Attachment 3 2024-01-16 Seeley Campground Specifications.pdf

SPECIAL PROVISIONS

DustinFarren Stamp

SECTION 00910

SP-01 INCORPORATION OF THE MPWSS

SP-02 DEWATERING

SP-03 NOXIOUS WEEDS

SP-04 SEEDING

SP-05 FIELD OFFICES

SP-06 CUT, PLUG AND ABANDON EXISTING MAIN

SP-07 TRACER WIRE

SP-08 CONFLICTS WITH UTILITIES

SP-09 WATER SERVICES

SP-10 PERMITS

SP-11 CONSTRUCTION STAKING

SP-12 PRECAST PUMP BUILDINGS

SP-01 INCORPORATION OF THE MPWSS

All provisions of the Montana Public Works Standard Specifications, Fifth Edition, March 2003 and 2006 Addendum, hereafter collectively referred to as the MPWSS, apply to the project, except where portions of the MPWSS are modified or replaced by the Contract Documents.

SP-02 DEWATERING

The Contractor will be responsible for any dewatering operations which may be necessary to adequately remove water such that construction activities can be completed as specified. The Contractor will be responsible for conveyance and disposal of water (including treatment of water) to surface watercourses.

Make all necessary arrangements for infringements across private property and obtain and adhere to any necessary discharge permits from the Montana DEQ.

SP-03 NOXIOUS WEEDS

Comply with the County Noxious Weed Management Act, Title 7, Chapter 22, Part 21 and all county and contract noxious weed control requirements. Determine the specific noxious weed control requirements of each county where the project is located before submitting a bid. Equipment and vehicles will be washed prior to entering the project site to remove vegetation to avoid the spread of weeds. All costs incurred to meet noxious weed control requirements are incidental to other items of the contract.

SP-04 SEEDING

Within disturbed areas furnish and broadcast apply a seed mixture as indicated in the following table:

SEEDING SPECIES AND RATES OF APPLICATION

Species Pounds PLS per Acre

Annual Ryegrass (I) Lolium multiflorum 4

Mountain Brome (N) Bromus marginatis (Bromar) 5

Blue Wildrye (N) Elymus glaucus 4

Tufted Hairgrass (N) Deschampsia caespitosa (Nortran) 2

Big Bluegrass (N) Poa ampla (Sherman) 5

Slender Wheatgrass (N) Elymus trachycaulus Revenue) 5

Total 25*

*Minimum seeding rates: When broadcast seeding on crusted soils, harsh sites or in competition with noxious weeds, higher seeding rates are recommended.

SP-05 FIELD OFFICES

Maintain a suitable field office at the site, which will serve as headquarters for the project Superintendent.

All communications, drawings, instructions, and other articles will be delivered to the Contractor’s field office or to the Contractor’s main office as appropriate. Communications delivered to either location will be deemed to have been delivered to the Contractor.

SP-06 CUT, PLUG AND ABANDON EXISTING MAIN

As shown on the Drawings, several existing water mains in the system shall be abandoned. For the most part, nothing more will be required of these mains and their services. However, at points where the mains to be abandoned are accessible, the Contractor shall cut the old main back, and either cap or plug with a fitting designed for the purpose or fill in and around the pipe end with one quarter yard of concrete.

SP-07 TRACER WIRE

Tracer wire and tape shall be used install for all water main installations. Tracer wire shall be surfaced within junction boxes, suitable enclosures, or within the pump houses.

SP-08 CONFLICTS WITH UTILITIES

As noted on the plans, there are underground and overhead power lines, water, and sewer lines present in the project areas. The Contractor shall be solely responsible for any damage to the utilities due to his operations.

SP-09 WATER SERVICES

Exact locations, types and sizes of each existing service are unknown, although the sizes are assumed to range from 1/2" to 2" and the types are assumed to consist of copper, plastic, and galvanized steel. The existing spigot water services are believed to be ¾”, while the comfort station services are believed to be 1”. The Contractor shall connect the new service to the existing service and shall be prepared to adapt the new service line at the termination point to the existing service line, regardless of type or size of the existing service. As the Contractor is constructing the new mains, he shall be responsible for locating existing services. The new services shall be located in the same proximity as the existing services. If the Contractor, however, does not intersect an existing service(s) during construction of the new main due to the separation between the existing main and new main locations, the COR shall provide a marker indicating the approximate location of the service to the best of his knowledge. The Contractor shall include in his cost the amount to locate the existing service line within five feet horizontally either side of the mark. Work required by the Contractor to locate the existing service outside of this ten-foot area will be paid for under Exploratory Excavation (see Exploratory Excavation of the Measurement and Payment Section). Several different water service installations will be required of the Contractor. The Contractor shall take into account the differences of each of these such as backfill requirements, pavement section, gravel section, etc.

SP-10 PERMITS

This project is expected to disturb less than 1.0 acre total of previously undisturbed ground. Therefore, the project will not require a construction stormwater discharge permit from the State of Montana. The State does not allow sediment from construction to enter state waters. The Contractor shall prepare and implement a plan to use BMP to prevent sediment from entering Seeley Lake and minimize erosion on the construction sites. This plan will be submitted to the COR for approval prior to beginning construction. The plan will utilize straw bales, straw wattles, and/or other methods to control site runoff.

For each day that stormwater leaves the project site without erosion control in place, the Owner will assess liquidated damages of $500 per day. The Contractor will be responsible for any potential damages or penalties assessed by the State of Montana due to any permit violations by the Contractor. No additional payment will be made for this item. The cost for this work is incidental to the contract.

SP-11 CONSTRUCTION STAKING

The COR will provide construction staking for the project. The locations of all water mains, services, hydrants and buildings will be indentified and staked by the COR.

