete shall be removed and the permanent resurfacing material shall be installed. Both the gravel surfacing and the cold mix are considered incidental to the contract and no separate payment shall be made therefore. Provided the resurfacing material suppliers' facilities are still operating, the excavation shall be repaired within 14 calendar days after issuance of the excavation permit. The City Engineer shall have the authority to extend the time for repairing the excavation, for good cause shown, for a period not to exceed 30 days from the date the permit is issued.
In the event of failure of timely compliance with this specification, The City may act to repair the excavation with all costs charged to the Contractor.
If instructed to do so by the Engineer, the contractor shall provide dust control by the application of water on the backfilled trenches until such time as a dust-free surface over the trench is provided. Payment for dust control shall be as set forth in Section C-13 of these Standard Specifications.

6. DIRECTIONAL BORING of utility pipes, rather than open trench installation, may be permitted on a case by case basis upon approval of the engineer or as shown on specific project design.

7. DEFLECTION TEST:
Deflection tests shall be performed by the contractor on all 18 inch and larger PVC and HDPE pipe. Deflection tests shall be conducted after the final installation has been in place at least 30 days. Deflection tests shall be made using a Go/No-Go device or a nine point mandrel. The diameter of the Go/No-Go device or the nine point mandrel shall be 95% of the undeflected inside diameter of the pipe. The inside diameter deflection shall be less than 5%. All pipe exceeding this 5% deflection shall be re-laid or replaced by the contractor at the contractor’s expense and at no additional cost to the owner. No additional cost will be made for the deflection testing. All costs for material, labor, and equipment necessary to complete the testing shall be included in the unit bid price per lineal foot of pipe installed.

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SECTION C-3

PAVEMENT GRADE PREPARATION


1. SCOPE:
This work shall consist of all necessary excavation, final cut, embankment, final fill, base preparation, fine grading, backsloping, spot sub-base reinforcement, and sub-base compaction.

2. DEFINITIONS:
Excavation consists of removal of relatively large amount of earth to levels at or near a final design grade, and removal of
unsuitable earth material from below planned fill sections.
Final cut consists of removal of relatively minor amounts of earth to final design grade.
Embankment consists of placement of relatively large amounts of earth fill to levels near final design grade.
Final fill consists of placement of relatively minor amounts of earth to final design grade.
Base preparation consists of the scarification, shaping, and compaction of the existing surface as necessary for pavement
construction.
Fine grading consists of shaping the existing surface as necessary for pavement construction.
Backsloping consists of the necessary minor amounts of excavation or embankment to provide a level berm behind the curb,
pavement and sidewalk.
Spot sub-base reinforcement consists of the removal of relatively small quantities of unsuitable material and the placement of an equal quantity of suitable material to provide a sub-base as necessary for pavement.
Sub-base compaction consists of compacting the top 12 inches of the sub-base in conjunction with final cut and final fill.
Final design grade is the bottom of the pavement structure as shown on the plans and as staked by the Engineer.
Sub-base is the earth below the final design grade.

3. EXCAVATION:
Excavation shall be finished to a level above, and within 6 inches of, the final design grade. Excavated materials shall be re-used on the project where practical. Unsuitable material and excess material not needed shall be disposed of by the Contractor.

4. FINAL CUT
Final cut shall be finished to within 1/2 inch of the final design grade. Excavated materials shall be re-used on the project where practical. Unsuitable and excess material not needed shall be disposed of by the contractor.

5. EMBANKMENT:
Embankment shall be constructed of suitable material free from muck, frozen lumps, vegetable matter, or rubbish, and shall be finished to a level below, and within 6 inches of, the final design grade. The embankment shall be compacted to 95% of maximum density as determined by AASHTO T-99. All removal of unsuitable material in the fill section shall be complete before embankment is placed.

6. FINAL FILL:
Final fill shall be constructed of suitable material free from muck, frozen lumps, vegetable matter, or rubbish and shall be finished to within 1/2 inch of the final design grade.

7. BASE PREPARATION:
The existing sub-base shall be finished to within 1/2 inch of the final design grade. The top 12 inches of the existing sub-base shall be scarified and compacted to 95% of maximum density as determined by AASHTO T-99.

