Attachment 3_Section III Technical Specs june 25.pdf

Technical Provisions March 29, 2010 Lake Mary Road Bike Path Completion Project Page 1 of 60

CIM-05-03T

DEPARTMENT OF AGRICULTURE

INYO NATIONAL FOREST

LAKE MARY ROAD BIKE

PATH

COMPLETION PROJECT

PART III

TECHNICAL PROVISIONS

CMI05-03T Non-Motor/Non-Wilderness Trails

March 2010

Lake Mary Road Bike Path Completion Project Page 2 of 60

SECTION 15 - EXISTING HIGHWAY FACILITIES

1) EXISTING HIGHWAY FACILITIES – The work performed in connection with various existing highway facilities shall conform to the provisions in Section 15, "Existing Highway Facilities", of the Standard Specifications and these Special Provisions.

2) RELOCATE EXISTING SIGNS – Traffic signs removed during construction shall be salvaged by the

Contractor and relocated or if not to be relocated they shall be salvaged and placed at the Town yard, if directed by the Engineer. Existing roadside signs shall be removed and relocated at new locations as shown on the plans. Each relocated roadside sign shall be installed at the new location on the same day said sign is removed from its original location, unless otherwise directed by Engineer. Each multipost sign or single post sign with one or more sign panels mounted on the post shall be considered a single unit.

Full compensation for furnishing all labor, materials, tools and equipment for the relocation of existing roadside and walkway signs, complete in place, including but not limited to replacement of the post, foundation, or hardware, if required, will be considered as included in Clear and Grub and no additional compensation will be allowed therefore.

3) REMOVALS – This section includes the removal of all items necessary to construct the improvements whether shown on the plans to be removed or not. The Contractor shall coordinate with the Town of Mammoth Lakes Public Facilities Department for salvage of any materials specified to be salvaged.

Materials shall be salvaged at the Engineer’s request. All conflicting existing improvements shall be removed from site and disposed of in a manner acceptable to the Town.

a) REMOVE AND DISPOSE OF EXISTING FACILITIES - Removal and disposal of facilities include, but are not limited to, catch basins, inlets, PCC gutter local depressions, grates, covers, trench drains, headwall, flared end sections, pipe (RCP, CMP, PVC), pavement markers, and traffic stripes. The existing facilities to be removed shall be removed leaving a neat clean edge adjacent to the end of the remaining existing facilities, which are to remain. The Contractor shall dispose of the removed facilities and the removal area shall be left clean and free of concrete and other debris.

Full compensation for furnishing all labor, materials, tools, equipment, incidentals and for doing all the work involved for the saw cutting and removal of facilities, including but not limited to removal, cleanup and disposal will be considered as included in Clear and Grub and no additional compensation will be allowed therefore.

b) SAW CUT EXISTING ASPHALT AND PCC - All existing asphalt concrete pavement and PCC sidewalk, curb and gutter, and other existing improvements to be removed shall be saw cut to full depth and removed leaving a straight, neat clean edge. Where a portion of existing surfacing is to be removed, the outline of the area to be removed shall be cut on a neat line with a power-driven saw to full depth prior to removing the surfacing. Full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in saw cutting and removal of existing asphalt concrete, PCC, and other existing improvements to be removed will be considered included in Clear and Grub and no additional compensation will be allowed therefore.

SECTION 16 - CLEARING AND GRUBBING

1) CLEARING AND GRUBBING - Clearing and grubbing shall be per Section 16 of the Standard

Specification and these Special Provisions.

Clearing and preparations operations shall be confined to the limits of construction shown on the plans and completed in a manner acceptable to the Town. Clearing and grubbing includes, but is not limited to, removal of objectionable materials within the project limits as required to construct the

Lake Mary Road Bike Path Completion Project Page 3 of 60 improvements. All unsuitable and surplus material shall become the property of the Contractor and shall be removed from the project site by the Contractor. The Contractor shall clear and grub all brush, boulders, rocks, vegetation and roots and/or other objectionable material as directed by the Engineer.

Pavement removal is included as part of this contract and shall be disposed of outside the Town Limits in an appropriate dump site. Edges of pavement to be widened shall be sawcut to form a straight edge and shall be into good pavement as determined by the Engineer.

2) TREE PROTECTION: To avoid removing trees, 2-feet shall be maintained from the back of retaining wall to the base of all trees. If 2-feet cannot physically be maintained, approval by the Town is required for a closer distance.