SP-12 PRECAST PUMP BUILDINGS

PART I - GENERAL

1.4 SUBMITTALS

A. Submit shop drawings and/or manufacturer's literature for products and methods which differ from those shown on the Plans or in the Specifications to the COR for approval at least 10 days prior to fabrication or ordering. Drawings or literature must be marked to show the exact model, size, etc. the Contractor proposes for use.

B. Submit manufacturer's literature, color chips, etc. of the following to the COR for approval at least 10 days prior to ordering:

1. Door, louvered door vent, and door hardware.

2. Paint, interior and exterior.

3. Caulk, grout, and adhesive.

4. Concrete color additive, stains, concrete curing compound and concrete sealer.

C. Concrete Mix Requirements: At least 10 days prior to fabrication, submit aggregate test results and concrete mix design with all concrete additives proposed to COR for approval. If concrete supplier, aggregate source, or any additives change at any time, submit new concrete information to COR for approval. All tests must have been completed within 24 months of the submittal date.

D. Colored Concrete: Submit one colored concrete sample for each color and texture of exterior building surface to COR for approval at least 10 days prior to first anticipated colored concrete placement. Colored concrete samples must also be made available to COR when building trim paint chips are submitted for selection. Minimum sample size is 12" x 12" x 1". COR may waive sample requirement if Contractor can show evidence of successful work with same coloring agent and aggregates as proposed for this project. Evidence must be a completed installation accessible to COR or designated representative at least 10 days before first placement of colored concrete is anticipated.

PART II - PRODUCTS

2.1 PRECAST CONCRETE FORMWORK

A. Forms shall be constructed of plywood, lumber, or steel sheets or plates free of defects which could cause blemishes. Forms must be removable without injuring the concrete and must be constructed to maintain close tolerances between mating surfaces of buildings components.

B. Where "barnwood" embossed exterior finish is specified, form liners which will provide a wood-textured appearance shall be used. Symons Corporation's "Random

Groved Barnwood" meets this specification. Other form liners must be equal in quality, provide similar pattern, and have prior approval of COR.

C. Form coating shall be nonstaining type that will not leave residual matter on surface of concrete or adversely affect proper bonding of subsequent coatings, caulking, grout, or adhesive applied to concrete surfaces.

1.Where form liner is used, use form release agent or coating as recommended by manufacturer of the form liner.

2.Coating containing mineral oils or other nondrying ingredients will not be permitted.

3. Typical acceptable products:

a. Nox-crete form coating - Nox-Crete Company.

b. Arcal - Arcal Chemical Corporation.

c. Synthex - Industrial Synthetics Company.

d. QC Release - Burke Company.

2.2 CONCRETE REINFORCEMENT

A. Reinforcing steel shall meet the requirements of ASTM A615, grade 60, and shall be specified by the supplier, and certicified by a Professional Engineer.

B. All reinforcement shall be new, free from dirt, oil, paint, grease, loose mill scale, and loose or thick rust when placed.

2.3 CONCRETE MIX REQUIREMENTS

A. Concrete shall be supplied by a ready-mix or precast concrete products firm regularly engaged in the business.

B. Cement, aggregate, and water shall be proportioned to obtain concrete with good workability.

C. Concrete shall meet the following requirements:

1. Aggregate size shall be Coarse No. 67 (see Table 2, ASTM C33) or as approved by COR.

2. Minimum cement content: 6.5 sacks per cubic yard.

3. Cement type: ASTM 150 Type II, IIA or III for building and vault. There may be certain cases where Type V (sulfate resistant) is required for vault.

4. Maximum water-cement ratio: 5.0 gallons per sack.

5. Slump: 3 to 5 inches by ASTM C143.

6. Air content: 4.0 to 7.0 percent by ASTM C231.

7. Minimum strength concrete: 3,500 PSI at 28 days.

8. Water shall be potable.

9. Admixtures:

a. Air-entraining, ASTM C260, such as but not limited to "Protex," "Darex," "MB-VR," "Castle-VR," or "ADZ-Air."

b. Water reducing agent, ASTM C494, Type A.

c. Use of other admixtures is subject to approval by the COR.

10. Color additives shall be the following, as appropriate to color specified in Section 1.1:

a. For brown integrally colored buildings: Davis Color "Chocolate Brown" #6058 or approved equal.

b. For light green integrally colored buildings: Davis Color "Cromium Oxide Green" #J5310 or approved equal.

c. For gray integrally colored buildings: Chromix Color "Charcoal" #C-24 or approved equal.

2.4 COLORED CONCRETE

A. The following components shall be precast with colored concrete:

1. Building roof panels.

2. Building wall panels.

2.5 CONCRETE SURFACE SEALERS AND CURING COMPOUND

A.Curing compound shall be colorless, complying with ASTM C-309, Type I or 1-D.

B. Interior of vault shall be sealed with black two-component epoxy coating equal to BG-

500 by Rainguard Products Co., Inglewood, CA.

C. Weatherproofing sealer for exterior of building:

1. Clear, non-gloss, colorless silicone based sealer with mineral oil carrier.

2. Products meeting this specification include, but are not limited to: Burke-United "Clear Proof".

3. Linseed oil shall be applied under silicone sealer on brown integrally colored components only, where such treatment is necessary to prevent brown color from appearing pinkish.

2.6 CAULKING, GROUT, ADHESIVE, AND MORTAR

A. Caulking shall remain flexible and non-sag at temperatures from -50o to +140o

Fahrenheit.

1. Exterior, roof peak joint at roof: 100% silicone caulk, clear. GE Silicone II or equal.

2. Exterior joints, including roof/wall and wall panel joints and around exhaust pipe at slab: Siliconized acrylic caulking to match exterior concrete color, or clear. M-D 25 Year Siliconized Acrylic Caulk 14381, 14803, 14423 or equal.

3. Interior joints: Paintable latex caulking. M-D 15 Year Acrylic Latex Caulk 14001 or equal. An alternate option is the use of 100% silicone caulk, white, to match walls.

