AG-64R4-S-12-0014AY.Final.Specifications.docx

SPECIFICATIONS AND CONTRACT DOCUMENTS FOR

U.S. FOREST SERVICE

MARK TWAIN NATIONAL FOREST POTOSI-FREDERICKTOWN RANGER DISTRICT COUNCIL BLUFF BATHHOUSE

RENOVATIONS & INFRASTRUCTURE IMPROVEMENTS IRON COUNTY, MO

April 2012

· INTEGRITY

ENGINEERING, INC.

ENGINEERING • ARCHlHCTURE • LAND SURVEYING

1714 East lOth Street POBox700 Rolla, Missouri 65402-0700 Phone: (573) 341-2100 Fax: (573) 341-2111 www.integrityeng.com

TECHNICAL SPECIFICATIONS TABLE OF CONTENTS

DIVISION 2

Demolition Erosion Control Site Preparation Earthwork,Backfill & Compaction Excavation, Backfilling,and Compacting for Utilities Sewer Force Main Installation of Tracer Wire on Water Mains Water System Polypropylene liner for Lagoon Landscape,Seeding and Sodding

DIVISION 3

Concrete Reinforcements Cast-in-Place Concrete Cast-in-Place Colored Stamped Concrete Non-Shrink Grout

DIVISION 4

Unit Masonry Reinforced Unit Masonry

DIVISION 6

Rough Carpentry Finish Carpentry

DIVISION 7

Water Repellants Building Insulation Architectural Asphalt Shingles Cementious Factory Coated Siding Flashing & Sheet Metal Flexible Flashing Joint Sealants

DIVISION 8

Standard Steel Door & Frames Door Hardware Vinyl Windows Glazing

Section 02050 Section 02105 Section 02110 Section 02200 Section 02222 Section 02630 Section 02633 Section 02700 Section 02801 Section 02900

Section 03200 Section 03300 Section 03301 Section 03610

Section 04200 Section 04230

Section 06100 Section 06200

Section 07175 Section 07210 Section 07311 Section 07461 Section 07600 Section 07650 Section 07920

Section 08111 Section 08710 Section 08560 Section 08800

DIVISION 9

FINISH SPECIFICATIONS Gypsum Board Assemblies Fiberglass Reinforced Wall Panels Painting Special Masonry Coating

Section 09260 Section 09770 Section 09900 Section 09910

DIVISION 15

Potable Water Pipe Insulation Potable Water Piping Domestic Water Piping With PEX Plumbing Pipe Sanitary Waste & Vent Piping Plumbing Electric Water Heaters Exhaust Fans Louvers & Vents

Section 15083 Section 15141 Section 15142 Section 15150 Section 15400 Section 15630 Section 15836 Section 15854

DIVISION 16

Basic Materials & Methods Conduits and Raceways Conductors Wiring Devices Boxes Grounding Panel Boards Overcurrent Protection Devises Motor & Circuit Disconnects Equipment Connections & Control Wiring

Section 16010 Section 16020 Section 16070 Section 16080 Section 16090 Section 16390 Section 16435 Section 16442 Section 16455 Section 16480

SECTION 02050

DEMOLITION

PART 1 - GENERAL

1.01 SUMMARY:

t

1.02 RELATED REQUIREMENTS:A.

Sec

1.

ion Includes:

Demolition shall include, unless otherwise noted on Drawings, removal of existing objects of improvements, whether indicated on Drawings or not, that would, in the opinion of the Owner, prevent or interfere with progress or completion of proposed work.

2.

Permits, fees, and licenses shall be secured and paid for by Contractor, including disposal charges as required to ensure progress of work will proceed.

3.

Work shall comply with requirements of governing authorities in demolition of existing pavement, curbs and gutters, drainage structures, and utilities as may be required.

4.

Demolition requires removal and disposal off site of following:

a. Building structures as indicated on Drawings or as required by

Specifications.

b. Entrance drive, parking structures, and adjacent landscape work to limits indicated on Drawings, or as required by Specifications.

c. Building foundations and supporting walls to uniform depth of twelve inches (12") below lowest foundation elevation.

A. Construction Drawings

B. The Contractor shall submit a plan to the Owner prior to any demolition or construction for the removal and disposal of any hazardous materials. The plan shall reflect conformance with appropriate regulations and shall contain copies of all necessary permits regarding said removal and disposal.

Page I of3 Section 02050 - Demolition

1.03 JOB CONDITIONS:

A. Conditions existing at time of inspection for bidding purposes will be maintained by Owner in so far as practicable. Variations within structure may occur by Owner's removal and salvage operations prior to start of demolition work.

B. Explosives shall not be brought to site or used without written consent of authorities having jurisdiction. Such written consent will not relieve Contractor of total responsibility for injury to persons or for damage to property due to blasting operations. The performance of any required blasting shall comply with governing regulations.

1.04 PROTECTIONS:

A. SUMMARY:

1. Ensure safe passage of persons around all areas of demolition.

2. Conduct operations to prevent damage to adjacent buildings, structures, other facilities, or injury to persons.

3. Provide interior and exterior shoring, bracing, or support to prevent movement, settlement, or collapse of structures to be demolished and of adjacent facilities to remain.

4. Promptly repair damages caused to adjacent facilities by demolition operations at no cost to Owner.

5. Maintain existing utilities indicated to remain, keep in service, and protect against damage during demolition operations.