8. FINE GRADING:
The existing sub-base shall be finished to within 1/2 inch of the final design grade.

9. BACKSLOPING:
Unless shown differently on the plans, the Contractor shall provide a 2 foot wide, level earth berm, if applicable, behind the curb, pavement, and on each side of sidewalk. The Contractor shall further backslope in a cut section of a l:l slope to the existing ground line, and in a fill section on a 3:l slope down to existing ground line. Compaction in fill sections shall be 95% of maximum density as determined by AASHTO T-99.

10. SPOT SUB-BASE REINFORCEMENT:
The finished grade for this item shall be the final design grade and all sub-base material shall be compacted to 95% of maximum density as determined by AASHTO T-99.

11. SUB-BASE COMPACTION:
The top 12 inches of the sub-base shall be compacted to 95% of maximum density as determined by AASHTO T-99.

12. GEOTEXTILES (Engineering Fabric):
Geotextiles shall be woven and shall have the following minimum values:
Grab Tensile Strength 200 lbs.
Grab Tensile Elongation 15%
Mullen Burst 325 psi
Puncture 90 lbs.
Trapezoid Tear 75 lbs.
UV Resistance 70% @ 500 hrs.
Construction methods shall conform to manufacturer’s specifications.

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C. Manholes, unless otherwise specified, shall be 48" I.D. built on 6" concrete bases, either poured or precast, and shall have invert channels built up to at least the pipe spring line. If possible flow channels shall be formed of half-sections of pipe laid in concrete. Flow channels shall be smooth and semi-circular in shape, with diameter matching the adjacent sewer. Curves shall be of a long radius as possible, and size and grade changes shall be gradual. Manholes shall have steps. (See Standard Details 9 and 10)

D. Catch Basins and Inlets shall comply where possible with the previous paragraph except that no steps shall be required, and minimum diameter shall be 30". (See Standard Details 2 - 5).

E. Insulation Board shall be installed between storm sewer components and water mains and services that are not separated by a minimum of 7 feet of soil. (Standard Detail No. 12). If existing water mains and services are not exposed for storm sewer installation, the required insulation board can be installed 6 inches below the bottom of the storm sewer components. The cost of insulating board is incidental unless otherwise noted.

4. Carrier pipe installed in a casing pipe, where required, shall include casing spacers (insulators) to protect the carrier pipe during and after installation. Spacers may be of banded wood or may be Calpico Model PX or approved equal. Rubber end seals shall be installed at the ends of each casing pipe to keep soil and other foreign matter from entering the pipe.

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SECTION C-5
SANITARY SEWERS AND SERVICES
1. SCOPE:
The work covered by this section shall consist of all necessary construction of sanitary sewers, sewer services, manholes, and other appurtenances.

2. MATERIALS:
A. Pipe and Fittings shall be PVC (ASTM D-3040-SDR35 or schedule 40). For services, SDR-35 (3034) sewer pipe may only be used from the main to within 2 feet of a building. For boring or slip lining of services, the pipe shall be PVC Schedule 40, High Density Polyethylene SDR 17 or greater, Certainteed Yellowmine or approved equal. Couplings used to join bored or slip lined pipe shall be restrained. Minimum service size from the structure to right of way line shall be 4" with a minimum depth of 4'.
B. Joints shall be premium joints of rubber, plastic or equal, either internal or external. Any new sewer service connected to an existing sewer main must be done by using a flexible sewer saddle, a PVC gasketed skirted saddle, or any other approved connection device. Solvent welded PVC will be considered as having premium joints.
C. Manholes shall be pipe (ASTM C-478), with eccentric manhole cone section with 27" opening, precast or poured-in-place concrete.
D. Manhole Frames shall be Neenah Foundry - (R-1733) or equal.
E. Manhole Lids shall be Neenah Foundry - (Type A, B, C or D), or equal. Lift holes shall not be more than 1" wide by 2" long and shall be concealed type.
F. Manhole Steps shall be Neenah Foundry - (R-1980-E), Municipal Castings, Inc. - (No. 208), James B. Clow & Sons - (F-3650), or steel reinforced polyurethane supplied by Cretex, Inc.
G. See Page 24, Section G-52, (or equal) Provisions for procedures that could allow other materials.