3) TREE REMOVAL - The Contractor shall remove all trees, stumps, and limbs within the street and bike bath improvement areas shown on the plans, or as determined in the field.

a) Removal of live trees will require notice to and approval of the Engineer. Department of Fish and Game and the Forests Service both have restriction on the removal of vegetation during nesting season. Specific requirements are included in the Fish and Game 1602 permit included in this contract as an attachment.

b) A licensed forest tree harvester shall be used to cut pine trees.

c) A qualified biologist shall be hired to conduct wild life surveys prior to cutting trees in accordance with permits.

d) Any wood from the removal of trees within the public right-of-way shall belong to the Town for donation to a non-profit organization. Wood shall be delivered to a location determined by the Engineer within ten (10) miles of the Town and placed where designated. Wood shall be trimmed into logs and branches not smaller than 3-inch diameter limbs and shall not include slash or roots.

Trees shall be used on the job with any excess delivered to the Town.

e) The Contractor shall be responsible for contacting the USFS to determine if a disposal area is available for stumps other than the County Dump.

f) The Contractor and Tree Harvester shall make sure that no nests are disturbed in during the tree removal process. Nests that must be relocated shall be done as approved by the Engineer.

g) As space permits, brush and tree slash removed from this project shall be shredded and used as mulch on areas to be restored. The same shall apply to all tree limbs, dead branches, etc.

encountered in the work.

h) To avoid removing trees, it is the intent to realign the trail as necessary to maintain 2 feet from the edge of Pavement to the base of all trees. If 2 feet cannot physically be maintained, approval by the Engineer is required for a closer distance.

4) WETLAND AREAS - To avoid excessive disturbance of wetlands the Contractor shall coordinate with the Engineer to determine the limits of clearing and grubbing in the wetland areas shown or not shown on the plans. The wetland areas to be left undisturbed will be fenced as directed by the Engineer prior to construction. Work in wetland areas shall be limited to those areas not fenced within the limits of trail construction. The contractor shall be responsible for conforming to the conditions of the “Waiver of Waste Discharge Requirements for LAKE MARY ROAD BIKE PATHS” prepared by the California Regional Water Quality Control Board. The Contractor shall also be responsible for conforming to the conditions of the Department of Fish and Game Streambed Alteration Agreement. A copy of application for the waiver and the streambed agreement are included as attachments to these Specifications.

5) TOPSOIL AND ORGANIC MATERIAL - The Contractor shall remove all topsoil and organic material within the street improvements width. Topsoil may be used as backfill if it is suitable for that purpose or retained and placed and compacted on fill slopes or parkways for landscaping. All excess high organic material shall be disposed of off-site at an approved location.

6) EXISTING PIPING - Contractor shall remove and dispose of existing piping (storm drain and sewer not in use) as shown on plans and where exposed during grading operations. Payment for removal

Lake Mary Road Bike Path Completion Project Page 4 of 60 and disposing of piping shall be part of clearing and grubbing pay item. No separate payment shall be made for this item of work.

7) MEASUREMENT AND PAYMENT - Measurement and payment for clearing and grubbing work shall be made per the lump sum price bid for each block as shown on the bid form. The lump sum price shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in the removal of asphalt concrete, sheeting and shoring, trees, removal of bushes, removal of shrubs, removal of boulders and rocks, removal of other objectionable materials including the disposal of all resulting materials necessary to construct the new facilities. Full compensation for furnishing all labor, materials, tools and equipment necessary to complete clear and grub operations will be considered as included in the contract lump sum price for “Clear and Grub” for the “Base Bid” and each “Option” bid and no additional compensation will be allowed therefore.

SECTION 17 - WATERING

1) WATERING – Watering shall be per Section 17 of the Standard Specifications and these Special

Provisions.

2) SOURCE – The contractor shall not use any of the creeks or lakes as a source for this project. Water for use in the work shall be from a potable source only.

3) MEASUREMENT AND PAYMENT – Measurement and payment of Watering shall be considered incidental to the various other items of work and no additional payment will be made therefore.

SECTION 19 - EARTHWORK

1) EARTHWORK - Earthwork shall be per Section 19 of the Standard Specification and these Special Provisions. The Contractor shall thoroughly inspect the site and shall satisfy himself as to the conditions to be encountered. No extra payment will be made for unusable material, nor for import of fill material.

2) GEOTECHNICAL GUIDELINES – Guidelines for Earthwork and Subgrade Preparation per Sierra Geotechnical Services, Inc, dated May 2007 are included below. If updated geotechnical report/guidelines are available, most recent information will take precedence over the information listed. Where plans, technical specifications and geotechnical report/guidelines conflict, geotechnical information shall take precedence first, technical specifications shall take precedence second, followed by the plans.

Reference Material: The following documents are attached for reference only

� A soils report originally prepared for the Lake Mary Road Bike Path in 2002 by Sierra Geotechnical Services

� A soils investigation and drawings for the Forest Service bridge over Mammoth Creek prepared in 1999.

Earthwork and Grading

These earthwork and grading specifications are for the grading and earthwork shown on the approved grading or construction plan(s) and/or indicated in the geotechnical report(s). Earthwork and grading should be conducted in accordance with applicable grading ordinances, the current California Building Code, and the recommendations of this report. The following recommendations are provided regarding specific aspects of the proposed earthwork construction. These recommendations should be considered subject to revision based on field conditions observed by the geotechnical consultant during grading.