6. Prevent interruption of existing utilities serving occupied or used facilities, except when authorized in writing by authorities having jurisdiction.

7. Provide temporary services during interruptions to existing utilities as acceptable to governing authorities.

8. Use water sprinkling and other suitable methods to limit dust and dirt rising and scattering in air to lowest practical level.

9. Comply with governing regulations pertaining to environmental protection, both during demolition and in disposal of materials.

Page 3 of3 Section 02050 -Demolition

10. Clean adjacent structures and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to condition existing prior to start of work.

PART 2 - PRODUCTS This Part Not Used. PART 3 - EXECUTION

3.01 HAZARDOUS MATERIALS:

A. All hazardous asbestos and other hazardous materials must be identified and removed prior to any demolition, in strict conformance with local, state and federal regulations.

3.02 DISPOSAL OF DEMOLISHED MATERIALS:

A. Remove from site debris, rubbish, and other materials resulting from demolition operations.

B. No burning of any materials, debris, or trash on-site or off-site will be allowed, except when allowed by the appropriate governing authority. If allowed as stated above, burning shall be performed in manner prescribed by governing authority. Attend burning materials until fires have burned out or have been extinguished. Coordinate burning activities with the local fire protection district.

C. Transport materials removed from demolished structures and dispose off site to areas that are approved for disposal by governing authorities and appropriate property owners.

END OF SECTION

SECTION 02105

EROSION CONTROL

PART 1 -GENERAL

1.01 RELATED WORK SPECIFIED ELSEWHERE:

A. Excavating, Back filling, and Compacting for Utilities: Section 02222.

1.02 DESCRIPTION:

A. Work Included: Provide and install all materials, equipment, and labor necessary for the control of surface water and as required to provide silt and erosion control structures as specified herein.

B. Permanent Control: Furnish and place mulch or matting on surfaces prepared and seeded as specified in SECTION 2900 or as shown on the Drawings.

C. Temporary Control:

1. When the use of straw bales is specified, furnish and place straw bales as a temporary erosion and sediment control device at locations shown on the Drawings or as directed by the Engineer.

2. When siltation fence is specified, install siltation fence at locations shown on the Drawings or as directed by the Engineer.

3. When seeding is specified, sow seed of the type specified on the areas disturbed or as directed by the Engineer.

1.03 SEDIMENT CONTROL GUIDELINES:

A. U.S. Environmental Protection Agency Publication 430/9-73-007 Processes, Procedures and Methods to Control Pollution Resulting from All Construction Activity.

B. U.S. Department of Agriculture Soil Conservation Service Publication dated July 1975. Standards and Specifications for Soil Erosion and Sediment Control in Developing Areas.

1.04 REVIEW AND/OR INSPECTION OF SEDIMENTATION CONTROL MEASURES:

Page l of7 Section 02105- Erosion Control

A. All construction under this project shall be subject to review and/or inspection by the appropriate State and Federal agencies responsible for ensuring the adequacy of sedimentation control measures.

1.05 SUBMITTALS:

A. The Contractor shall furnish, in writing, his plan for controlling erosion and siltation before beginning the construction work. Said plan shall also include the methods to be utilized for protecting and stabilizing steep slopes and trenches which will be affected by the construction work. Acceptance of this plan will not relieve the Contractor of responsibility for completing the work as specified.

PART 2- PRODUCTS

2.01 MATERIALS:

A. Mulch:

1. Late cut, matured, and cured straw or straw.

2. When air-dried in the loose state, the contents of a representative bale shall lose not more than 15 percent of the resulting air-dry weight of the bale.

3. Free from primary noxious weed seeds as stated in the Missouri Seed Law.

B. Matting for Erosion Control:

1. Plastic Netting:

a. The netting shall consist of green degradable polypropylene extended oriented plastic net with bonded joints having openings not to exceed 4% square inches with either dimension not to exceed 3".

2. Excelsior Mat:

a. Wood excelsior, with approximately 80 percent if the fibers having a minimum length of 6".

b. The wood from which the excelsior is cut shall be properly cured to achieve adequately curled and barbed fibers.

Page 3 of7 Section 02105- Erosion Control

c. The blanket shall be of consistent thickness, with fibers evenly distributed over the entire area of the blanket.

d. The blanket shall be of covered on the top side with a netting having a maximum mesh size of 1% x 3 inches composed of cotton cord, twisted Kraft paper yarn, or degradable extended plastic. The netting shall be entwined with the excelsior mat for maximum strength and ease of handling.

e. The blanket shall be made smolder resistant with a treatment that shall be nonleaching, non-toxic to vegetation, and shall not be toxic or injurious to humans. In dry-air conditions, the blanket shall not flame or smolder for a distance of more than 12" from where a lighted cigarette is placed on the surface.

f. The blanket shall weigh at least 0.75 pounds per square yard.

C. Staples: No. 11 (or heavier) ungalvanized steel wire, made from lengths of at least 6" each.

D. Seed for Erosion Control:

1. For Temporary Control: Annual winter rye grass, as directed by the Engineer and at no additional cost to the OWNER

E. Straw Bales:

1. Consist of rectangular-shaped bales of straw or straw weighing at least 50 pounds per bale with a minimum size of 1.0' X 1.5' X 3.0'.