3. CONSTRUCTION:
A. Excavation and Backfill shall comply with Section C-2.
B. Sewer and Service Pipe shall be checked for cracks and defects before installation, shall be laid true to the line and grade set by the Engineer, and shall be jointed by methods approved for the type of joint specified. P.V.C. pipe shall be installed in accordance with ASTM Recommended Practice D-2321. Service pipe shall extend to the property line with a minimum depth of 8' where possible and have a 2 x 4 marker extending to round level.
C. Risers shall be installed where shown or ordered. These shall be laid on a slope not to exceed 1:1, cut back into the trench bank in such a manner that the service connection pipe will have solid bearing on undisturbed earth. The full length of the tee or wye at the main shall be encased in concrete.
D. Caps shall be standard VCP, PVC, ABS, stoppers sealed into open ends of service laterals, risers, and wyes before backfilling.
E. Manholes shall be 48" I.D. built on 6" concrete bases, either poured or precast, and shall have invert channels built up to at least the pipe spring line. If possible, flow channels shall be formed of half-sections of pipe laid in concrete. Flow channels shall be smooth and semi-circular in shape, with diameter matching the adjacent sewer and shall continue to the opposite side of the manhole, even if the sewer does not continue through, to accommodate inspection and maintenance equipment. Such continuation shall be graded to the flow through the manhole. Curves shall be of as long radius as possible, and size and grade changes shall be gradual. Manholes shall have steps. Distances between manholes shall not exceed 400'.
F. No cleanouts shall be allowed at the end of a sanitary sewer; instead a standard manhole shall be required.

4. INFILTRATION:
The total infiltration shall in no case exceed 200 gallons per inch of pipe diameter per mile per day. If the quantity of infiltration is in excess of the maximum allowable, satisfactory correction shall be made. Both the measurement and the correction shall be at no additional cost of the Owner.

5. INSPECTION OF SEWER PIPE
All lines and manholes shall be clean prior to inspection. All debris shall be removed at the first manhole where its presence is noted. In the event cemented or wedged debris or a damaged pipe shall prevent cleaning, the contractor shall remove the obstruction. All sewer mains will be camera inspected by the City of Minot Water Department. Private services may be visually inspected and checked for proper grade and premium joints, alignment and appropriate fittings and necessary clean out fittings.

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SECTION C-6
WATER MAINS AND SERVICES

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SECTION C-8
CONCRETE

1. SCOPE:
The work covered by this Section shall consist of all necessary construction of concrete for sidewalks, paving, curb & gutter, manholes, thrust blocks and other structures.

2. MATERIALS:
A. Concrete shall conform to Section 802 of the NDDOT-SS for Road and Bridge Construction, with size 3 course aggregate. Concrete completely buried in earth shall be Class Y. Concrete for pavement or reinforced structures shall be Class AAE, other concrete exposed to air or water shall be Class AE.
B. Reinforcing Steel shall conform to Section 612, of the NDDOT-SS.
C. Expansion Joint shall be pre-formed, non extruding type, 1/2" in thickness, AASHTO M-33.
D. Curing Compound shall be liquid membrane-forming type AASHTO M148.
E. Fly Ash shall be allowed in concrete only on a project by project basis whereby special specifications will dictate the percentage of fly ash allowed.
F. Fiberglass reinforcement or any other special additives to concrete will be allowed in concrete only on a project by project basis and the percentage of special additives shall be in accordance with the manufacturers specifications.