Lake Mary Road Bike Path Completion Project Page 5 of 60

Geotechnical Consultant of Record

Prior to commencement of work, the contractor shall prepare a Materials Testing Plan. Work cannot begin until the Material Testing Plan has been approved by the Town of Mammoth Lakes.

The contractor shall be responsible for employing a Qualified Geotechnical Consultant. The Geotechnical Consultant shall have a Registered Civil Engineer in charge of the work. The Geotechnical Consultant shall have a minimum of 5 years experience with local soils. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of grading or construction. Said Geotechnical Consultant will be the Geotechnical Consultant of Record.

During grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required.

Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground, after it has been cleared for receiving fill but before it has been placed, bottoms of all “remedial removal areas, all key bottoms, and benches made on sloping ground to receive fill.

The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the contractor on a routine and frequent basis.

The Earthwork Contractor

The Earthwork Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Earthwork Contractor shall review and accept the plans, geotechnical report(s) and these Specifications prior to the commencement of grading. The Earthwork Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant unsatisfactory conditions, such as unstable soil, improper moisture condition, inadequate compaction, adverse weather, etc… are resulting in a quality of work less than required in these Specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified.

Site Preparation

General: Site preparation includes removal of deleterious materials, unsuitable materials, and existing improvements from areas where new improvements or new fills are planned. Deleterious materials, which include vegetation, trash, and debris, should be removed from the site and legally disposed of off-site. Unsuitable materials include loose or disturbed soils, undocumented fills, contaminated soils, or other unsuitable materials. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1-percent of organic materials (by volume). Nesting of the organic materials shall not be allowed.

If potentially hazardous materials are encountered, the contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area.

Lake Mary Road Bike Path Completion Project Page 6 of 60

As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant etc…) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fine and/or imprisonment and shall not be allowed.

Any existing subsurface utilities that are to be abandoned should be removed and the trenches backfilled and compacted. If necessary, abandoned pipelines may be filled with grout or slurry cement as recommended by, and under the observation of, the Geotechnical Consultant.

Excavation

Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the

Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical

Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the

Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical

Consultant during grading.

All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical

Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the

Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches.

Compaction

The onsite soils are suitable for placement as compacted fill provided the organics, oversized rock (greater than 6-inches in diameter) and deleterious materials are removed. Rocks greater than 6-inches and less than 2-feet in diameter can be placed in the bottom of deeper fills or approved areas provided they are selectively placed in such a manner that no large voids are created. All rocks shall be placed a minimum of 3-feet below finish grade elevation unless used for landscaping purposes. Any import soils shall be tested for suitability in advance by the project Geotechnical Engineer.

After making the recommended removals and prior to fill placement, the exposed ground surface should be scarified to a depth of approximately 12-inches, moisture conditioned as necessary, and compacted to at least 90-percent of the maximum dry density obtained using ASTM D1557-2000 as a guideline. Surfaces on which fill is to be placed which are steeper than 5:1 (Horizontal to vertical) should be benched so that the fill placement occurs on relatively level ground.

For the parking areas and other improvements a one-foot removal is recommended depending on site conditions (i.e. depth of root zone, and depth of disturbance which may have locally deeper removal depths). The removal bottom should be observed (tested as needed) by the geotechnical consultant prior to placing fill soils. The upper 12-inches of subgrade material along with the Class II Aggregate Base and the Asphaltic concrete shall be compacted to a minimum of 95-percent of the materials maximum dry density as determined by ASTM D1557-2000. The subgrade and aggregate base shall be moisture-conditioned and compacted to 95-percent of the material’s maximum dry density as determined by ASTM D-1557-2000 to a depth of 12-inches.

Lake Mary Road Bike Path Completion Project Page 7 of 60

All fill and backfill to be placed in association with the proposed construction should be accomplished slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift. Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve an acceptable moisture content.

The fill and backfill should be placed in horizontal lifts at a thickness appropriate for equipment spreading, mixing, and compacting the material, but generally should not exceed eight inches in thickness.

No fill soils shall be placed during unfavorable weather conditions. When work is interrupted by rains or snow, fill operations shall not be resumed until the field tests by the geotechnical engineer indicate that the moisture content and density of the fill are as previously specified.

Foundations and Retaining Wall Backfill

All backfill to be placed in association with foundations and retaining walls shall be compacted to at least 90-percent of the maximum dry density obtained using ASTM D1557-2000 as a guideline.

Rocks greater than 3-inches in diameter should not be placed within 3-feet of the back of the stem or retaining walls. Backfill should be placed at slightly over optimum moisture content using equipment that is capable of producing a uniformly compacted product throughout the entire fill lift.