2. Free from primary noxious weed seeds and rough or woody materials.

F. Siltation Fence: Envirofence as manufactured by Mirafi Inc. or comparable Siltation fence by Advanced Drainage Systems, Inc. (ADS), American Engineering Fabrics, Inc. or approved equal.

PART 3 - EXECUTION

3.01 PERFORMANCE:

A. Diverting Surface Water:

s

C. Mulch:

1.

Build, maintain, and operate all channels, flumes, sumps, and other temporary diversion and protection works needed to divert surface water through or around the construction site and away from the construction work while construction is in progress.

Unless otherwise specified, stream diversion must discharge into the same natural drainage way in which its head works are located.

B.

Ero ion Control Provisions:

1.

Construct all haul roads of a durable coarse granular surface material sufficiently protected from erosion through water and wind action by channeling water flow around the structure, protecting side slopes with rip-rap or fiber mats or by using straw bale dikes or stone check dams.

Protect areas where existing stream banks are to be excavated by constructing straw dikes at the top of slope to divert storm runoff from the disturbed area or at the toe of the slope to retain sediments, as conditions permit.

3.

Straw bale dikes may be required parallel to the stream channels in order to contain sediments from the excavation operation.

4.

Prior to removal of all sediment control dikes remove all retained silt or other materials at no additional cost to the Owner.

1. Undertake immediately after each area has been properly prepared.

2. When seed for erosion control is sown prior to placing the mulch, place on the seeded areas within 48 hours after seeding.

3. Apply straw that has been thoroughly fluffed at approximately 2 tons per acre unless ordered otherwise.

4. Blowing chopped mulch will be permitted when authorized.

5. Authorization will be given when it can be determined that the mulch fibers will be of such length and applied in such a manner that there will be a minimum amount of matting that would retard the growth of plants.

Page 7 of7 Section 02105 -Erosion Control

6. Straw mulch should cover the ground enough to shade it, but the mulch should not be so thick that a person standing cannot see ground through the mulch.

7. Remove matted mulch or bunches.

8. Employ a light covering of loose branches, a system of pegs and strings, or other approved method and remove prior to the acceptance of the project.

9. When specified, use asphalt emulsion as a tie-down, at a rate not less than 100 gallons per acre.

10. Dispose of all baling wire or rope outside the limits of the project in approved areas.

D. Matting:

1. Preparation:

a. Surfaces of Ditches and Slopes:

1) Conform to grades and cross sections shown on the Drawings.

2) Finish to a smooth and even condition with all debris, roots, stones, and lumps raked out and removed.

3) Loosen soil surface to permit bedding of the matting.

4) Unless otherwise directed, apply seed prior to placement.

2. Excelsior:

a. Unroll in the direction of the flow of water.

b. Where strips are laid end to end, butt adjoining ends.

c. When adjoining rolls are laid parallel to one another, butt matting snugly.

3. Laying and Joining:

a. Except where matting is turned down, spread evenly and smoothly in close contact with the ground.

b. Cut out bulging seams and make joints as described above.

apart in three rows for each strip, with one row along each edge and one row, alternately spaced, down the center.

f. On grades 4:1 or steeper, place staples in the same three rows, but spaced 2' apart.

g. On all overlapping or butting edges, double the number of staples, with the spacing halved; all ends of the matting and all required check slots shall likewise have staples spaced every foot. Matting Placed Adjacent to Boulders or Other Obstructions: Staple with no space between the staples, to eliminate any loose edges of matting.

h. The above specified spacing of staples may be changed as ordered, depending upon varying factors such as the season of the year or the amount of water encountered or anticipated.

1. In driving the staples, take care so as not to form depressions or bulges in the surface of the matting.

4. Other Matting: Approved, alternate matting shall be applied in accordance with the recommendations of the manufacturer and as directed.

E. Seed for Erosion Control:

1. Temporary Seeding: Seed with a winter rye grass sown at the rate of approximately 50 pounds per acre on the pure live seed basis.

F. Siltation Fence:

1. Install per manufacturer's requirements and in locations shown on the Drawings and as directed by the Engineer.

G. Stone Check Dams: Install where shown on Drawings. Upon completion dams may be spread out evenly to supplement rip-rap protection.

3.02 MAINTENANCE:

A. If any staples become loosened or raised or if any matting becomes loose, torn, or undermined, make satisfactory repairs immediately.

B. Maintain areas mulched or matted, with no extra compensation, until the completion of the Contract.

3.03 STRAW BALES FOR EROSION CONTROL:

A. Place as ordered to provide for temporary control of erosion or polluting or both.

B. Stake with the required stakes.

C. Upon acceptance of the Contract, the bales shall be left in place unless released to the Contractor.

3.04 REMOVAL OF TEMPORARY WORKS:

A. Remove or level and grade to the extent required to present a slightly appearance and to prevent any obstruction of the flow of water or any other interference with the operation of or access to the permanent works.

SECTION 02110

SITE PREPARATION

1.01 SUMMARY

1.02 RELATED REQUIREMENTS. Construction Drawings.

1.03 PROTECTIONS.

A. Provide protection necessary to prevent damage to existing improvements, trees, or vegetation indicated on the Contract Documents to remain.