3. CONSTRUCTION:
A. Curb & Gutter shall be constructed in accordance with Section 748 of the NDDOT-SS, except as otherwise specified herein. Curb radii at street intersection shall be a minimum of 25 feet measured to the face of the curb. A face form shall be used for the construction of Section A and Section B curb (Standard Detail No. 18). Criteria used for mountable curb (Section C-Standard Detail No. 18) shall be:
1. Maximum grade of street shall be 2%.
2. Short segments of street, 100 feet or less, may exceed 2% grade but not more than 6%.
3. Shall be limited to residential areas only.
4. Shall not be permitted in streets where the distance between catch basins exceeds 1/8 mile
and the street grade is less than 1%.
5. Cannot be used on Collector, Minor Arterial and Major Arterial streets.
When removing and replacing existing curb and gutter, a form shall be used along the front edge to maintain a straight line. Enough material shall be removed from the street to allow for placement of the form and patching of the street following curb and gutter replacement.
B. Sidewalks and Driveways shall be constructed in accordance with Section 750 of the NDDOT-SS except as otherwise specified herein. The outside edge (away from the street) of sidewalks shall be 1 foot from the property line. The contractor shall be responsible for location of the property line to assure proper alignment. Sidewalks in handicapped ramps shall be constructed in accordance with Standard Detail No. 26. Grooves in handicapped ramps shall not be formed using a concrete saw. Colored and/or stamped concrete are permitted for driveways. Paver blocks are also permitted for driveways provided they are placed upon a 6-inch thick poured concrete base in public street right of way.
A minimum of 4 inches compacted class 13 aggregate shall be installed under all sidewalks and driveways and shall be incidental to construction.
C. Curing shall be accomplished by application of curing compound before initial drying of the exposed concrete surface.
D. Contraction Joints and alternate-contraction joints shall be at 10 foot spacing on curb and gutter, 5 foot spacing on sidewalk. All contraction joints shall be formed by a grooving tool and shall have a width of 3/8" and a depth equal to 1/4 of the thickness of the concrete unless otherwise stated. Expansion joints shall be at lot lines where possible (not more than 75' spacing) and at other locations as required. Construction joints shall be constructed as expansion joints, with location to match the regular location of either contraction joints, alternate-contraction joints or expansion joints. For driveways greater than 20 feet wide, contraction joints shall be required perpendicular to the curb or edge of roadway and shall have a maximum spacing of 10 feet.
E. Depressed Curb shall be constructed to accommodate handicapped ramps at the corners of all street intersections, as required by NDCC 40-31.01.1.
F. Driveway Width (Curb Cut) shall be determined pursuant to Section 28-55 of the Minot Code of Ordinances and shall be defined as the width of the driveway measured in the right of way along the property line. (Standard Detail No. 24)
G. Saw Cut all concrete full depth or remove to nearest expansion joint to provide a vertical edge.
H. Location and Adjustment of utilities is the responsibility of the contractor and shall be done prior to calling for an inspection.
I. Name Stamp shall be required of licensee. Sidewalk and driveway contractors shall be required to have a stamp to imprint the contractor's name and year of construction into the constructed sidewalk or driveway on either side of all expansion joints. The stamp shall have letters 5/8 inches high and of sufficient depth to imprint the concrete to a depth of 1/8 inch.
    J. Valley Gutters: All Valley gutters shall be concrete. Valley gutters at intersections shall be constructed as shown in Standard Detail No. 29. All other valley gutters for cross street drainage shall be 4 feet wide and 6 inches thick with a 1 inch deep flow line. A minimum of 4 inches of compacted class 13 aggregate shall be installed under all valley gutters and shall be incidental to construction.

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SECTION C-9

BITUMINOUS PRIME COAT

1. SCOPE:

    The work covered by this Section shall consist of all necessary application of bituminous material for priming gravel preliminary to paving of as tack coat between layers of paving.

2. MATERIALS:

    Bituminous prime coat shall be MC-250 or MC-70, tack coat shall be MC-250, AE-150, SSIH or CRS-2, unless otherwise ordered by the Engineer.

3. CONSTRUCTION:

    A. Bituminous Prime Coat shall be applied to conform to Section 401 of the NDDOT-SS, except as herein otherwise specified.

            1.    No bituminous prime coat material shall be applied when the atmospheric temperature is

                    below 60°F unless the prime coat is applied between new asphalt base course and asphalt

                    surface course, in which case the atmospheric temperature shall not be less than 32°F.

            2.    The bituminous material shall not be applied on a wet surface.

            3.    Application temperature of the bituminous material shall fall within the following ranges

                    for the specified material:


                                Material                   Temperature
MC-250                 140o - 225o F
AE-150                    50o - 185o F
CRS-2                    125o - 185o F

B. Quantities shall be between 0.3 and 0.5 gallons per sq. yd. for prime coat, between 0.05 and 0.10 gallons per sq. yd. for tack coat, except as otherwise ordered by the Engineer.

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SECTION C-10
ASPHALTIC CONCRETE PAVING AND ASPHALTIC BASE

1. SCOPE:
The work covered by this Section shall consist of all necessary construction of asphaltic concrete paving and asphaltic base.