Fill materials at less than optimum moisture should have water added and the fill mixed to result in material that is uniformly above optimum moisture content. Fill materials that are too wet can be aerated by blading or other satisfactory methods until the moisture content is as required. The wet soils may be mixed with drier materials in order to achieve an acceptable moisture content.

Slopes

All slopes shall be compacted in a single continuous operation upon completion of grading by means of sheepsfoot or other suitable equipment, or all loose soils remaining on the slopes shall be trimmed back until a firm compacted surface is exposed. Slope compaction tests shall be made within one foot of slope surface.

Cut and fill slopes shall be a maximum of 2:1 (horizontal to vertical) unless approved by the Geotechnical Consultant.

Planting and irrigation of cut and fill slopes and/or installation of erosion control and drainage devices should be completed due to the erosion potential of the soil.

Temporary Excavations

Temporary excavation shall be made no steeper than 1:1 (horizontal to vertical). The recommended slope for temporary excavations does not preclude local raveling and sloughing. Where wet soils are exposed, flatter excavation of slopes and dewatering may be necessary. In areas of insufficient space for slope cuts, or where soils with little or no binder are encountered, shoring shall be used.

All large rocks exposed above temporary cuts shall be removed prior to foundation excavation. In addition any rocks exposed during development from raveling and sloughing should be removed immediately.

All excavations should comply with the requirements of the California Construction and General

Industry Safety Orders and the Occupational Safety and Health Act and other public agencies having jurisdiction.

Lake Mary Road Bike Path Completion Project Page 8 of 60

Utility Trench Backfill

Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, shall be compacted to a minimum of 95-percent per ASTM D1557- 2000. All trenches in structural areas and under concrete flatwork shall be compacted to a minimum of 95-percent per ASTM D1557. All trenches in non-structural areas shall be compacted to a minimum of 85-percent per ASTM D1557-2000.

All material used for backfill shall be approved by the Geotechnical Engineer prior to placement. All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1-foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 95-percent of maximum from 1-foot above the top of the conduit to the surface.

Lift thickness of backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method.

Regulations of the governing agency may supersede the above, and all trench excavations should conform to all applicable safety codes. The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations.

3) SURPLUS MATERIAL - The Contractor shall dispose of surplus material in accordance with

Subsection 19-2.06, “Surplus Material,” of the Standard Specifications. Surplus material, which cannot be utilized onsite within the limits of improvement, shall become the property of the Town and the Contractor shall remove it from the Work site to the deposition area as required by the Town and shown on the plans. Stockpiling locations and durations must be approved in writing by the Engineer prior to the stockpiling of any material at the site. Excavated materials not used in embankments shall be disposed of in accordance with these special provisions and the provisions of Section 7-1.13, “Disposal of Material Outside the Highway Right-of-Way” of the Standard Specifications. The obtaining of any necessary permission for new borrow sources or for exceeding limitations on previously cleared sources shall be the responsibility of the Contractor.

4) RELOCATE BOULDER - Large and excess rocks shall be relocated onsite as shown on plans or as directed by Engineer. Large rocks shall be placed along the areas as shown on the plans and / or as directed by the Engineer. Large rocks may also be used for Rock Stack Walls. Placement of rocks shall include the excavation of the ground to set the bottom of the rock a minimum of 12” below adjacent finish ground. The Engineer may direct the Contractor to set large rocks deeper than 12” below grade. Dumping of piles of rock will not be permitted. Payment for relocation of large rocks, shall be considered as included in “Clear and Grub” and no additional compensation will be allowed therefore.

5) EMBANKMENT - Embankment shall conform to the provisions of Section 19 of the Standard

Specifications and these Special Provisions. Backfill or embankment does not have to conform to the Sand Equivalent requirement in Section 19-3.06 and may be excavated material meeting the graduation requirements in said Section. Material imported from the USFS pit at the Mammoth Lakes Airport may be utilized for earth fill provided that rock over 6 inches in size shall be screened and not included in any fill. In areas to be landscaped and left with clean native material, embankment material shall be screened to remove rock over 1 inch in size. The top 12” of embankment shall be suitable for vegetation requirements. Onsite topsoil obtained during “Clear and Grub” operations may be used for this embankment.

Lake Mary Road Bike Path Completion Project Page 9 of 60

No time extension or other waiver of working days requirements will be granted in the event the Contractor is delayed by reason of there being an insufficient quantity of acceptable material available from approved sources, and no additional compensation will be made for utilization of borrow sources for embankment purposes or trench backfill.

The Contractor shall obtain the terms, conditions, and necessary permits if the Contractor plans to use the airport pit for project fill or export materials. The USFS may be contacted at (760) 924-5513.