B. Protect improvements on adjoining properties and on Owner's property.

C. Restore damaged improvements to original condition as acceptable to parties having jurisdiction.

D. Conduct site clearing operations to ensure m1mmum interference with roads, streets, walks, and other adjacent occupied or used facilities. Do not close or obstruct streets, walks, or other occupied or used facilities without permission from authorities having jurisdiction. Streets and roadways shall be thoroughly cleaned and/or swept on a daily basis or more frequently as required by the governing authority.

E. Provide traffic control as required, in accordance with the US Department of Transportation "Manual on Uniform Traffic Control Devices" and the State Highway Department requirements.

PART 2 - PRODUCTS (This Part Not Used.) PART 3 - EXECUTION

3.01 Unless otherwise indicated on the Drawings, remove trees, shrubs, grass, other vegetation, improvements, or obstructions interfering with installation

Page l of2 Section 02110Site Preparation of new construction. Removal includes digging out stumps and roots. Do not remove items elsewhere on site or premises unless specifically indicated.

3.02 Strip topsoil to whatever depths encountered to prevent intermingling with underlying subsoil or other objectionable material. Cut heavy growths of grass from areas before stripping. Topsoil shall consist of sandy loam surficial soil found in depth of not less than four (4) inches. Topsoil shall be reasonably free of subsoil, clay lumps, stones and other objects over two (2) inches in diameter, weeds, roots, and other objectionable material. Contractor shall be responsible to excavate up to one (1) foot below existing grade to remove topsoil included in the base Contract. Additional excavation beyond this point shall be at additional payment to be negotiated. Extra excavation shall only be performed after a written Change Order is executed. If excavation is on a slope, benching of the existing site will be required. Benching shall be performed as part of the excavation at no addition cost regardless of the depth. See Excavation Specifications for specifics.

3.03 Stockpile topsoil in storage piles in areas shown or where directed by the Engineer. Construct storage piles to freely drain surface water. Cover storage piles as required to prevent windblown dust. Dispose of unsuitable as specified for waste material, unless otherwise specified by Engineer. Excess topsoil shall be removed from the site by the Contractor unless specifically noted otherwise on the Drawings.

3.04 Completely remove stumps, roots, and other debris below proposed sub grade elevation. Fill depressions caused by clearing and grubbing operation with satisfactory soil material, unless further excavation or earthwork is required. Place fill material in horizontal layers not exceeding eight (8") inches loose depth, and thoroughly compacted per fill requirements of this Section and Section 02200.

3.05 Remove existing above grade and below grade improvements and abandoned underground piping or conduit necessary to permit construction and other work.

3.06 Contractor shall remove from site and dispose of or if permitted burn on site all vegetative matter including trees, brush stumps, and leaves. Material removed from site shall be brought to a location acceptable to the Engineer. Burning on site must be approved by the Engineer, land owner, and proper authorities.

Page 2 of2 Section 02110 - Site Preparation

SECTION 02200

EARTHWORK, BACKFILL, AND COMPACTION

PART I -GENERAL

1 01 SECTION INCLUDES:

A. Installation, protection, and/or modification of utilities during site work construction including any necessary staging of work.

B. Scarifying, compaction, and testing of previously graded sites to ensure proper preparation and acceptability.

C. Excavation and embankment placement to required lines, dimensions, and subgrade elevations.

D. Preparation of existing low areas for placing of fill, including disposal of muck, topsoil, silt, and wet or unsuitable material.

1.02 RELATED REQUIREMENTS.

A. SITE PREPARATION. Section 02110

B. CONSTRUCTION DRAWINGS. Refer to Plans and Specifications for specific requirements regarding the earthwork beneath the building. Where the detailed plans earthwork requirements for the building subgrade pad are more stringent than those stated herein, the Architectural plans and specifications shall govern.

1.03 REFERENCE STANDARDS.

The following most current publications form part of this specification to the extent indicated by references thereto and shall be followed for all construction testing:

A. American Society for Testing and Materials (ASTM)

Marshall Apparatus

(Shallow Depth)

10. D 3017 Test for Moisture Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)

Page I of8 Section 02200 - Earthwork

14. C 618 Specification for Fly Ash and Raw or Calcified Natural Pozzolan for Use as a Material in Portland Cement Concrete

15. C 977 Quicklime and Hydrated Lime for Soil Stabilization

B. American Association of State Highway and Transportation Officials (AASHTO)

1. T 88 Mechanical Analysis of Soils

PART 2 - PRODUCTS

2.01 MATERIALS

A. ACCEPTABLE STABILIZATION FABRICS AND GEOGRIDS.

B. FILTER I DRAINAGE FABRICS.

C. SILT FENCING FABRICS.

PART 3 - EXECUTION

3.01 PREPARATION.

A. On Site Vegetative Material. The top layer of friable loamy vegetative soil that will be stripped from all areas to be excavated or to receive fill prior to starting excavation. The Contractor will be responsible to sort the soil as it is stripped to that which would not suitable and to stockpile the materials in separate locations.

B. Remove from site material encountered in grading operations that, in opinion of Owner or Engineer, is unsuitable or undesirable for back filling, subgrade or foundation purposes. Dispose of in a manner satisfactory to Owner or Engineer. Back fill areas with layers of suitable material and compact as specified.

C. Prior to placing fill in low areas, such as previously existing creeks, ponds, or lakes, perform following procedures:

1. Drain water out by gravity with ditch having flow line lower than lowest elevation in low area. If drainage cannot be performed by gravity ditch, use adequate pump to obtain same results.