2. MATERIALS:
A. Asphaltic Concrete Paving and Base shall conform to Section 408 of the NDDOT-SS, except as herein otherwise specified.
B. Bituminous Material shall be asphaltic cement PG 58-28 unless otherwise directed by the Engineer. The percentage of bituminous material will be determined by a job-mix formula. The job mix formula shall be in effect until modified in writing by the Engineer.
C. Aggregates shall be in accordance with Section 408 and 816 of the NDDOT-SS and shall be Class 27, except that the plasticity index shall be a maximum of 5 and the liquid limit shall be a maximum of 27. Aggregates shall show no stripping by AASHTO T-182 and shall show not over 1.5% swell by AASHTO T-10l. For aggregates used in pavements greater than 3" in depth, see Section 408 and 816 of the NDDOT-SS, Class 27 for maximum percent shale and soft rock, maximum percent clay (0.005 mm), and maximum L.A. abrasion loss.
D. Geotextiles (Engineering Fabric) for asphalt overlays shall be non-woven and have the following minimum values:
Grab Tensile Strength 90 lbs.
Grab Tensile Elongation 50%
Mullen Burst 180 psi
UV Resistance 70% @ 150 hrs.
Construction methods shall conform to manufacturer’s specifications.

3. CONSTRUCTION:
A. Composition of Mixture.
5.l Job-Mix Formula. No bituminous mixture shall be produced until the job-mix formula determined from the bituminous mix
design has been given to the Engineer. The formula will indicate the percentage of each sieve fraction of aggregate, and the percentage of asphalt and temperature of completed mixture when discharged from mixer. The job-mix formula will be allowed the following tolerances:

Aggregate passing No. 4 sieve or larger optimum + 5%
Aggregate passing Nos. 8, 16, 30, and 50 sieves optimum + 4%
Aggregate passing Nos. 100 and 200 sieves optimum + 2%
Asphalt as determined by extraction tests
made in accordance with ASTM D2172 optimum + 0.25%
Temperature of mixing optimum + 25oF

JOB-MIX FORMULA WILL BE THE RESPONSIBILITY OF THE CONTRACTOR

B. Job Mix Quality shall be as follows:
TEST ASPHALTIC BASE A.C. PAVING
Marshall Stability (Minimum) 750 1000
Marshall Flow (Maximum) 16 16
Voids 3 - 8% 3 - 5%
Voids Filled with Asphalt 65 - 80% 75 - 85%
Percentage of Asphalt 4.0 - 5.5% 5 - 7%
C. Construction Procedures and Limitations shall conform to Section 408 of the NDDOT-SS.

SPECIAL NOTE: The optimum temperature of base course mix is 275o+25F. Optimum temperature of surface course mix is 280o+20oF.
D. Equipment shall conform to Section 408-03 of the NDDOT-SS.
E. Density: There shall be a minimum of 3 density tests per block for each lift of asphalt concrete placed. At least one of these tests shall be at a seam and at least one shall be determined by coring. Density test by nuclear densometer shall be the other permitted test method. Density determined by coring shall be by the specific gravity method and by nuclear densometer pursuant to ASTM D2950. Minimum density shall be 92% for base course and 95% for surface course.
F. Typical Paving Section shall include 3.5 inches of surface course asphalt concrete paving over 6 inches of compacted Class 13 gravel or 3 inches of surface course asphalt concrete paving over geotextile (engineering fabric) and a minimum of 12 inches of compacted Class 13 gravel (Sec. 816.03 of the NDDOT-SS). The surface course asphalt concrete paving shall be placed in two lifts. The 3.5 inch paving section shall be used for driveway apron work in the right of way where asphalt paving is used instead of portland cement concrete (Detail No. 19a)
G. For Streets of High Projected Traffic Volumes, a higher class (other than Class 27) of asphalt concrete paving or a special job mix formula may be specified.
H. Standard residential street width shall be 36 feet measured from face of curb to face of curb.
I. Arterial and collector streets, as designated on the City of Minot Major Streets Plan, shall be of special design to account for projected traffic volumes, number of lanes, ESAL (equivalent single axle load) factors, to be approved by the City Engineer. Performance Graded (PG) asphalt binder and Class 33 aggregate, as specified in NDDOT - SS, may be required on high traffic volume roadways with significant heavy truck traffic. Paving materials specifications shall be determined on a case by case basis.
J. Valley Gutters for all cross street drainage shall be concrete and constructed in accordance with Section C-8 of these Standard Construction Specifications.

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SECTION C-11
BITUMINOUS SEAL COAT

l. SCOPE:
The work covered by this Section shall consist of all necessary application of seal coat on paved or unpaved streets or alleys.