B. Grout shall be non-shrink type and shall match color of surrounding concrete as nearly as possible.

C. Epoxy concrete adhesive shall be two component, rigid, nonsag gel adhesive for bonding to dry or damp surfaces, moisture insensitive. Color to match surrounding concrete as nearly as possible.

D. Portland cement mortar shall consist of one part portland cement, three parts sand, and enough water to make a workable mixture.

2.7 STEEL DOORS

A. Doors shall be flush panel type, 1-3/4-inch thick, minimum 16 gauge zinc-coated steel panels, with minimum 18 gauge internal bracing channels, equal to Steelcraft L-16.

Size shall be as shown on Plans.

B. Door frames shall be knockdown or welded type, single rabbet, minimum 16 gauge zinc-coated steel, width to suit wall thickness, equal to Steelcraft. Provide three rubber door silencers on latch side of frame.

C. Door Frame Anchors:

1. Provide three anchors per jamb located approximately at same level as hinge locations.

2. Use anchor type suitable for fastening to precast concrete and designed for future removal of frame.

3. Anchors may be omitted if frame is cast in panel.

D. Door hinges shall consist of 1 1/2 pair wrought steel 4-1/2"x 4-1/2", adjustable tension, automatic-closing spring hinges for each door, US 26D finish.

E. Lockset: Provide Yale commercial lock set. The Forest Service will provide lock cylinder.

F. Door Louver: Louver shall be fixed, inverted split Y, non-vision, 18 gauge galvanized steel with factory prime coat, equal to FDLS series by Anemostat Door Products.

G. Door Stop shall have a cast metal base, U.S. 26D finish, with convex gray rubber 2- 3/8" diameter bumper with a 1" projection, suitable for installation on concrete.

H. Door sweep shall be provided at bottom of door and shall be an adjustable brush type.

J. Kick down door holder shall be provided to enable the door to be held open. Hold-open and release shall be activated with foot movement. Door holder shall be cast iron with aluminum finish and non-marring rubber shoe. Glynn Johnson 444 or equal.

2.8 BUILDING VENT

A. When louvered vent is placed in building walls, rather than in door, the vent shall be constructed of heavy duty galvanized louvers sandwiched between outer layers of one-eighth inch expanded steel mesh and steel frame, black powder-coated. Vent size shall be 14 inches by 18 inches minimum. Romtec Heavy-Duty Kick-Proof Vent meets this specification.

PART III - EXECUTION

3.1 CONCRETE REINFORCEMENT

A. Details of reinforcement not shown on the drawings or as herein specified shall be in accordance with ACI 318. Reinforcement shall be design by a Professional Engineer and the reinforcement schedule submitted on the shop drawings for approval.

3.2 STRUCTURAL DESIGN

A. Steel reinforcement shown on the drawings is designed to carry live load and dead load anticipated on the structure after the structure is installed at the permanent site.

The Contractor will be responsible for adding reinforcement as needed to facilitate handling, transportation, and assembling the building components without incurring structural damage or cracking of the building components.

3.3 COLORED CONCRETE

A. The following concrete components shall be integrally colored:

1. Building roof.

2. Building exterior walls.

B. The same type and brand of cement, coloring agent, aggregates, and other additives shall be used throughout. In addition, as far as is reasonably practicable, all ingredients shall be from the same lot or manufacturing process. Aggregates shall be from the same source.

C. All volumes of concrete shall be uniform in all respects to ensure consistancy of the color of the finished concrete. All ingredients shall be weighed. Add color by weight as recommended by the manufacturer of the concrete color. The mixing operation shall be adequate to uniformly disperse the color throughout each batch.

D. Wash and thoroughly clean the mixer and transporting equipment before mixing colored concrete. Repeat each time a change is made to a different color to avoid any carryover.

3.4 STRUCTURAL JOINTS

A. Joining details other than those detailed below will not be allowed unless approved by the COR prior to manufacture of buildings.

B. Wall components shall be joined together with epoxy concrete adhesive and two weld plate pairs at each joint. Each weld plate shall be 12 inches long and located one pair in the top quarter and one pair in the bottom quarter of the seam. Weld plates shall be anchored into concrete panels and welded together with a continuous weld. Adhesive shall be applied for the entire length of the seam. Seal inside seams with paintable latex acrylic caulk. Seal outside seams with caulk to match building color, or clear.

C. Walls and roof shall be joined with weld plates, minimum 2 1/2" x 5" at each building corner. Where the COR determines that the joint between walls and roof is true enough to prevent point loadings on the walls, the joint between walls and roof shall be sealed gas-tight with silicone caulk. Where the joint between the walls and roof is not true enough to prevent point loading, the joint shall be grouted with approved rigid non-shrinking grout that distributes the weight of the roof evenly around the perimeter of the building walls.

D. The joint between the floor slab and walls shall be joined together with epoxy concrete adhesive and two weld plate pairs for each wall component, one near each end of each wall panel, or each corner on each side, whichever is greater. Each weld plate shall be 12 inches long. Weld plates shall be anchored into concrete panels and welded together with a continuous weld. Adhesive shall be applied for the entire length of the seam. Grout formed keyway to provide smooth cove between walls and floor.

3.5 PAINTING

A. Apply materials in strict accordance with manufacturer's recommendations.

B. Examine work to ensure all surfaces are properly prepared to receive finish.

1. Allow a minimum of 14 days curing time for concrete before paints are applied to concrete. Allow longer curing time when recommended by paint manufacturer.

2. If needed to insure uniform application, prepare concrete surface for application of paints by acid etching with a 30 percent solution of hydrochloric acid. Flush with water and allow to thoroughly dry.