Page 4 of8 Section 02200 - Earthwork

representative. Material shall be inspected and, if found to be suitable for use as fill material, shall be incorporated into lowest elevation of perimeter of building or paving subgrade. If, after observation by Owner or Owner's representative, material is found to be unsuitable, all unsuitable material shall be removed from site.

3.02 EXCAVATION FOR FILLING AND GRADING.

A. Classification of Excavation. Contractor by submitting bid acknowledges that he has investigated site to determine type, quantity, quality, and character of excavation work to be performed. Excavation shall be considered unclassified excavation. (No extra payment will be made for rock excavation.)

B. Perform excavation using capable, well-maintained equipment and methods acceptable to the Owner, Engineer and governing agencies.

C. When performing grading operations during periods of wet weather, provide adequate drainage and ground water management to control moisture of soils.

D. When placing fill on slopes greater than eight (8) percent contractor shall be responsible to prepare the existing ground to receive fill material by excavating the slopes to grades that are less than five (5) percent by cutting benches with the contours of the slope. The "Benches" shall be a minimum width of 12 feet each and shall be stair stepped up the slope until existing grades are less than eight (8) percent.

E. Shore, brace, and drain excavations as necessary to maintain safe, secure, and free of water at all times.

F. Perform rock excavation in a manner that will produce material of such size as to permit it being placed in embankments. Remove rock to limits as indicated. Remove loose or shattered rock, overhanging ledges, and boulders that might dislodge.

G. Break or crush rock to allow use for fill in parking area as follows:

material is acceptable as fill within the upper two (2) feet of proposed subgrade.

4. Provides grade and elevations for all improvements at intervals appropriate to the grading being done. All grades slopes and stakes shall be set by a registered engineer or registered land surveyor.

3.03 FILLING AND SUBGRADE PREPARATION.

A. BUILDING, ROAD, DRIVE, AND PARKING SUBGRADE AREAS.

1. Building and road subgrade pad shall be that portion of site directly beneath and ten

(10) feet beyond the building, parking and gravel roadway, and gravel drive areas.

2. The building, Roads, Drives, and Parking Areas subgrade shall be prepared in strict accordance with the Drawings.

3. Unless specifically indicated otherwise on the Drawings, areas exposed by excavation or stripping and on which building or road subgrade preparations are to be performed shall be scarified to a minimum depth of eight (8) inches and compacted to a minimum of 95 percent of the optimum density in accordance with ASTM D 698, (or 92% of the optimum density, in accordance with ASTM D 1557) at a moisture content of not less than one (1) percent below and not more than three (3) percent above the optimum moisture content.

These areas shall then be proof rolled to detect any areas of insufficient compaction. Proof rolling shall be accomplished by making a minimum of two (2) complete passes with a fully-loaded tandem-axle dump truck, or approved equivalent, in each of the two perpendicular directions under the supervision and direction of a field geotechnical engineer. Areas of failure shall be excavated and recompacted as stated above.

4. Unless specifically indicated otherwise on the Drawings, fill materials used in preparation of subgrades (if applicable) shall be placed in lifts of layers not to exceed eight (8) inches loose measure and compacted to a minimum density of 95 percent of optimum density, in accordance with ASTM D 698 (or 92% of the optimum density, in accordance with ASTM D 1557), at a moisture content of not less than one (1) percent below and not more than three (3) percent above the optimum moisture content. Unless specifically stated otherwise in the "foundation subsurface preparation" on the Drawings, the following table stipulates maximum allowable values for plasticity index (PI) and liquid limit (LL) of suitable materials to be used as fill in the specified areas.

Location PI LL

Building Area, Below Upper Four Feet 20 50

Building Area, Upper Four Feet 20 40

B. AREAS OF CONSTRUCTION EXCLUSIVE OF THE AREAS MENTIONED ABOVE.

(NOTE: Unless specifically indicated otherwise on the Drawings, all other areas shall be considered to be "Areas of Construction Exclusive of the AREAS MENTIONED IN 3.4.1" and therefore, subject to the specifications regarding same.

1. Unless specifically stated otherwise on the Drawings, areas exposed by excavation or stripping and on which subgrade preparations are to be performed shall be scarified to minimum depth of eight (8) inches and compacted to minimum of 95 percent of optimum density, in accordance with ASTM D 698 (or 92% optimum density, in accordance with ASTM D 1557), at a moisture content of not less than optimum and not more than four (4) percent above the optimum moisture content. These areas shall then be proof rolled to detect any areas of insufficient compaction. Proof rolling shall be accomplished by making a minimum of two (2) complete passes with a fully loaded tandem-axle dump truck, or approved equivalent, in each of the two (2) perpendicular directions under the supervision and direction of the Engineer. Areas of failure shall be excavated and re-compacted as stated above.

2. Unless specifically stated otherwise on the Drawings, fill materials used in preparation of subgrade shall be placed in lifts or layers not to exceed eight (8) inches loose measure and compacted to a minimum density of 95 percent of optimum density, in accordance with ASTM D 698, (or 92% of the optimum density, in accordance with

ASTM D 1557) at a moisture content of not Jess than optimum and not more than four

(4) percent above the optimum moisture content.

3.04 MAINTENANCE OF SUBGRADE.

A Finished subgrades shall be verified by Contractor to ensure proper elevation and conditions for construction above subgrade.