6) ROADWAY EXCAVATION - Roadway excavation shall involve removing all material down to the grading planes upon which the bedding material, culverts, and aggregate base are to be placed. Over excavation and re-compaction of native material as needed to meet the compaction requirements shall be considered as included in roadway excavation.

7) BLASTING - The Contractor shall thoroughly inspect the site and shall be satisfied as to the conditions to be encountered. No extra payment will be made for drilling and blasting or for disposal of rock or unusable material, nor for import of fill material. The blasting contractor shall be licensed.

8) EARTHWORK QUANTITIES - The estimated earthwork quantities for this project were calculated from cross-sections taken from a topographic map, and the proposed grades as shown on the plans.

The estimated quantities do not include shrinkage or swell factors or loss due to clearing operations or subsidence. No allowance is made for unsuitable trench backfill materials. It is the Contractor’s responsibility to verify the quantities and estimated losses to his satisfaction. The Contractor’s bid/agreement prices for earthwork or utility trenching items shall be considered adequate to include any anticipated shrinkage/swell/subsidence, or allowance for import/haul-away and/or replacement of unsuitable material.

9) COMPACTION - Earth backfill shall meet compaction requirements of Section 19-5 and the following:

♦ Pipe Zone 90% relative compaction

♦ Street Zone per Section 19-5.03 95% relative compaction

♦ Crushed Aggregate Base 95% relative compaction

♦ Pipe Trench backfill outside limit 90% relative compaction of Street Zone

♦ Prepared subgrade - existing 12” depth scarified and compacted 95% earth material compaction

♦ All other fill and embankment 90% relative compaction

Percent relative compaction is defined as the minimum compaction to be achieved relating to the material’s maximum dry density as determined by ASTM 1557-00.

The Town will perform compaction tests within the walkway width at locations determined by the inspector, at approximately 100 foot intervals to ensure compaction requirements are met. No fill, backfill, aggregate base or walkway construction shall commence without prior Town/Engineer approval of the subgrade.

If the required compaction is not achieved, the Contractor may (1) recompact the area between the previous and following test points, a minimum distance of 100 feet; or (2) test at own expense at points half way between the previous tests and compact the areas as far as the next passing test.

This area shall then be retested at intervals offset from the previous tests by half the distance between the last two tests. This procedure is to be repeated until the compaction tests show that the required compaction has been reached. More than one (1) retest shall be at the expense of the Contractor and costs deducted from monies due the Contractor.

10) PREPARED SUBGRADE – Prepared subgrade shall be scarified to a 12” depth and re-compacted to 95%. The subgrade shall be smooth and uniform, and true to the required grade and cross section, Lake Mary Road Bike Path Completion Project Page 10 of 60 and shall be within the tolerances specified in Section 19-1.03, or as shown on the Plans. The Contractor shall repair at his expense any damage to a prepared subgrade until the subgrade is in a condition meeting the requirements specified.

11) FINAL GRADE - The final grade (grading plane) shall be constructed smooth, uniform, even, to neat lines, and true to the required grade and cross section. It shall be within the tolerances specified in Section 19-1.03. The final grade will be visually inspected both for quality of line and quality of subgrade. The Town will perform compaction tests at locations determined by the inspector, at approximately 100-foot intervals to ensure compaction requirements are met. No fill, backfill, aggregate base, or street construction shall commence without prior Engineer approval of the subgrade. The Contractor shall repair at his expense any damage to a prepared subgrade until the subgrade is in a condition meeting the requirements specified.

12) SLURRY CEMENT BACKFILL - Slurry cement backfill shall meet the requirements of Section 19-

3.062 of the Standard Specifications.

13) MEASUREMENT AND PAYMENT – Measurement and payment for earthwork shall conform to all provisions for “Measurement” and “Payment” in Section 19, “Earthwork,” of the Standard

a) The contract unit price paid for cubic yard for Earthwork, will be considered full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in excavation, complete in place, as shown on the plans and in conformance with the Standard Specifications and these Special Provisions and no additional compensation will be allowed therefore. Full compensation for removing earthwork and not paid for as separately as removal items, such as remove existing concrete or remove existing drainage facilities, etc., shall be considered as included in the price bid per cubic yard for excavation and no additional compensation will be made therefore.

b) Structure excavation and backfill for the retaining walls, box culvert, foundations, and for culverts and pipes will be considered as included in the price paid for the specific item in which it is used and no separate payment will be made therefore.

c) Quantities for the earthwork items as specified herein will be paid for at the contract price per cubic yard. Bid Items include “Excavation and Embankment” for material that is excavated and used onsite, “Excavation and Export” for material that is excavated and hauled offsite, and “Import and Embankment” for material that is imported to the site and used in embankment. The contract price for earthwork shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in construction embankments, complete in place, including spreading and compacting embankment material, and compaction and preparation of the subgrade at the grading plane in embankment areas, all as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer. No payment for import of earth fill or disposal of excess material off-site will be made, other than the contract prices specified herein. Should the existing topographic contours vary by more than one-half (1/2) contour interval from the plans, the variations shall be reported to the Engineer. Upon completion of each section of removals to competent ground as determined by the Engineer, the elevation of such removal limits shall be reported to the Engineer. No fill shall be placed in such area until the Engineer records said elevations. Upon completion of the project earthwork, the final payment quantity shall be calculated by the Engineer based upon end area method, using actual ground elevations, finished subgrade per plan grades, and actual removal limits as measured in the field with no shrinkage or swell factor, the earthwork, changes to either removal limits or finished grade shall be submitted to the Engineer for re-calculation of earthwork quantities.