2. MATERIALS:
A. Bituminous Seal Coat shall conform to Section 420 of the NDDOT-SS, except as herein otherwise specified.
B. Bituminous Material shall be RC-800, AE-150, or CRS-2, CRS-2P, HRFS-2 or HFRS-P2 for chip seal and MC-3000 or HFMS-2 for sand seal.
C. Seal Aggregate shall be Class 43, and shall pass standard stripping tests for chip seal and Class 45 for sand seal.
D. Fog Coat shall conform to Section 401 of the NDDOT-SS.
E. Sand Blotter shall be clean fine sand.

3. CONSTRUCTION:
A. Construction Procedures and Limitations shall conform to Section 420 of the NDDOT-SS, except as otherwise specified.
1. Bituminous material shall not be applied on a wet surface; when the pavement temperature is
below 60°F; or when weather conditions would prevent the proper construction of the seal
coat.
2. Seal work shall not be started after September 1st of any calendar year, except on written
permission of the Engineer.
B. Steel Wheel Rollers will not be used except on permission from the Engineer. At least 4 complete roller passes shall be made, and at least the first two passes shall be made within five minutes after the chips have been spread.
C. Quantities for single chip seal shall be 25 pounds of aggregate and 0.3 gallons (0.38 for emulsions) of bituminous material per square yard. Quantity for second layer of double seal shall be 15 pounds of aggregate and 0.2 gallons of bituminous material per square yard. Quantities for sand seal shall be 20 pounds of aggregate and 0.15 gallons of bituminous material per square yard. If special conditions are encountered, the Engineer may vary these design quantities by written notice.
D. Temperatures for application of bituminous material shall fall within the following ranges for the specified material:: Material Temperature
RC-800 175° - 225° F: AE-150 50° - 140° F
CRS-2 & CRS-2P 125° - 185° F: HFMS-2 & HFMS-P2 70° - 160° F
MC-3000 230° - 280° F
E. Maintenance Period for seal coat projects shall be fourteen (14) days after completion of entire project and contractor shall remove excess aggregate when so directed by the Engineer.
F. Traffic Signage - Warning signs (black letters on high intensity orange) shall be temporarily installed warning traffic with either the phrase "Loose Gravel" or "Fresh Oil". Signs shall remain in place for the duration of the maintenance period. The number of required signs shall be shown on the plans or in the proposal.
G. Temporary Marking Tabs will be required on all previously striped streets. The tabs shall be placed at 40-foot intervals on straight line markings and skips and at 20-foot intervals at all turn lanes and special traffic marking locations. The tabs shall be installed prior to the start of the seal coat application. Immediately after the seal is placed, the protective cover shall be removed from the tabs. Tabs shall be the same color as the striping they are marking. Temporary marking tabs will meet the requirements of the NDDOT specification D-704-3 and will be incidental to the seal coat installation.
H. Weed Spraying and Removal shall be performed at least 1 week prior to any application of rubberized crack seal and/or fog seal or seal coat. The contractor shall spray and remove weeds in the work areas to include between the gutter and pavement section. The spraying shall be performed by use of a contact herbicide such as Roundup, or approved equal. The contractor shall perform the spraying under low wind conditions, in order to minimize the effect on private property vegetation. The method of work shall be approved by the Engineer before any work is performed.

4. CRACK SEALING:
This work shall include the furnishing of all labor, tools, material, and equipment necessary to seal cracks in existing pavement. Before the application of the sealant, all cracks less than 3/4 inch wide shall be routed to a depth not to exceed 3/4 of the router bit diameter and cleaned with compressed air. Larger cracks shall only be cleaned with compressed air before application of the sealant. The cracks shall then be filled with an asphalt rubber sealant with a minimum of 20% rubber and meeting the following specifications:
A. ASTM-D3405.78 or Federal Specification SS-S-1401B.: Back to Top

SECTION C-12
BLACK DIRT AND SEEDING

1. SCOPE:
The work covered by this Section shall consist of restoration of trench and other disturbed areas with topsoil (black dirt) and seed.

2. MATERIALS:
A. Topsoil (black dirt) shall be of such quality to support germination and growth of grass seed.
B. Ditch and field seed shall be as follows:
25% Fairway Crested Wheat Grass
25% Intermediate Wheat Grass
25% Slender Wheat Grass
25% Smooth Brom Grass
C. Hydro-mulch seeding (Lawn & Boulevard) seed shall be as follows:
40% Park Bluegrass
30% Creeping Red Fescue
20% New Blue, Merit or Kentucky Bluegrass
10% Perennial Rye Grass
D. Mulch (Hydro-mulch seeding) shall be 100% wood fiber.
E. Fertilizer (Hydro-mulch seeding) shall be 25-15-8-5 (Nitrogen, Phosphate, Potassium, Sulphur).