C. Furnish and lay dropcloths in all areas where painting is being done to protect floors and other work from damage.

D. Painting shall NOT be done under the following conditions:

1. Outside in cold, frosty, foggy, or damp weather.

2. In winter, unless temperature is 50oF or over and surfaces are dry and hard.

3. In dusty areas.

E. Apply coats, additional to those shown in the Schedule of Finishes, when undercoats or other conditions show through final coat of paint, until paint film is of uniform finish, color, and appearance.

F. Gray concrete enamel on floor shall also cover the cove at the junction between wall and floor. The line between the gray floor enamel and the white wall enamel shall be straight and parallel to the floor.

G. Schedule of Finishes:

1. Metalwork: Steel doors, door vents and frames, window frames, vault access lids and frames, and roof posts:

a. One coat metal primer.

b. Two coats alkyd oil enamel in color specified elsewhere.

2. Interior Concrete Surfaces:

a. Walls and ceiling of building: 1 coat latex block filler and minimum 2 coats of two-component water-based epoxy paint.

b. Interior floor: Primer coat of thinned two-component epoxy and minimum 2 coats of two-component epoxy paint.

3. Exterior Slab: 1 coat of clear penetrating sealer.

4. Exterior surfaces of building walls, roof, and screens which will not be painted:

2 coats silicone sealer. For brown buildings, linseed oil shall be applied and allowed to air cure before applying sealer.

a. Seal colored concrete as recommended by the manufacturer of the concrete color, if different from above.

H. Cleanup: Repair all defects and remove all paint spatters, etc.

I. Protect interior painted surfaces from direct exposure to sunlight and weather during manufacture, assembly, and installation.

3.6 METAL DOORS AND FRAMES

A. Install steel door and frame in accordance with drawings and manufacturer's recommendations. Fit door accurately in frame. Mount louvers on door with cadmium- or zinc-plated corrosion resistant Phillips head metal screws.

B. Install hardware in accordance with hardware manufacturer's instructions after finish paint work is completed. Install sweep on bottom of door and adjust so it contacts the floor when door is closed. Install coat hook 48" to 54" above the floor. Install door bumper on vestibule wall to meet door handle. Install kick down door holder at lower, outer edge of door so that it will hold door open when lowered.

C. Adjust hinge tension after building is installed so that the maximum force necessary for pushing or pulling the door open is five pounds and the door takes at least three seconds to move from 70 degrees open to within three inches of the latch. Verify smooth operation of door and hardware. Adjust as necessary to provide smooth operation and required hinge tension.

STANDARD MODIFICATIONS

TO MPWSS

SECTION 00950

STANDARD MODIFICATIONS to MPWSS

SECTION 00950

STANDARD MODIFICATIONS to MPWSS

SM-00001 GENERAL

SM-01010 SUMMARY OF WORK

SM-01050 FIELD ENGINEERING

SM-01400 CONTRACTOR QUALITY CONTROL AND OWNER QUALITY ASSURANCE

SM-01700 CONTRACT CLOSEOUT

SM-02110 GEOTEXTILES

SM-02113 ADJUSTING EXISTING MANHOLES, LAMPHOLES, INLETS, WATER VALVE

BOXES, WATER SERVICES, AND FIRE HYDRANTS TO GRADE

SM-02114 RELOCATING OR REMOVING UTILITY POLES, STREET SIGNS, AND

MAILBOXES

SM-02221 TRENCH EXCAVATION AND BACKFILL FOR PIPELINES & APPURTENANT

STRUCTURES

SM-02234 SUB BASE COURSE

SM-02235 CRUSHED BASE COURSE

SM-02502 ASPHALT PRIME AND/OR TACK COAT

SM-02510 ASPHALT CONCRETE PAVEMENT

SM-02529 CONCRETE SIDEWALKS, DRIVEWAYS, APPROACHES, CURB TURN FILLETS,

AND MISCELLANEOUS NEW CONCRETE CONSTRUCTION

SM-02660 WATER DISTRIBUTION

MD-02660-2 WATER AND SEWER MAIN SEPERATION

SM-00001 GENERAL

These Standard Modifications apply changes, deletions, and additions to the Montana Public Works Standard Specifications Fifth Edition, March 2003 and 2006 Addendum, referred to collectively as the MPWSS. Each Section of the MPWSS that has been modified is listed in the Table of Contents of Section 00950 Standard Modifications to MPWSS. The entire Section from the MPWS has not been rewritten for these modifications. Instead, modifications are indicted for a specific subsection, paragraph, sentence or drawing.

Where a Standard Modification to MPWSS does not exist for a particular Section of MPWSS it shall be assumed the work is to be completed in accordance with the appropriate MPWSS Section. When a Standard Modification to MPWSS does exist the requirements of that modification supersede the related MPWSS requirement. Where paragraphs are specifically deleted or modified, or new paragraphs added, all other parts of the MPWSS will remain in effect unless otherwise modified by the Project Manual in accordance with the order of governance as specified in “Summary of Work”.

Forms included in the Project Manual will be used in lieu of similarly titled forms in the MPWSS. Where Technical Specifications follow these Modifications in later Divisions of the Project Manual, those Specifications replace same numbered specifications in the MPWSS.

Delete Part 4: MEASUREMENT AND PAYMENT in all sections of the MPWSS. Payment for an item will only be made if that item is listed as a Bid Item in Section 00300: Bid Form. If an item is listed as a Bid Item, administrative and procedural requirements will be listed in Section 01275: Measurement and Payment. If an item is not listed as a Bid Item, the item is not required or is considered an incidental cost to other Bid Items.

SM-01010 SUMMARY OF WORK

Delete Section 01010.1.2.D and replace with the following:

D. The various portions of the Contract documents, of which these specifications are a part, are essential parts of the Agreement, and a requirement occurring in one is as binding as though occurring in all. All portions are intended to be complementary and to describe and provide for complete work as referenced in Article 3, General Conditions. Unless specifically noted otherwise, in the case of discrepancy, the following precedence will govern.