Lake Mary Road Bike Path Completion Project Page 11 of 60

SECTION 20 - EROSION CONTROL AND PLANTING

1) EROSION CONTROL - Erosion control shall conform to Section 20 of the Standard Specification and these Special Provisions.

1.1 HYDROSEEDING - All cut slopes or disturbed areas greater than 3:1 shall be hydroseeded and covered with an erosion control blanket.

a) Seed: Contractor shall furnish the Town with seed supplier's certificate which shall conform to the mixes shown on the Plans, or within these Special Provisions.

b) Cellulose Fiber: Fiber shall be colored with a non-toxic, water soluble green dye to provide the proper visual gauge for metering of material over ground surfaces and shall be produced from natural or recycled (pulp) fiber, such as wood chips, similar wood materials, or newsprint, chip board, corrugated cardboard, or a combination of these processed materials.

i) Fiber shall be of such character that upon addition and agitation in slurry tanks with fertilizer, seed, water and other additives, fibers become uniformly suspended to form a homogeneous slurry.

ii) When hydraulically sprayed on the ground, fiber shall form a blotter-like ground cover impregnated uniformly with seed which allows absorption of moisture and rainfall percolation into underlying soil.

iii) Materials that inhibit germination or growth shall not be present in the mixture.

c) Organic Stabilizer: Stabilizer shall be a biodegradable tacifier, non-toxic to plant or animal life, such as Sentinel or M-Binder.

d) General Requirements: Hydroseeding shall be performed during a windless period using approved equipment and materials. The contractor shall verify that hydroseed areas are adequately graded for seed application and free of deleterious material and weeds at the tune of planting. Soil shall be left serrated or rough and broken so it can hold seed and retard run-off.

e) Equipment:

i) Shall have a built-in agitation system and operating capacity sufficient to agitate, suspend and homogeneously mix a slurry of water, fertilizer, fiber, seed and other additives.

ii) Slurry distribution lines shall be large enough to prevent clogging and shall be equipped with a set of hydraulic spray nozzles which provide a continuous nonfluctuating discharge and uniform delivery of slurry in prescribed quantities without misses, waste or erosion.

iii) Slurry tank shall have a minimum capacity of 300 gallons and shall be mounted on a traveling unit which may be drawn by a separate or self propelled unit in order to properly place the slurry tank and spray nozzle for uniform distribution.

f) Slurry Preparation:

i) With agitation system operating at half speed, water shall be added to the tank, and good circulation established. The seed shall be added first, then fiber. The mixture shall be agitated at full speed when the tank is half full.

ii) Fiber shall not be added until the tank is at least one-third filled with water. Fertilizer and seed mix shall be added at the last practical moment. Total time from the addition of seed to seed discharge shall be less than one hour; if more than one hour, the remainder of the load shall be recharged with seed.

g) Application: The operator shall spray the areas with a uniform, visible coat using the green color of the wood pulp as a guide. The slurry shall be applied in a sweeping motion, so as to allow the fibers to build on each other until a good coat is achieved and the material is spread at the required rate per acre.

h) Application Rates: The materials shall be mixed and applied in the approximate proportions:

Fiber 1800 lbs/acre Seed mix 55 lbs/acre Fertilizer 16-20-0(N-PK) 350 lbs/acre Organic Stabilizer 80 lbs/acre Water as needed for application

i) The establishment period shall be 30 days. Watering by truck or other method shall be required a minimum of twice daily during this period.

Lake Mary Road Bike Path Completion Project Page 12 of 60

1.2 EROSION CONTROL BLANKET - Erosion Control Blanket shall be installed on all cut and/or fill slopes of 3:1 (horizontal to vertical) or greater. Install per manufacturer’s instructions and securely fasten to ground. Blankets shall be installed on top of newly hydroseeded ground, above the hydroseeding layer. Erosion control blanket shall be North American Green DSG150 or approved equal.