B. Protect subgrade from excessive wheel loading during construction, including concrete trucks and dump trucks.

C. Remove areas of finished subgrade found to have insufficient compaction density to depth necessary and replace in a manner that will comply with compaction requirements by use of material equal to or better than best subgrade material on site. Surface of subgrade after compaction shall be hard, uniform, smooth, stable, and true to grade and cross-section.

D. Grading of building, road subgrade, and paving areas shall be checked by referencing grade stakes set at not more than 50-foot centers or other appropriate means. Tolerance of plus or minus 0.06 feet will be permitted.

E. Maintain subgrade for area to be paved and building pad subgrade, whether previously graded by others and accepted by Contractor or constructed by Contractor. Make adjustments that may be required in accordance with Specifications at no additional expense to Owner.

3.05 FINISH GRADING

A Grade all areas where finish grade elevations or contours are indicated on Drawings, other than paved areas and buildings, including excavated areas, filled and transition areas, and landscaped areas. Graded areas shall be uniform and smooth, free from rock, debris, or irregular surface changes. Finished subgrade surface shall not be more than 0.06 feet above or below established finished subgrade elevation, and all ground surfaces shall vary uniformly between indicated elevations. Finish ditches shall be graded to allow for proper drainage without pending and in a manner that will minimize erosion potential. For topsoil application, refer to Section 02900 (Landscaping, Seeding, and Sodding).

B. Correct all settlement and eroded areas within one year after date of completion at no additional expense to Owner. Bring grades to proper elevation. Replant or replace any grass, shrubs, bushes, or other vegetation disturbed by construction using corrective measures.

3.06 SUBGRADE STABILIZATION (If Applicable)

A LIME STABILIZED SUBGRADE. Where indicated on Drawings, treat prepared subgrade with hydrated lime in accordance with applicable state highway specification. Compact to not Jess than 95 percent of optimum density as determined by ASTM D 698 (or 92% of the optimum density, in accordance with ASTM D 1557).

B. CEMENT STABILIZED SUBGRADE. Where indicated on Drawings, treat prepared subgrade with Portland cement in accordance with applicable state highway specification. Compact to not Jess than 95 percent of optimum density as determined by ASTM D 698 (or 92% of the optimum density, in accordance with ASTM D 1557).

C. FLY ASH STABILIZED SUBGRADE. Where indicated on Drawings, treat prepared subgrade with fly ash in accordance with applicable state highway specification. Compact to not Jess than 95 percent of optimum density as determined by ASTM D 698 (or 92% of the optimum density, in accordance with ASTM D 1557).

Page 6 of8 Section 02200 - Earthwork

3.07 FIELD QUALITY CONTROL

A. Independent Testing Laboratory selected and paid for by Contractor and under the Supervision of a Registered Engineer, shall be retained to perform construction testing on site based on the following:

1. Building, Parking and Road Subgrade Areas, Parking Lots, Roadway Subgrades and Driving Lanes, and pads under structures not less than one compaction test for every 1,000 square feet. In fill areas, same rate of testing for each eight (8) inch lift (measured loose).

2. Areas of Construction exclusive of Building Subgrade and areas mentioned above. In cut areas not less than one compaction test for every 2,000 square feet. In fill areas, same rate of testing for each eight (8) inch lift (measured loose).

B. If compaction requirements are not complied with at any time during construction process, remove and re-compact deficient areas until proper compaction is obtained at no additional expense to Owner.

C. The following tests shall be performed on each type of on-site or imported soil material used as compacted fill as part of construction testing requirements.

D. Field density tests for in-place materials shall be performed according to one of the following standards as part of construction testing requirements:

A. Scope

This method covers the measurement by the GeoGauge of compaction quality via the in-place stiffness of soil or soil-aggregate mixtures. The GeoGauge and method provide a rapid means of testing so as to minimize interference and delay of construction. The method is intended for evaluating the compaction of materials used in earthworks and roadways. Results obtained from this method are applicable to the evaluation of granular cohesionless materials. They are also applicable to the evaluation of silty and clayey materials with more than 20% fines that are not subject to a change in moisture content. If the silty and clayey material experiences a change in moisture content, then moisture content needs to be taken into account if the results of this method are to be applicable. The stiffness measured with this method is influenced by boundary conditions, specifically the support offered by underlying layers as well as the thickness and modulus of the layer being tested.

B. Applicability

This method is useful as a non-destructive technique for monitoring compaction so as to avoid under-compaction, over compaction or wasted effort. Through an understanding of how stiffness relates to density for a particular material and compaction procedure, the stiffness achieved may be related to percent compaction in connection with density based compaction control or specifications, e.g. to meet the requirements of ASTM D 698 using standard effort or D 1657 using modified effort. This technique is useful in the construction of road bases or earthworks, including the installation of buried pipe.

C. QC/QA Method

1. Establish GeoGauge Precision (once per material on a job)

a. Scrape a location of prepared ground approximately smooth.

b. If the surface is smooth & hard or rough & irregular, pat in-place- 1/4" of moist mortar sand.

c. Place the GeoGauge on the surface & turn it - 1/4 revolution if on sand or- 1/2 revolution if not on sand.

d. Make three (3) measurements.

e. Raise the gauge, smooth away its footprint & turn the gauge as before once replaced between measurements.

f. GeoGauge precision is sufficient if he Coefficient of Variation of the 4 measurements is < 8%.