1. Permits from Town/City/County Departments and other agencies as may be required by law, which will govern over;

2. Change Orders, which will govern over;

3. Executed Agreement, which will govern over;

4. Addenda, which will govern over;

5. Special Provisions, which will govern over;

6. Divisions 1 through Division 16 Technical Specifications, which will govern over;

7. Funding Agency Special Provisions for Montana Public Facility Projects, which will govern over;

8. Standard Modifications to the Montana Public Works Standard Specifications, which will govern over;

9. Supplementary Conditions to the General Conditions, which will govern over;

10. General Conditions, which will govern over;

11. Drawings, which will govern over;

12. Contractor’s Bid, which will govern over;

13. Montana Public Works Standard Specifications 2006 Addendum, which will govern over;

14. Montana Public Works Standard Specifications, Fifth Edition, March 2003, which will govern over;

15. Montana Department of Transportation Standard Specifications for Road and Bridge Construction, which will govern over;

16. Reference Specifications, which will govern over;

With reference to Drawings, the order of precedence is as follows:

1. Addenda/Change Order Drawings govern over any other Drawings.

2. Figures govern over scaled dimensions.

3. Contract Detail Drawings govern over Contract General Drawings.

4. Contract Drawings govern over Standard Drawings.

SM-01050 FIELD ENGINEERING

Delete Section 01050 in its entirety.

SM-01400 CONTRACTOR QUALITY CONTROL AND OWNER QUALITY ASSURANCE

Delete Section 01400 in its entirety and replace with Section 01400: CONTRACTOR QUALITY CONTROL AND OWNER QUALITY ASSURANCE contained in the Project Manual.

SM-01700 CONTRACT CLOSEOUT

Delete Section 01700 in its entirety and replace with Section 01700: CONTRACT CLOSEOUT contained in the Project Manual.

SM-02110 GEOTEXTILES

Delete Section 02110.2.1.A and replace with the following.

A. Assure that fibers used in the manufacture of geotextiles, and the threads used in joining geotextiles by sewing, consist of long-chain synthetic polymers, composed of at least 95 percent by weight polyolefins or polyesters. They must be formed into a network so the filaments on yarns retain dimensional stability relative to each other, including selvedges.

Add Section 02110.2.3.B

B. At the time of installation, the fabric will be rejected if it has defects, seams or weakness, rips, holes, flaws, deterioration, or damage incurred during manufacture, transportation or storage.

Add Section 02110.2.4

2.4 MATERIALS

A. Separation/Stabilization Fabric

1. Provide high survivability non-woven polypropylene fabric that is inert to commonly encountered chemicals and soils and that remains stable over a temperature range of -50 degrees Fahrenheit (-46° C) to 150 degrees Fahrenheit (66° C) and at a pH range of 2 to 13.

2. Assure separation/stabilization geotextile meets the minimum requirements in the following table.

Required Properties for Separation/Stabilization Fabric

Property Test Method Value

Minimum Grab Tensile Strength (lbs) ASTM D4632 200

Grab Tensile Elongation (%) ASTM D4632 50

Puncture (lb) ASTM D4833 130

Maximum Apparent Opening (US Sieve No.) ASTM D4751 100

B. Silt Fence Geotextile

1. Support silt fence with either wood or metal fence posts.

2. Assure silt fence geotextile meets the minimum requirements in the following table.

Required Properties for Silt Fence

Property Test Method Value

Minimum Grab Tensile Strength (lbs) ASTM D4632 125 Minimum Grab Tensile Strength, X Direction (lbs) ASTM D4632 100

Minimum Permittivity (sec-1) ASTM D4491 0.05

Maximum Apparent Opening (US Sieve No.) ASTM D4751 30 Ultraviolet Stability (% Retained After 500 hrs of Exposure) ASTM D4355 70

Delete Section 02110.3.3.B and C and replace with the following.

B. Overlap geotextile a minimum of 24 inches (60 cm) at the ends and sides of adjoining sheets or sew the geotextile joints according to the manufacturer’s recommendations.

Overlap the uphill or upstream sheet over the downhill or downstream sheet. Offset end joints of adjacent sheets a minimum of 5 feet (1.5 m). Pins may be used to hold the geotextile sheets in place other than on interior slopes of lagoons or ponds. Space pins along the overlaps at approximately 3 foot (1 m) centers.

C. Place aggregate, slope protection, or riprap on the geotextile starting at the toe of the slope and proceed upward. Place materials by overhead construction methods or in such a manner that no vehicles or equipment operate directly on the fabric. Place riprap onto the geotextile from a height of less than 12 inches (30 cm). Place slope protection rock or aggregate backfill onto the geotextile from a height less than 3 feet (1 m). In underwater applications, place the geotextile and cover material in the same day.

SM-02113 ADJUSTING EXISTING MANHOLES, LAMPHOLES, INLETS, WATER

VALVE BOXES, WATER SERVICES, AND FIRE HYDRANTS TO GRADE

Delete Section 02113.3.1.E and replace with the following.

D. Provide backfill material conforming to the requirements of Section 02235, 1 inch (25

mm) Minus Crushed Base Course, and compacted to at least 97 percent of the maximum dry density as determined by AASHTO T99 or ASTM D698.

SM-02114 RELOCATING OR REMOVING UTILITY POLES, STREET SIGNS, AND

MAILBOXES

Delete Section 02114.3.1.A and replace with the following.

A. Affected utility companies are to move power, street light, and telephone poles, unless they are designated in the contract documents to be removed or relocated by the Contractor. If a utility company is non-responsive, notify Engineer. Coordinate all utility relocation activity with the construction activity.

SM-02221 TRENCH EXCAVATION AND BACKFILL FOR PIPELINES &

APPURTENANT STRUCTURES

Add the following publications to the list in Section 02221.1.2.A.