3. CONSTRUCTION:
A. Topsoil shall be spread and leveled in those areas shown on the plans and on adjacent areas disturbed by the Contractor during construction.
B. Seed will be spread at the following rates:
20 pounds pure live seed per acre for ditch and field seeding.
5 pounds pure live seed per 1,000 SF for Hydro-mulch seeding.
C. The seeded area shall be sufficiently watered by the Contractor (if natural precipitation is not sufficient) to assure seed germination and growth to a height of 2 inches.
D. Topsoil shall be applied to a minimum depth of 3 inches.
E. Mulch (Hydro-mulch seeding) shall be applied @ 2500 pounds per acre.
F. Fertilizer (Hydro-mulch seeding) shall be incorporated in the hydro-mulch and applied @ 200 pounds per acre or 4 pounds per 1,000 SF.

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SECTION C-13
MEASUREMENTS AND PAYMENTS

Method of measurement, basis of payment, and limitations of incidental work shall be as follows:
1. Cleanup of work sites to presentable conditions is considered as incidental to all work items, and no payment for such cleanup will be made.
2. Each item is understood to include furnishing of all labor, equipment, materials, plant, tools and other items normally incidental to and required for complete installation or construction of the particular item complete in place and ready for use.
3. Unless a bid item is listed in the proposal, no payment for site preparation shall be made for site preparation items. When a bid item exists, measurement, and payment will be as indicated by the proposal.
4. Utility excavation and backfill with the same excavated material are considered as incidental to the utility installation involved, and no payment for such earthwork will be made.
5. Excavation will be measured and paid for by the cubic yard in original location determined by the engineer. If load count is used to determine quantity, a swell factor* of 20% will be used so that the load count yardage shall be reduced by 20%.
6. Final cut will be measured and paid for by the cubic yard in original location determined by the Engineer. If load count is used to determine quantity, a swell factor* of 20% will be used so that the load count yardage shall be reduced by 20%.

* Swell factor - increases in volume of earth due to loosening through excavation.