2. Establish Roller Pattern & Target Stiffness (once per material on a job).

a. Apply sufficient material over a prepared area and layout a 40' x 10' control strip (optimum).

b. Assure that the material's moisture content is within + 2% of optimum. c. Begin compaction.

d. Measure stiffness with the Geogauge after every compactor pass at an optimum of Five (5) and a minimum of Three (3) well spaced locations.

e. The GeoGauge will be seated as described above.

f. Measure density and moisture content after every Two (2) passes near Two (2) of the GeoGauge test locations.

g. Stop compaction when the optimum compaction (maximum dry density) and maximum stiffness is reached.

h. Record stiffness, density and moisture content vs. compactor passes.

i. Calculate the average stiffness and standard deviation over locations within the control strip for the pass number that is coincident with the maximum density.

j. The resulting mean stiffness will define a target stiffness at optimum moisture content.

k. A tolerance on this target will be defined by 2 times the standard deviation.

I. Use the target stiffness & tolerance to evaluate the quality of compaction achieved with this pattern.

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m. Calculate the average stiffness and standard deviation 1 and 2 days after the completion of compaction.

n. The change in the average stiffness and the standard deviation as a function of moisture content will define how the target stiffness and tolerance may change between the completion of compaction and QA inspection.

E. Testing Laboratory shall prepare test reports that indicate test location, elevation data, and test results. Engineer and Contractor shall be provided with copies of reports within twenty four (24) hours of time test was performed. In event that any test performed fails to meet these Specifications, the Engineer and Contractor shall be notified immediately by Testing Laboratory.

F. All costs related to retesting due to failures shall be paid for by the Contractor at no additional expense to Owner. Owner reserves the right to employ an Independent Testing Laboratory and to direct any testing that is deemed necessary. Contract shall provide free access to site for testing activities.

G. Contractor shall coordinate the schedule for the testing lab to make sure the testing schedule above is maintained. No Excavation shall be completed without proper testing. It shall be the responsibility of the contractor to coordinate and give proper notice to the owner's representative so testing can be arranged.

H. Testing lab shall perform a sufficient number of proctor tests (ASTM D 698) to assure an accurate characterization of the on-site soils (minimum of two (2)). The Engineer shall have the right to require additional proctor tests if deemed necessary, at no additional cost to the Owner.

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SECTION 02222

EXCAVATING, BACKFILLING, AND COMPACTING FOR UTILITIES

PART 1 -GENERAL

1.01 SUMMARY: This Section includes the excavation, bedding, and backfilling of utilities necessary to perform work indicated on Drawings and in the Contract Documents.

1.02 RELATED REQUIREMENTS:

A. Construction Drawings

B. SITE PREPARATION: Section 02110

C. EARTHWORK, BACKFILL, AND COMPACTION: Section 02200

1.03 SUBMITTALS:

A. Shop Drawings and details pertaining to Site Utilities are required Do not perform work until required Shop Drawings have been accepted by Engineer.

PART 2 - PRODUCTS

2.01 GRANULAR BEDDING MATERIAL (Type 2 Clean) : Processed sand and gravel free from clay lumps, organic, or other deleterious material, and complying with following gradation requirements:

Page 4 of4 Section 02222- Excavating, Backfilling and Compacting for Utilities

U.S. Sieve Size 1 Inch 3/41nch No.4

Percent Passing (by weight) 95 - 100 0 - 5

2.02 STEEL CASING PIPE: Comply with AWWA C 201 or C 202, minimum grade B, size and wall thickness as indicated on Drawings.

PART 3- EXECUTION

3.01 SUMMARY:

A. Set all lines, elevations, and grades for utility and drainage system work and control system for duration of work, including careful maintenance of bench marks, property corners, monuments, or other reference points.

B. Maintain in operating condition existing utilities, active utilities, drainage systems encountered in utility installation. Repair any surface or subsurface improvements shown on Drawings.

C. Verify location, size, elevation, and other pertinent data required to make connections to existing utilities and drainage systems as indicated on Drawings. Contractor shall comply with local codes and regulations.

3.02 EXCAVATION, TRENCHING, AND BACKFILLING:

A. Contractor shall strip all topsoil minimum (6") from lawn or field areas and stockpile this material separate from other earth. Contractor shall use stockpiled topsoil for restoration of the surface of the trenches.

B. Perform excavation as indicated for specified depths. During excavation stockpile materials suitable for backfilling in an orderly manner far enough from bank of trench to avoid overloading, slides, or cave-ins.

C. Remove excavated materials not required or not suitable for backfill of embankments and waste as specified. Any structures discovered during excavation(s) shall be disposed of as specified.

D. Prevent surface water from flowing into trenches or other excavations temporary grading or other methods, as required. Remove accumulated water in trenches or other excavations by pumping or other acceptable methods.

E. Open cut excavation with trenching machine or backhoe. Where machines other than ladder or wheel-type trenching machines are used, do not use clods for backfill. Dispose of unsuitable material and provide other suitable material at no additional cost to Owner.

3.03 TRENCH EXCAVATION:

A. The local utility companies shall be contacted before excavation shall begin. Dig trench at proper width and depth for laying pipe, conduit, or cable. Cut trench banks as nearly vertical as practical and remove stones as necessary to avoid point-bearing. Over excavate wet or unstable soil, if encountered, from trench bottom as necessary to prove suitable base for continuous and uniform bedding.