ASTM D4235 Relative Density ASTM D4254 Relative Density

In Section 02221.1.3, delete the reference to Standard Drawings 02221-1: Typical Utility Trench Detail and refer to the attached Modified Standard Drawing 02221-1.

Delete Section 02221.1.4.A.1 replace with the following.

1. Meet the testing requirements of Special Provisions and Section 01400:

Contractor Quality Control and Owner Quality Assurance.

Delete Section 02221.2.1.A and replace with the following.

A. TYPE 1 PIPE BEDDING

1. Type 1 Pipe Bedding includes the material placed from 4 inches (10 cm) below the bottom of the pipe to 6 inches (15 cm) over the pipe.

2. Provide Type 1 Bedding consisting of crushed stone or gravel, which is free of cementitious substances or thin, flat particles in an amount that would cause the material to cake, pack, or otherwise form and unyielding support for the pipe.

3. Provide imported granular material with a gradation as follows and a maximum plasticity index of 6, determined by AASHTO T89 and T90 or by ASTM D4318.

Percent by Weight Passing

Sieve Size % Passing

1” (25 mm) 100

3/4” (19.0 mm) 90 - 100

3/8” (9.5 mm) 20 - 55

No. 4 (4.75 mm) 5 - 10

No. 8 (2.36 mm) 0 - 5

4. Crush material so that the percentage of fractured particles in the finished product is as constant and uniform as practical. Crush to produce material where at least

50 percent of the material retained on the No. 4 sieve has at least one fractured face.

5. To prevent migration of material from around the pipe, do not use sand, sandy gravel, or a material composed mainly of sand for bedding material in the pipe zone where ground water is or will be present or where existing material contains voids which would allow migration. Where trench excavation encounters wet or unstable material, Type 1 Pipe Bedding must be well graded, free draining, and non-plastic.

6. Refer to the Special Provisions and details in the Drawings for other requirements.

Delete Section 02221.2.1.B in its entirety.

Delete Section 02221.3.3.A.8 and replace with the following.

8. No classification of trench excavated material materials will be made.

Excavation and trenching work includes the removal and subsequent handling of all earth, loose or cemented gravel, loose or solid rock, and other materials excavated or otherwise removed in performance of the contract work, regardless of the type, character, composition, or condition thereof. All materials excavated or otherwise removed including asphalt, curb, butter, sidewalk, soils, etc., will become the property of the Contractor, who will be responsible for environmentally sound disposal of said material in accordance with state and federal regulations.

Add Section 02221.3.3.B.2.b.

b. If the trench is excavated wider than the specified minimum, provide Type 1 Pipe Bedding for the additional width to yield a consistent backfill for the entire width of the trench or take such other measures as the Engineer may direct to protect the pipe against the crushing forces of trench backfill at the Contractor’s expense.

Delete Section 02221.3.3.E.2 and replace with the following.

2. Remove and replace all pavement damaged during construction by the Contractor’s equipment, or the use thereof, to at least a depth of 1 inch (25 mm).

Patches will not be allowed less than 1 inch (25 mm) in thickness.

Add Sections 02221.3.3.E.3 and 4.

3. Replace all asphalt pavement damaged during construction outside of restoration pay limits in conjunction with asphalt restoration and as otherwise required by the Engineer. Provide asphalt meeting the requirements of Section 02510:

Asphalt Concrete Pavement, and place asphalt to produce a final surface uniform in texture and consistent with the line and grade of adjacent pavement or as directed by Engineer. No compensation will be allowed for removal and replacement of damaged pavement outside of the pay limits for asphalt restoration.

4. Assure work and materials for pavement restoration is in accordance with Section 02510: Asphalt Concrete Pavement.

Delete Section 02221.3.4.A and replace with the following.

A. General

1. Furnish all necessary labor, equipment, and incidentals necessary to dewater the project site during construction.

2. Keep all excavation dry and free from water during construction and the placement of materials. Do not place pipe, bedding, or backfill materials below the groundwater elevation established by dewatering operations. Do not allow ground water or stormwater to enter or flow through the underground piping during installation.

3. The cost of dewatering operations will be incidental to the cost of pipeline and appurtenance installation and no additional payment will be made for dewatering.

Consider shifts in the groundwater level caused by changing seasons or local conditions in estimating the cost of dewatering operations, as no additional payments will be made for fluctuating groundwater levels.

4. Protect all structures that could be potentially impacted by dewatering operations.

Repair any damage to structures caused as a result of dewatering at Contractor’s expense.

Add Section 02221.3.4.B.

B. Discharge

1. Do not discharge or dispose of water from dewatering operations in such a manner as to flood existing landscaped areas, graveled areas, or structures unless approved by Engineer. Written permission from the appropriate landowner shall also be required for discharge or disposal on private property.

2. It is the Contractor’s responsibility to comply with requirements and regulations of federal, state, and local agencies that govern areas affected by dewatering of the construction site and application for, and maintenance of, any required permits.

Add Sections 02221.3.6.A.2 and 3.

2. Storage of all imported backfill materials, including protecting said materials from adverse conditions that would disqualify them from use under these specifications, is the responsibility of the Contractor.

Delete Sections 02221.3.6.B.1.a and b and replace with the following.

a. Place Type 1 Pipe Bedding material 4 inches (10 cm) under, around the pipe, and to a point 6 inches (15 cm) above the top of the pipe in 6 inch (15 cm) lifts, using hand or other compaction methods without damaging or disturbing the pipe including mains and service lines and all appurtenances.

b. Place bedding material in equal lifts on both sides of the pipe for the full trench width. Thoroughly compact each lift of pipe bedding by tamping, vibration, slicing with a shovel, rodding, or by a combination of these methods. Take special care to assure complete compaction under the haunches of the pipe.

Delete Section 02221.3.6.B.2 in its entirety.

Delete Section 02221.3.6.C.1 and replace with the following.