2) MEASUREMENT AND PAYMENT - Contractor shall furnish all equipment materials and labor necessary to complete the following work:

a) Measures required to conform with the approved SWPPP will be paid for on a lump sum basis for all work required, including any work as a response to on site suggestions or demands by the State Water Quality Control Board, Regional Water Quality Control Board, Army Corp of Engineers, Town of Mammoth Lakes or any other authorized group or agency and any work required for Winterization.

b) Measurement and payment for Erosion control blanket installed complete and stapled in-place and Hydroseeding for complete placement of Hydroseeding, shall be paid for as a lump sum. Full compensation for furnishing all labor, materials, tools, equipment and incidentals necessary to complete traffic stripes and pavement marking will be considered as included in the contract lump sum price for “Permanent Erosion Control” for the “Base Bid” and the incremental additional cost in each “Option” and no additional compensation will be allowed therefore.

c) Contractor may be required to breakdown lump sum items into individual costs if requesting partial payments.

SECTION 26 - AGGREGATE BASE

1) AGGREGATE BASE – Aggregate Base shall conform to Section 26 of the Standard Specification and these Special Provisions.

2) Aggregate base shall be Class 2 or Class 2 permeable ¾-inch maximum conforming to the requirements in Section 26 of the Standard Specifications and these Special Provisions. Refer to paragraph 26-1.02A Class 2 Aggregate Base. The Town encourages the use of recycled asphalt and concrete materials. When recycled materials are used the Contractor may process the material to be either 1.5 inch or the ¾ inch aggregate mix gradation.

A minimum of 6 inches of aggregate base shall be installed under curbs and gutters and new asphaltic pavement and driveways. A minimum of 4 inches of aggregate base shall be placed under bike path pavement areas.

Asphalt grindings may be used in lieu of Aggregate Base if approved by the Engineer.

3) MEASUREMENT AND PAYMENT - Measurement and payment for aggregate base shall be in cubic yards and shall be based on the dimensions shown on the drawings.

a) Aggregate Base for Asphalt Pavement areas: under areas of new Asphalt Concrete for road surfaces and under areas for new bike path. Aggregate base shall be measured and paid for on the basis of the compaction requirements and dimensions shown on the plans. Full compensation for furnishing all labor, materials, tools and equipment for the removal of loosened materials, cleaning and completing all work listed above including but not limited to furnishing, installing and compacting aggregate base, including sub-base preparation and compaction will be considered as included in the contract unit price per cubic yard for “Aggregate Base” and no additional compensation will be allowed therefore.

b) Aggregate base under sidewalks, concrete pavement for bus stops, curb and gutter or steps is included and part of respective items and no additional payment will be allowed therefore.

Lake Mary Road Bike Path Completion Project Page 13 of 60

c) Measurement and Payment for shoulder backing shall be made by the cubic yard along the shoulder where shoulder backing is required. Full compensation for furnishing all labor, materials, tools and equipment necessary to place and compact shoulder backing to grade will be considered as included in the contract unit price for “Aggregate Base” and no additional compensation will be allowed therefore.

d) No allowance will be made for aggregate base placed outside said dimensions, or in excessive amounts, unless otherwise ordered by the Engineer.

SECTION 37 - BITUMINOUS SEALS

1) BITUMINOUS SEALS - Attention is directed to Section 37 of the Standard Specifications.

2) TACK COAT - A tack coat shall be applied where new pavement meets existing pavement including road overlay and over the area of pavement feathering. Asphalt for the tack coat shall be CSS-1 or SS-1 applied at 0.1 gallons per square yard.

Payment of tack coat shall be considered incidental to other items with which it is used complete in-place including all labor, materials and equipment necessary to complete the work and no additional compensation will be paid.

3) Fog Seal - A fog seal shall be applied to all new asphalt concrete for the bike path and Lake Mary

Road. This fog seal shall conform to the requirements of the Standard Specifications Section 37-1.

The fog seal shall not be applied if the air temperature is below 40 degrees F. The pavement shall be clean and dry prior to application of the fog seal. The fog seal shall be SS-1 or CSS-1 asphalt and shall be applied at a rate of 0.05 to 0.15 gallons per square yard to all asphalt concrete paving.

Measurement and Payment for fog seal shall be included in other items on which it is used and constructed complete in-place including all labor, materials and equipment necessary to complete the work. No separate compensation will be paid.

SECTION 39 - ASPHALT CONCRETE

1) ASPHALT CONCRETE - Asphalt concrete shall be per Section 39 of the CSS and these Special

Provisions.

Pavement section and overlay asphalt shall be PBA6a with Type B aggregate per these Special Provisions.

i) Street Section – ¾” maximum aggregate

ii) Bike Path Section – ½” maximum aggregate

As an alternative, Type B AR 3000 or SC 3000 3/4” max coarse may be used for driveway conforms and miscellaneous asphalt placement on approval of Engineer.

2) ASPHALT - The first paragraph and tables following the first paragraph in Section 92-1.02, “Grades,” of the Standard Specifications shall not apply.