B. All trench excavation side walls greater than five feet (5') in depth shall be sloped, shored, sheeted, braced or otherwise supported by means of the sufficient strength to protect the workmen within them in accordance with the applicable rules and regulations established for construction by the Department of Labor, Occupational Safety and Health Administration (OSHA), and by local ordinances. Lateral travel distance to an exit ladder or steps shall not be greater than twenty-five feet (25') in trenches four feet (4') or deeper.

C. Accurately grade trench bottom to provide uniform bearing and support for each section of pipe on bedding material at every point along entire length, except where necessary to excavate for bell holes, proper sealing of pipe joints, or other required connections. Dig bell holes and depressions for joints after trench bottom has been graded. Dig no deeper, longer, or wider than needed to make joint connection properly.

D. For utilities receiving select earth bedding trench width requirements below the top of the pipe shall not be less than twelve inches (12") nor more than eighteen inches (18") wider than outside surface of any pipe or conduit that is to be installed to designated elevations and grades. All other trench width requirements for pipe, conduit, or cable shall be least practical width that will allow for proper compaction of trench backfill.

E. Trench depth requirements measured from finished grade or paved surface shall meet the following requirements or applicable codes and ordinances:

1, WATER MAINS: Forty two inches (42") to top of pipe barrel.

2. SANITARY SEWER: Elevations and grades as indicated on Drawings.

3. STORM SEWER: Depth, elevations, and grades as shown on Drawings.

4. ELECTRICAL CONDUITS: Twenty-four inches (24") minimum to top of conduit or as required by the NEW 300- 5, NEW 710-36 codes, or the local utility company requirements, whichever is deeper.

5. TV CONDUITS: Eighteen inches (18") minimum to top of conduit or as required by the local utility company, whichever is deeper.

6. TELEPHONE CONDUITS: Eighteen inches (18") minimum to top of conduit, or as required by the local utility company, whichever is deeper.

7. GAS MAINS AND SERVICE: Thirty inches (30") minimum to top of pipe, or as required by the local utility company, whichever is deeper.

8. TELEMETERY CABLE: Eighteen inches (18") minimum to top of cable, or as required by the manufacturer, whichever is deeper.

F. SHEETING AND BRACING: Provide sheeting and bracing, when necessary, in trenches and other excavations where protection of workmen required. Sheeting may be removed after sufficient backfilling to protect against damaging or injurious caving.

G. PIPE BEDDING: (GRANULAR) Accurately cut trenches for pipe or conduit that is to be installed to designated elevations and grades to line and grade from four inches (4") below bottom of pipe and to width as specified. Place four inches (4") of bedding material, compact in bottom of trench, and accurately shape to conform to lower portion of pipe barrel. After pipe installation, place granular backfill and compact in maximum six inch (6") layers measured loose to 4" above top of pipe. Place select earth materials in 6" lifts compacted to top of trench.

H. TRENCH BACKFILLING:

1. CRITERIA: Trenches shall not be backfilled until required tests are performed and the utility systems comply with and are accepted by applicable governing authorities. Backfill trenches as specified. If improperly backfilled, reopen to depth required to obtain proper compaction. Backfill and compact, as specified, to properly correct condition in an acceptable manner. When PVC or polyethylene pipe is used, follow requirements in storm & sanitary sewer sections of the specifications.

2. BACKFILLING WITH 1" MINUS LIMESTONE (IN PARKING & ROADWAY AREAS AND AS SHOWN ON THE DRAWINGS). After pipe or conduit has been installed, bedded, and tested as specified, backfill trench or structure excavation with 1" minus crushed limestone material placed in eight inch (8") maximum laos lifts. Compact to minimum density of ninety-five percent (95%) of optimum density in accordance with ASTM D 698 (or 92% of optimum density in accordance with ASTM D 1557), under all parking, drive or paved areas. Exercise proper caution when compacting immediately over top of pipes or conduits.

3. BACKFILLING WITH 1" CLEAN LIMESTONE (IN PARKING & ROADWAY AREAS AND AS SHOWN ON THE DRAWINGS). After pipe or conduit has been installed, bedded, and tested as specified, backfill trench or structure excavation with 1" CLEAN limestone material. Within 12" of surface compact 1" minus crushed limestone material in place. Compact to minimum density of ninety-five percent (95%) of optimum density in accordance with ASTM D 608 (or 92% of optimum density in accordance with ASTM D 1557), under all parking, drive or paved area. Exercise proper caution when compacting immediately over top of pipes or conduits.

4. COMPACTION IN OTHER AREAS: All other areas shall be sufficiently compacted to eliminate settlement. Water jetting or flooding is not permitted as method of compaction.

I. BORINGS AND CASINGS UNDER ROADS, HIGHWAYS AND RAILROAD CROSSINGS:

1. When indicated by Drawings and Specifications, make certain street, road, highway, or railroad crossings for utility mains by jacking and boring method, and install utility pipe in accordance with AREA specifications.

2. Excavation of approach pits and trenches within right-of- way of street, road, highway, or railroad shall be of sufficient distance from paving or railroad tracks to permit traffic to pass without interference. Tamp backfill for approach pits and trenches within right-of-way in layers not greater than six inches (6") thick for entire length and depth of trench or pit.