Attachment 1_LasHuertas_Spec.doc

Restroom Facility Replacement – Las Huertas PG

LIST OF SPECIFICATIONS

01110 summary of work 01505

Mobilization 02119

REMOVAL AND DISPOSAL OR SALVAGE OF EXISTING

STRUCTURES

02130

CLEARING AND GRUBBING

02135

WASTE MATERIAL DISPOSAL (LANDFILL)

02205

SMALL STONE RIPRAP

02218

SITE GRADING FOR PREENGINEERED VAULT

COMFORT STATIONS

02228

CULVERT PIPE AND PIPE ARCHES

03100 Concrete Formwork 03201 Concrete Reinforcement 03301

CAST-IN-PLACE CONCRETE

Section 01110 summary of work

PART I - GENERAL

1.1 This project consists of demolition of two existing toilets and septic tanks, and preparation of two sites for new vault restrooms including site grading around new buildings for accessibility and drainage. Contractor will be responsible for coordinating with the vault restroom vendor (Romtec).

1.2 The project is located at the Las Huertas Picnic Ground, Cibola National Forest, Sandia Ranger District, (505) 281-3304, approximately 17 miles northeast of Albuquerque, NM. See project location map.

From Albuquerque drive north on I-25 to exit 242 (approximately 11 miles from Tramway Blvd.) proceed east on Hwy 165 through Placitas to the Forest Boundary. Continue 5 miles on the gravel road to the second entrance to Las Huertas Picnic Ground. A road closure gate may restrict access to the site; Sandia Ranger District Personnel will provide access to the site (505-281-3304).

1.3 Forest Service roads are to remain open for the duration of the project.

1.4 Government Furnished Property: two vault buildings, contractor to coordinate with vendor for delivery and installation.

PART II - PRODUCTS (Not Applicable)

PART III –EXECUTION

3.1 The Contractor shall notify the COR at least two weeks before moving to the site.

Section 01505 Mobilization

PART I - GENERAL

a.1 This work shall consist of preparatory work and operations necessary for the movement of personnel, equipment, supplies, and incidentals to the project site, and for all other work and operations that must be performed or that cause costs to be incurred prior to beginning work on the various items on the project site.

(1) American Recovery and Reinvestment Act funding 60” signage is included and shall be installed in accordance with Federal Highway Administration’s Standard Specifications for the Construction of Roads and Bridges on Federal Highway Projects section 718 construction signage requirements and the following guidance documents:

(a) Project funding source sign assembly American Recovery and Reinvestment Act sign layout details for use on USFS projects.

(b) http://www.fhwa.dot.gov/economicrecovery/arrasignguidance.htm b.1 The method of measurement shall be Lump Sum as designated in the schedule of items.

b.2 Payment

(1) When 5 percent or more of the original contract amount is earned from other pay items, 50 percent of the amount for mobilization, or 5 percent of the original contract amount, whichever is less, will be paid.

(2) When 10 percent or more of the original contract amount is earned from other pay items, 100 percent of the amount for mobilization, or 10 percent of the original contract amount, whichever is less, will be paid.

(3) Upon completion of all work on the project, any unpaid amount for mobilization will be paid.

The total of all payments, including bonding, shall not exceed the original contract amount for this item.

PART II - PRODUCTS (Not Applicable)

PART III –EXECUTION (Not Applicable)

SECTION 02119

REMOVAL AND DISPOSAL OR SALVAGE OF EXISTING STRUCTURES

PART I - GENERAL

1.1 This item shall consist of removal and disposal of existing toilet buildings, concrete aprons, and septic tanks as shown on the drawings at the locations designated in accordance with these specifications.