1. After the pipe bedding materials are placed and compacted as specified, backfill the trench.

a. Use backfill material free of cinders, ash, refuse, organic or frozen material, boulders, or other deleterious material.

b. From the top of the Type 1 Bedding to 6 inches (15 cm) below the ground surface, or the subgrade elevation, material containing stone up to 8 inches (20 cm) in the greatest dimension may be used.

c. Cost of screening, drying, or moistening excavated backfill to comply with specifications will be considered incidental to the Contractor’s bid price per linear foot of pipe and service lines, and unit prices for appurtenances, and no additional payment will be made for such work.

Delete Sections 02221.3.6.C.6.a through c and replace with the following.

a. Type A Trench Backfill. Place trench backfill in maximum 8 inch (20

cm) compacted lifts within 3 percent of optimum moisture content and compact until visible displacement ceases.

b. Type B Trench Backfill. Place trench backfill in maximum 8 inch (20

cm) compacted lifts within 3 percent of optimum moisture content and compact until visible displacement ceases.

c. Type C Trench Backfill. Place trench backfill in maximum 12 inch (20

cm) compacted lifts within 3 percent of optimum moisture content and compact until visible displacement ceases.

Delete Section 02221.3.6.D and replace with the following.

D. Replacement of Unsuitable Backfill Material

1. Remove and dispose of excavated soils that are saturated, contain deleterious materials, or have characteristics that, in the opinion of the Engineer, render the soils unsuitable as backfill, or which cannot be readily conditioned or dried to be made suitable.

2. Replace unsuitable soils with material obtained from trench excavations within the project limits at the expense of the Contractor. If suitable replacement material is not available within project limits, obtain material from an approved borrow source, to be paid for as Imported Backfill Material.

3. Provide imported backfill material with a gradation as follows and a maximum plasticity index of 10, determined by AASHTO T89 and T90 or by ASTM D4318. Imported backfill may not contain rock measuring greater than 6 inches (15 cm) in the greatest dimension.

Percent by Weight Passing

Sieve Size % Passing

1” (25 mm) 70 -100

No. 4 (4.75 mm) 40 - 80

No. 10 (2.00 mm) 25 - 60

No. 200 (0.075 mm) 2 - 35

4. Place and compact all imported material according to the applicable backfill specification requirements.

Delete Section 02221.3.6.F.1 and replace with the following.

1. Provide warning tape as described in this Section. Bury tape a maximum of 18 inches (45 cm) below finish surface grade.

Add Section 02221.3.8.B.

B. Dispose of vegetation; coarse debris resulting from pavement or sidewalk removal;

stones, junk, debris, and other materials encountered in excavation work; and other similar waste materials away from the site of the work at the Contractor’s expense.

Delete Section 02221.3.9.C and replace with the following.

C. The maximum permissible distance between backfilling/compaction operations and the end of newly installed pipe is 100 feet (30 m) in existing streets (and/or alleys) and 200 feet (60 m) in all other areas.

Delete Section 02221.3.9.E. and replace with the following.

E. For each work group consisting of a trench excavator, a pipe laying crew, and a backfilling/compaction crew, the maximum allowable open ditch at any time is 200 feet (60 m) in existing streets (and/or alleys) and 400 feet (120 m) in all other areas.

Add Section 02221.3.9.G.

G. At the completion of each working day, fill all trenches and/or provide safety netting, Jersey barrier, and other barricades required for public safety.

Add Section 02221.3.10.

3.10 DRAINAGE CROSSINGS

A. Where trenches are constructed in or across roadway ditches or other water courses, protect the backfill from surface erosion by adequate means. Where the grade of the ditch exceeds 1 percent, prevent erosion by a suitable method approved by the Engineer.

Backfill trenches in such a manner that water will not accumulate in unfilled or partially filled trenches.

B. Remove all material deposited in roadway ditches or other water courses crossed by the trench immediately after backfilling is completed and restore the section, grades, and contours of such ditches or water courses to their original conditions, in order that the surface drainage is obstructed no longer than necessary.

SM-02234 SUB BASE COURSE

Delete Section 02234.2.5.A and replace with the following.

A. Use water from an approved source.

SM-02235 CRUSHED BASE COURSE

Delete Section 02235.2.2.C and replace with the following:

C. Crush material so that the percentage of fractured particles in the finished product is as constant and uniform as practical. Crush to produce material where at least 50 percent of the material retained on the No. 4 sieve has at least one fractured face.

Delete Section 02235.2.4.A and replace with the following.

A. Use water from an approved source.

SM-02502 ASPHALT PRIME AND/OR TACK COAT

Delete Section 02502.2.1.A and replace with the following:

A. Unless otherwise specified, furnish asphalt material grade and typed as specified below.

1. Furnish Liquid Asphalt, MC-70 meeting the requirement of Section 702 of the MDT Standard Specifications for all asphalt prime coat applications.

2. Furnish Liquid Asphalt, MC-800 and/or MC-3000 meeting the requirement of Section 702 of the MDT Standard Specifications for all chip seal applications on gravel roads.

3. Furnish Emulsified Asphalt, SS-1 meeting the requirements of Table 1 in this section for all asphalt tack coat applications.

4. Furnish Emulsified Asphalt, CRS-2 or CRS-2P meeting the requirements of Table 2 in this section for all asphalt chip seal applications.

Add the following to Section 02502.3.2.B:

A. Apply MC-70 at a rate of 0.20 gallons per square yard (0.91 L/m2) on all asphalt prime coat applications.

SM-02510 ASPHALT CONCRETE PAVEMENT

Delete Section 02510.2.1.B and C and replace with the following.

B. Unless otherwise specified, furnish Type B or B-Modified aggregate meeting the requirements of Table 2 in this section for all asphalt pavement applications.

C. Unless otherwise specified, furnish (PGAB) PG58-28 Asphalt Binder Material meeting the requirements of Table 3 in this section for all asphalt pavement applications.