7. Embankment will be measured and paid for by the cubic yard in final location determined by the Engineer, or per ton based on load tickets.
8. Final fill will be measured and paid for by the cubic yard in final location determined by the Engineer.
9. Base preparation will be measured and paid for by the square yard as determined by the Engineer.
10. Fine grading will be measured and paid for by the square yard as determined by the Engineer.
11. Sub-base compaction will be measured and paid for by the square yard as determined by the Engineer.
12. Spot Sub-base reinforcement ordered by the Engineer will be measured and paid for by the cubic yard of material in place.
13. Sidewalk and driveway excavation and fill are considered as incidental to the work involved unless grade adjustment of over 6 inches is involved.
14. Storm or sanitary sewer pipe will be measured and paid for by the linear foot measured from center to center of manholes and catch basins.
15. Manholes, catch basins, and inlets will be measured by the actual number installed complete with bases, castings, and fillets.
16. Water mains will be measured and paid for by the linear foot of pipe installed measured through fittings.
17. Water and sewer services will be measured and paid for by the linear foot of pipe installed measured from the center line of the main, without extra compensation for plugs and caps.
18. Water and sewer fittings will be measured and paid for by the actual number of each type of fitting installed, without extra compensation for plugs and caps. As an alternate, water and sewer fittings may be measured and paid for by the pound.
19. Sewer risers will be measured and paid for as service line.
20. Concrete for thrust blocks on water mains and casing for sewer riser wyes will be considered as incidental to installation of the utility and no payment for such concrete will be made.
21. Testing and sterilization of water mains and sewers is considered as incidental to installation of the utility, and no payment for such work will be made.
22. Gravel base course will be measured and paid for by the cubic yard compacted in place.
23. Concrete curb and gutter will be measured and paid for by the linear foot measured at the face of the curb and measured through driveways.
24. Sidewalks and driveways will be measured and paid for by the square foot.
25. Concrete structures will be measured and paid for by the units established in the bid proposal.
26. Reinforcing steel, expansion joint material, and curing compounds for concrete are considered as incidental to concrete construction, and no payment for these items will be made.
27. Riprap will be measured and paid for the square yard of riprap in place.
28. Bituminous prime coat will be measured and paid for by the gallon converted to 60oF unless otherwise indicated in the bid proposal.
29. Asphaltic concrete paving and asphaltic base will be measured and paid for by the ton of material accepted in place, and by the ton of bituminous material used. Payment will not be made for quantities over 5% higher than the specified quantity except by written order of the Engineer. Load tickets must be submitted by the Contractor as a crosscheck against the units in place. At the option of the Engineer and as indicated in the bid proposal and contract, asphalt concrete paving and base may be measured and paid for by the square yard of material in place.
30. Bituminous seal coat will be measured and paid for by the gallon converted to 60oF. Payment will not be made for quantities over 10% higher than the specified quantity except by written order of the Engineer.
31. Seal coat aggregate will be measured and paid for by the ton of aggregate accepted in place. Payment will not be made for quantities over 10% higher than the specified quantity except by written order of the Engineer.
32. Blotter sand and coating aid for seal coat is considered as incidental to seal coat work, and no payment for such items will be made unless indicated as a bid item.
33. Backsloping will be measured by the Engineer and will be paid for by the unit price of excavation and embankment.
34. Fog coat will be measured and paid for by the gallon.
35. Sand blotter over new paving will be measured and paid for by the ton.
36. Imported trench backfill will be measured and paid for by the cubic yard in place and compacted per specifications. Removal and disposal of material not suitable for backfill shall be incidental to this pay item.
37. Asphalt Concrete Replacement over trenches shall be paid for by the lineal foot of trench excavated measured along the line of the trench and also based on the asphalt concrete replacement thickness as shown on the plans or required in the special specifications or matching existing asphalt pavement thickness. At the option of the Engineer and as indicated in the bid proposal and plan, asphalt concrete replacement may be measured and paid for by the square yard of material in place based on a maximum trench width. Asphalt concrete replacement beyond the indicated maximum width will be incidental unless approved by the Engineer. Sub-base preparation and compaction for patching are considered incidental to this pay item.
38. Black dirt and seeding over trenches shall be paid for by the lineal foot of trench excavated measured along the line of the trench and also based on a 3-inch thick mat of black dirt and seeding applied in accordance with Sec. 708 of the NDDOT-SS.
39. Crack Sealing shall be measured and paid for by the lineal foot for cracks 3/4" wide or less. Wider cracks shall be measured and paid for by unit weight of material used.
40. Dust Control (water) shall be measured and paid for by each 100 gallons of water used.
41. Grooves cut into sidewalks for ramps for the physically disabled shall be incidental to the construction of sidewalks.
42. Geotextile shall be measured and paid by the square yard in place, including overlap.
43. Manhole Adjustment shall be measured by the number of manholes adjusted, and paid on a unit basis.
44. Weed Spraying and Removal shall be paid as a Lump Sum item.

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SECTION C-15

CHAIN LINK FENCE

1. SCOPE:
The work covered by this Section shall consist to all necessary construction of chain link fence.

2. MATERIALS:
A. Fabric shall be 72" or 48" 9 GA. Galvanized chain link fabric (2" mesh).
B. Top Rail shall be 1 5/8" OD SS-40 pipe, 1.83 lbs. per foot, 21' in length and joined with 1 5/8" sleeve.
C. Line Post shall be 2 3/8" OD SS-40 pipe, 3.12 lbs. per foot. Line posts shall be set 10' on center maximum spacing with concrete footing (9" in diameter and 36" in depth).
D. Terminal Post shall be 2 7/8" OD SS-40 pipe, 4.47 lbs. per foot with concrete footing (12" in diameter and 36" in depth).
E. Gate Post shall be 2 7/8" OD (4" OD for gates over 12' long) SS-40 pipe, 4.47 lbs. per foot (9.10 lbs. per foot for 4") with concrete footing (12" in diameter and 36" in depth).
F. Gates shall have framework of 1 5/8" SS-40 pipe, 1.83 lbs. per foot, braced and trussed as necessary. Same fabric as fence.
G. Fittings shall be regular brace band & carriage bolt, pressed steel rail end, pressed steel line top, die-cast aluminum dome cap, 3/16" x 3/4" tension bar and regular tension band & carriage bolt.
H. Tie Wire shall be 8 1/4" 9 GA. Aluminum tie wire & 6 ½" 9 GA. Aluminum tie wire spaced 14" on center for line posts and 24" on center for rails.
I. Post Footing shall be truck poured concrete.
J. An alternate for posts is driven posts (without footings) to a depth of 48 inches or greater.