1.2 Definitions:

a. Removal and Demolition - The Contractor may use any means he may elect to remove the structure or items shown on the drawings to be removed, as long as he provides for the safety of the public and preservation of the surrounding site and structures. Substructures shall be demolished to a depth of 1 foot below the present ground level. All wood, concrete, and metal materials to be removed shall be broken into sufficiently small pieces to enable handling and disposal. All other structures shall be backfilled and the surrounding ground restored to as near normal conditions as practicable in accordance with these specifications.

b. Disposal - Unless specifically specified to be salvaged, no attempt will be made to salvage items for reuse. All wood, concrete, and metal materials shall be removed from the site and disposed of in accordance with specification 02135.

c. Salvage –Due care and precaution shall be exercised during dismantling and removal operations to prevent undue breakage and damage to items or structures designated for salvage. Items or structures shall be moved to a location, as shown on the drawings or as designated on the ground by the Contracting Officer, and blocked off the ground.

d. Backfilling, Site Restoration, and Cleanup - All holes and depressions, resulting from the removal of structures, shall be backfilled with approved excavated excess material as directed by the contract drawings or as directed by the Contracting Officer’s Representative.

PART II - PRODUCTS

PART III – EXECUTION (Not Applicable)

SECTION 02130

CLEARING AND GRUBBING

PART I - GENERAL

1.1 This work shall consist of clearing, grubbing, trimming , removing and disposing of or treatment of vegetation, construction slash and debris within the clearing limits except objects designated to remain. This work shall also include preservation of vegetation and objects DESIGNATED to remain from injury or defacement.

1.2 Definitions:

Areas to be Cleared and Grubbed - The limits of clearing and grubbing will be established by this specification, by other specification items, or on contract drawings (See paragraph 3.11). The clearing and grubbing limits will normally coincide with the designated working limits; however, the Contracting Officer may also designate individual trees and snags outside the clearing limits for selective removal and disposal, or he may designate areas within the working limits where clearing and grubbing is not required or allowed within the provisions of this specification.

Grading Limits - Area that is to be excavated or covered with additional materials during construction.

Working Limits - Area consisting of the grading limits plus room for equipment to maneuver to perform the necessary clearing and grubbing. These limits, to be held to a minimum, will be designated for each project.

Clearing Limits - Area consisting of the working limits plus any additional area for a boom or other above-ground clearance requirement.

1.3 The work shall be in accordance with the following subsidiary specifications. The subsidiary specifications are referred to in the text by the Section designation only.

Section 02135 Waste Material Disposal (Landfill)

PART II - PRODUCTS (Not Applicable)

PART III - EXECUTION

3.1 Clearing and grubbing shall be confined to designated areas. The Contracting Officer will designate the trees, shrubs, and other plants and objects to remain. The Contractor shall keep the clearing to a minimum and not damage the remaining trees and shrubbery within clearing limits.

3.2 Trees shall be felled within the clearing limits, usually towards the center, so as to prevent damage to the trees that are to be left standing. When necessary to prevent damage to the structures, other trees or property, or to minimize danger to traffic, trees shall be cut in sections from the top downward.

3.3 Clearing shall consist of the removal of all biodegradable material (trees, snags, shrubs, brush, or plants). Branches of trees extending over the grading limits shall be trimmed, as indicated in paragraph 3.10.

3.4 Grubbing Area Within Grading Limits A.

Embankment Areas - In embankment sections where the total depth of fill will be less than 3 feet above undisturbed earth, grubbing shall consist of the removal of all biodegradable material (stumps, roots larger than 2 inches in diameter, matted roots, duff, and other protruding or surface objects). The resulting depressions shall be filled and compacted with material specified for the embankment.

In embankment sections where the total depth of fill will be 3 feet or greater above undisturbed earth, all loose biodegradable material shall be removed. Undisturbed stumps, roots, and nonperishable solid objects which will be a minimum of 3 feet below the finished surface of embankments, except those in embankments designed to impound water, need not be removed. The stumps that remain shall be cut off not more than 6 inches above the original ground line.

B.

Areas to be Excavated - In cut sections, the removal of stumps and roots shall be done to such depth that in no case will any portion remaining extend closer than 18 inches to any sub grade or slope surface.

3.5 On areas designated for clearing and grubbing outside of the grading limits, stumps may be cut within 4 inches of the ground and left, in lieu of being removed. All trees, shrubs, and other protruding or surface objects shall be cleared, except the vegetation and objects designated to remain.

3.6 On areas designated for the selective removal of individual unstable trees and snags outside the designated clearing area limits, trees shall be cut as low as possible but not to exceed 4 inches above the ground. Grubbing is not required.