3) A certificate of Compliance, as specified in Section 92-1.03, “Test Report,” of the Standard

Specifications, shall accompany each shipment of asphalt to the project. When PBA Grade 6a is used, the Certificate of Compliance shall include actual results of tests completed by the producer in addition to the items enumerated in Section 92-1.03 of the Standard Specifications. The Certificate of Compliance shall verify that the results of AASHTO Test Method T240 (Mass Loss after Rolling Thin Film Oven Test) indicate a maximum mass loss of 0.6 percent and that AASHTO Test Method T48 (Flash Point, Cleveland Open Cup) indicate a minimum flash point of 232 degrees C. The actual

Lake Mary Road Bike Path Completion Project Page 14 of 60 formation used by the asphalt producer shall be available to the Town upon written request. The Town will execute a non-disclosure agreement if requested by the asphalt producer.

4) For PBA Grade 6a, if the results of mass loss after Rolling Thin Film Oven Test (AASHTO Test

Method T240) or Flash Point, Cleveland Open Cup (AASHTO Test Method T48) shown on the Certificate of Compliance are not within the limits specified in the table entitled “PERFORMANCE BASED ASPHALT BINDER GRADES” or if the results are not shown on the Certificate of Compliance, the individual shipment of asphalt will be rejected. Rejected asphalt shall not be used on the project. Should rejected asphalt be unloaded into bulk storage tanks, asphalt from the tanks shall not be used on the project until tests and a Certificate of Compliance are furnished for the material and indicated compliance with the specifications.

5) Asphalt to be used as a binder for asphalt concrete will be sampled using the sampling device specified in Section 39-3.01C,”Asphalt Binder Storage,” of the Standard Specifications. Two samplers per operating day, each consisting of 2 one-liter containers, will be taken from the bulk storage tank feeder line.

6) For PBA6a grade, if the test result of samples taken from the bulk storage tank, indicate mass loss greater than 0.6 percent, the material containing the paving asphalt represented by the tests shall be removed. However, if requested in writing by the Contractor and approved by the Engineer, the material containing the paving asphalt with mass loss greater than 0.6 percent may remain in place, and the Contractor shall pay to the Town the amount calculated by the formulae listed below.

For mass loss test results over 0.6 percent but less than or equal to 1.0 percent:

(25 percent multiplied by 25 tonne average multiplied by the invoice price of paving asphalt)

For mass lost results over 1.0 percent:

(100 percent multiplied by 25 tonne average multiplied by the invoice price of paving asphalt).

A deduction will be made in this amount from any moneys due, or that may become due the Contractor under the contract. Each sample from the bulk storage shall represent 25 tonne average.

The delivered price of the paving asphalt shall be based on a certified invoice provided by the Contractor.

Lake Mary Road Bike Path Completion Project Page 15 of 60

Specification Designation

AASHTO

Test

Method 6a

Penetration

(25°C, 100 g, 5 s), dmm

RTFO Aged Residue, Min (Note 1) T49 - Absolute Viscosity

(60°C), Pa•s(x10 -1

) (Note 2)

Original Binder, min

RTFO Aged Residue

T202

T202

5000 Min Kinematic Viscosity

(135°C), m /s(x10

-6

Original Binder, Max

RTFO Visc/Orig. Visc.

T201

T201

Absolute Viscosity Ratio

(60°C), Max

RTFO Visc./Orig. Visc. - 4.0

Flash Point, Cleveland Open Cup, °C, (Note 4)

Original Binder, Min T48 232

Mass Loss After REFO Test, %

(Note 5) T240 0.60

Solubility in Trichloroethylene, %

Original Binder, Min T44 Report

Ductility

(25°C, 5 cm/min), cm

RTFO Aged Residue, Min T51 60

PERFORMANCE BASED ASPHALT BINDER GRADES

Notes:

1. “RTFO Aged Residue” means the asphaltic residue obtained using the Rolling Thin Film Oven Test (RTFO Test), AASHTO Test Method T240 or ASTM Designation: D 2827.

2. The Absolute Viscosity (60°C) of PBA, 6a will be determined at 1 sec-1 using ASTM Designation: D 4957 with Asphalt Institute Vacuum Capillary Viscometers.

3. Where actual limits (e.g., 2500-500) are indicated, the actual test results shall be part of the certified copy of test results, or shall be furnished with the Certificate of Compliance.

4. Actual results of the test shall be part of the certified copy of test results and when PBA Grade 6a is used an additional statement verifying an acceptable flash point shall be included with the Certificate of Compliance.

5. Actual results of the test shall be part of the certified copy of test results and when PBA Grade 6a is used an additional statement verifying an acceptable mass loss shall be included with the Certificate of Compliance.

6. Where “Report” is indicated, there is no requirement; however, the actual results of the test shall be part of the certified copy of test results, or shall be furnished with the Certificate of Compliance.

7. “Tilt Oven Residue” means the asphalt obtained…