Delete Section 02510.2.2.H and replace with the following.

H. Produce coarse aggregate retained on the No. 4 sieve (4.75 mm) having a minimum of 75 percent by weight of particles with at least two mechanically fractured faces. When fractures are contiguous, assure the angle between the fracture planes is at least 30 degrees to count as two fractured faces.

Add the following to Table 2 in Section 02510.2.2.L.1.

Percent by Weight Passing

Sieve Size Type B-Modified

1” (25 mm) ---

3/4” (19 mm) 100

1/2” (12.5 mm) 82 - 95

3/8” (9.5 mm) 70 - 90

No. 4 (4.75 mm) 45 - 65

No. 10 (2.00 mm) 32 - 45

No. 40 (0.425 mm) 15 - 25

No. 200 (0.075 mm) 4 - 8

Add the following to Section 02510.2.5.B.2:

All type B-modified asphaltic concrete surfacing shall meet the following Marshall Design criteria as determined by ASTM D1559.

a. Number of Compaction Blows, Each End of Specimen

b. Stability, Minimum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1500 lbs.

c. Flow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 – 16

d. Air Voids, Percent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3% - 5%

e. Percent Voids in Mineral Aggregate (minimum) . . . . . . . . . . 65-75

Add the following to Section 02510.3.14.B.3:

d. Skin patching will not generally be considered a satisfactory method of repair.

e. Tack coat all existing edges prior to placing new asphalt concrete.

Delete Section 02510.3.9 and replace with the following.

A. Sampling and testing of the aggregates and other constituent materials will meet the requirements of Special Provisions and Section 01400: Contractor Quality Control and Owner Quality Assurance.

Delete Section 02510.3.16.A.1 and add the following:

1. The maximum lift thickness is 3 inches (compacted depth) for surface courses and 6 inches (compacted depth) for base courses.

Delete Section 02510.3.29 and replace with the following.

3.29 PAVEMENT AND MATERIAL TESTING REQUIREMENTS

A. Meet the testing requirements of the Special Provisions and Section 01400: Contractor Quality Control and Owner Quality Assurance.

B. Owner or Owner’s representative may perform field density testing of the pavement through the use of a nuclear densometer and/or by providing 4 inch diameter core samples of the asphalt surface courses.

C. The Owner or Owner’s representative may determine the field thickness of the pavement by inserting a flat blade through the material to the previously placed base, measuring core samples, or other approved method. The actual measured thickness must be within ¼ inch (6.35 mm) of the specified thickness. When the measurement of any field thickness is less than the plan thickness by more than the allowable deviation, the actual thickness of the pavement in this area may be determined by taking additional measurements at intervals parallel to the centerline in each direction from the affected locations until, in each direction, pavement is found which is not deficient by more than the allowable deviation. Additional measurements of field thickness are considered as re-testing of failing areas.

D. In all cases, the costs of the following tests are at Contractor’s expense:

1. Initial Aggregate Tests

2. Job Mix Formula

3. Any Tests Contractor Requires for Quality Control for Crushing, Screening, or Other Construction Operations

4. Re-testing of Failing Tests or Required Additional Testing

E. Correct all pavement composition and field density deficiencies at Contractor’s expense.

Areas found deficient in thickness by more than the allowable deviation will be evaluated by the Engineer. If the Engineer determines the deficient areas warrant removal, remove and replace the areas with asphaltic concrete of the thickness shown on the Drawings at the Contractor’s expense.

SM-02529 CONCRETE SIDEWALKS, DRIVEWAYS, APPROACHES, CURB TURN

FILLETS, AND MISCELLANEOUS NEW CONCRETE CONSTRUCTION

Delete Standard Drawing 02529-6, Retrofit Drive Approach, from the list in Section 02529.1.2.A and the drawing itself in its entirety from Appendix A.

Delete Sections 02529.3.2.A and B and replace with the following.

A. Excavate to the specified depth, or as directed by the Engineer. Assure the concrete subgrade has a firm and even surface and is compacted as specified in Section 02230, as may be modified by the Standard Modifications.

B. Place and compact at least 3 inches (75 mm) of gravel base material to a firm, even surface. This requirement is waived for concrete if it is to be installed on street base course material exceeding 3 inches (75 mm) or more in thickness and is approved by Engineer.

Delete Section 02529.3.4.A and replace with the following.

A. Place and hold in position reinforcement meeting the contract requirements, or as directed by Engineer, before placing the concrete.

Delete Section 02529.3.6.B.1 and replace with the following.

1. Finish the concrete surface true to lines and grades shown on the Drawings.

Work concrete until the coarse aggregate is forced down into the body of the concrete and no coarse aggregate is exposed. Float the concrete surface using a magnesium float to a smooth and uniform surface. Plastering of the surface is prohibited. Edge all outside edges of the slab and all joints using a ¼ inch (6.4

mm) radius edging tool.

2. Immediately after the forms have been removed, remove all form bolts and tie wires to a depth of at least ½ inch (12.5 mm) below the surface of the concrete.

Clean and fill all holes and depressions caused by the removal or setting back of form bolts or tie wires with Portland cement mortar composed of 1 part cement by volume and 2 parts sand. Chip out, clean and fill all rock pockets, honey, and air pockets with mortar, in compliance with instruction of the Engineer. If, in the judgment of the Engineer, rock pockets are of such an extent or character as to materially affect the strength of the structure or to endanger the life of the steel reinforcement, he may declare the concrete defective and order the complete removal and replacement of that portion of the structure so affected.

3. Carefully make all mortar patches using a very dry mortar tamped firmly in the void. Keep the patches wet for a period of 3 days after which it will be inspected for shrinkage cracks. Excessive cracking will require complete removal and replacement of the patch.

4. Screed, float and light broom finish sidewalks, exterior slabs, approaches, etc.

and membrane cure.