3.7 All required trimming shall be done in accordance with approved horticultural practices.

3.8 Timber cut from within the clearing limits, meeting specification requirements, may be utilized by the Contractor for constructing temporary structures, false work, etc., as required in the project and also for camp purposes, provided written authorization for such use is obtained from the Contracting Officer.

3.9 All sound, green logs or poles, not used by the Contractor in the project, having a top diameter of 2 inches or more and a length of 4 feet or more, as determined by the Contracting Officer, shall be saved. Material to be saved shall be trimmed of limbs and tops, sawed into such lengths designated below, and stacked in an area readily accessible for loading and hauling equipment, and where they will not interfere with the grading. Skidding timber outside staked working limits will not be approved.

All timber designated to be saved will be cut as follows:

A.

Logs greater than 15 inches in diameter are to be cut in 16‘-6”(finished) lengths or as specified in the contract.

B.

Logs with diameters between 8 inches and 15 inches will be cut in 16’-6 ” (finished) lengths.

C.

Limbs, treetops, etc., from 2 inches to 8 inches in diameter will be cut in maximum 4-foot lengths (2-foot lengths within campground areas).

Title to all such timber cut from National Forest land shall remain with the United States, subject to disposal by the Forest Service, U.S. Department of Agriculture, in accordance with its regular procedures, unless otherwise specified.

3.10 Clearing or Clearing and Grubbing Requirements for Various Items:

A.

Designated Paths - The path clearing limits shall be 3 feet on each side of the tread centerline and extend to a height of 8 feet above the tread. Shrubs normally growing less than 2 feet tall when mature shall be left undisturbed where they occur outside the grading area.

All branches, except short shrubs, which extend into the travelway shall be removed by cutting them flush with the trunk of the tree or shrub.

B.

Roadways and Parking - On roadways and parking spurs, the area to be grubbed shall be an area between the cut and/or fill stakes. The clearing area will normally be an additional 5 feet on each side of the grubbed area and shall extend to a height of 20 feet above the finished roadway surface.

C.

Buildings - Construction work shall disturb a minimum of the existing terrain and plant life adjacent to the building site. Only trees, shrubs, stumps, and major roots which interfere may be removed. When excavation reveals the major roots of a live and significant tree nearby, the Contractor shall not remove the tree unless it interferes with the construction and removal is authorized by Contracting Officer.

1.

Comfort Stations, Pumphouse, and Sewage Lift Stations - Maximum clearing limits shall be confined to an area 30 feet outside the outside structure foundation wall on two sides and to an area 5 feet outside the outside structure foundation wall on the other two sides, unless otherwise shown on drawings.

3.11 Debris and refuse shall be disposed of in accordance with Section 02135.

SECTION 02135

WASTE MATERIAL DISPOSAL (LANDFILL)

PART I - GENERAL

1.1 This item shall consist of loading, handling, hauling, and disposal of unsuitable excavated material, oversize boulders, stumps, brush, slash, roots, and other vegetable refuse resulting from the clearing and grubbing operation; and trash resulting from construction activities. The waste disposal site shall be off National Forest lands at the county landfill. The Contractor shall be responsible for all costs, royalties, arrangements, procurement, cleanup, and work associated with a waste disposal area.

1.2 No separate measurement or payment will be made for disposal of waste material disposal, rather payment will be considered to be included in other items of work.

PART II - PRODUCTS (Not Applicable)

PART III - EXECUTION

3.1 All unsuitable excavated material, oversize boulders, stumps, brush, slash, roots, and other vegetable refuse resulting from the clearing and grubbing operation along with other construction refuse shall be hauled to a disposal area. All requirements of disposal and disposal site finish work are the responsibility of the Contractor. The Government is not responsible for material to be disposed of upon its departure from the project area.

SECTION 02205

RIPRAP

PART I - GENERAL

1.1 This item shall consist of furnishing and placing riprap for bank protection, slope protection, drainage structures, and erosition control, in conformity with the typical drawings and to the lines and grades established.

1.2 The volume of riprap to be measured shall be the number of cubic yards completed in place and accepted. The volume shall be computed by multiplying the sloped surface area as shown on the drawings or established on the ground by the minimum depth of the riprap shown on the drawings.

1.3 The yardage, determined as provided above, shall be paid for at the contract unit price per cubic yard for "Riprap." This price and payment shall constitute full compensation for furnishing, hauling, excavation, placing, preparing base, cleanup, and for all labor, material, equipment, tools and incidentals necessary to complete the item.

PART II - PRODUCTS

2.1 The stones used for this item shall be obtained from a commercial source.

2.2 Furnish hard, durable, angular rock that is resitant to weathering and water action and free of organic or other unsuitable material. Do not use shale, rock with shale seams, or other fissile or fissured rock that may break into smaller pieces in the process of handling and placing. Conform to the following:

(a) Apparent specific gravity, AASHTO T 85

2.50 min.

(b) Absorption, AASHTO T 85

4.2% max.

(c) Coarse durability index, AASHTO T 210 50 min.

(d) Gradation for the class specified see Gradation table 2.3 Riprap classes are designated as shown in the Gradation Requirement for Riprap Table.

PART III - EXECUTION

3.1 The slope or area upon which the riprap is to be placed shall be shaped to the required lines and grades. The surface shall be roughened to provide a surface to which the base stones will key and be firmly bedded. Slopes shall be approved before the placing of riprap is begun.

3.2 Place riprap to its full thickness in one operation to avoid displacing the underlying material. Do not place riprap material by methods that cause segragation or damage to the prepared surface. Place or rearrange individual rocks by mechanical or hand methods to obtain a dense uniform blancket with a reasonably smooth surface.

3.3 When the thickness of the riprap is not shown on the drawings, it shall be at least 12 inches measured perpendicular to the slope.

3.4 When the rock riprap is completed, the area shall be cleaned up by removing all debris and material not used.

Gradation Requirements for Riprap

Rock by Mass Mass

(pounds) Approximate

Cubic Dimension(2)(3) (inches)

ADVANCE \d 2(1) Furnish spalls and rock fragments graded to provide a stable dense mass.

(2) The volume of a rock with these cubic dimensions has a mass approximately equal to the specified rock mass.

(3) Furnish rock with breadth and thickness at least one-third its length.

SECTION 02218

SITE GRADING FOR PREENGINEERED VAULT COMFORT STATIONS

PART I – GENERAL

A. This item shall consist of site grading for preengineered vault comfort stations.

B.

The contractor shall be required to coordinate with the manufacturer of the comfort stations to accommodate installation of the comfort station by the manufacturer.

1.2 Measurement shall include the site preparation and finish site grading for each comfort station to be installed by others.

PART II – PRODUCTS

2.1 Backfill and Embankment Material – Backfill and embankment material shall be loam, sandy clay, sand, gravel, soft shall, or other suitable material free from brush, perishable material, dirt clods, rocks, or boulders larger than six inches in greatest dimension, or frozen material.

Backfill and embankment placed within six inches of concrete shall contain no rock larger than two inches and no rock two inches or larger shall lie closer than six inches to the ground surface.

Backfill and embankment material shall be approved whenever it meets specification requirements. Boulders greater than 6” shall be removed at no additional compensation. Whenever material meeting the specification requirements is not available from excavation, the Contractor will be required to import material from a designated or approved source.

2.2 Select Borrow – When excavated soil does not meet the requirements for backfill, the Contractor shall backfill with select borrow where directed.

2.3 Washed Gravel Leveling Course – Gravel shall be 2" minus, washed, and crushed rock from a private or commercial source.

PART III – EXECUTION

3.1 Staking by the Contractor - The contractor will establish the finish floor elevation and approximate corners of the building at least 24 hours prior to the Vendor’s expected arrival. The COR shall approve building staking prior to any excavation work.

3.2 Clearing and Grubbing – Before starting any excavation, the Contractor shall have completed all necessary clearing and grubbing within the specified working limits, in accordance with Section 02130.

3.3 Conserving Topsoil – Topsoil shall be removed from the area to be excavated and from the area where excavated material will be piled. Topsoil shall be kept separate from excavated material. Topsoil will be reused on those areas from which it came after back-filling construction is complete.

3.4 Excavation, Backfill, and Site Grading A.

Scope of Work - Work specified under this Section relates to the placement of the unit by manufacturer on contractor prepared footprint.

B.

Location – It is the responsibility of the Contractor to:

1.

Provide exact location by stakes or other approved method, with approval by Contracting Officer;

2.

Provide clear and level site free of overhead and/or underground obstructions;

3. Provide access to the site for truck delivery and sufficient area for comfort station manufacturer to install and equipment to perform the contract requirements.

C.

Access to Site - Delivery of comfort stations to the site shall be made on normal highway trucks and trailers. If at the time of delivery conditions of access are hazardous or unsuitable for truck and equipment due to weather, physical constraints, roadway width or grade, manufacturer may require an alternate site with better access provided to ensure a safe and quality installation. In any such case, additional costs for trucking, etc. will be charged to the Contractor.

D.

Coordination with the Manufacturer –. The Contractor will be responsible to obtain installation instructions from the manufacturer and perform the site preparation and finished site grading in accordance with those instructions.

3.5 Finish Grading- All surfaces and slopes beyond the concrete apron/walkways shall be shaped to blend with the original ground line, mounded over or smoothed off, and hand raked. Surface drainage shall be diverted so that water will not enter into the area.

3.6 Cleanup- After finish grading has been completed, the disturbed area shall be finished to as near a natural appearance as possible and cleaned up by removing all debris and materials not utilized. Cleanup shall include disposal of materials in accordance with Section 02135. Stockpiled topsoil shall be smoothly distributed over disturbed areas and hand raked to blend with ground line.

SECTION 02228

CULVERT PIPE AND PIPE ARCHES

PART I - GENERAL

1.1 This work shall consist of furnishing and installing metal pipe and pipe appurtenances, including all excavation, bedding, and backfilling required to complete the work.

1.2 Reference Specifications - The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

AASHTO M36M

Corrugated Steel Pipe Metallic-Coated for Sewers and Drains

AASHTO M167M

Corrugated Steel Structural Plate Zinc-Coated for Field-Bolted Pipe Pipe-Arches and Arches

AASHTO M190M

Bituminous Coated Corrugated Metal Culvert Pipe and Pipe Arches

AASHTO M196M

Corrugated Aluminum Pipe for Sewers and Drains

AASHTO M218M

Steel Sheet Zinc-Coated (Galvanized) for Corrugated Steel Pipe

AASHTO M219M

Corrugated Aluminum Alloy Structural Plate for Field-Bolted Pipe Pipe-Arches and Arches

AASHTO M243M

Field Applied Coating of Corrugated Metal Structural Plate for Pipe Pipe-Arches and Arches

AASHTO M245M

Corrugated Steel Pipe Polymer Precoated for Sewers and Drains

AASHTO M246M

Steel Sheet Metallic-Coated and Polymer Precoated for Corrugated Steel Pipe

AASHTO M274M

Steel Sheet Aluminum-Coated (Type 2) for Corrugated Steel Pipe

AASHTO T99

The Moisture-Density Relations of Soils Using a 25-kg (55-lb) Rammer and a 305-mm (12-in) Drop

PART II - PRODUCTS

2.1 Corrugated Iron or Steel Pipe and Pipe Arches A.

Riveted Pipe and Pipe Arches - These pipes shall meet the requirements of AASHTO M36.

B.

Welded Pipe and Pipe Arches - Corrugated metal pipe and pipe arches fabricated by resistance spot welding shall meet the applicable requirements of AASHTO M36.

C.

Helical Pipe - Unperforated helically corrugated pipe with continuous lock or welded seams shall meet the applicable requirements of AASHTO M36.

D.

Coupling Bands - Coupling bands shall meet the requirements of AASHTO M36.

E.

Special Sections - Special sections such as elbows, tees, wyes, etc., shall be the same thickness as the conduit to which they are joined and meet the applicable requirements of AASHTO M36.

F.

Flared End Sections - Flared end sections for inlet and outlet ends of pipe and pipe arch culverts shall meet the applicable requirements of AASHTO M36. End sections shall be fabricated in accordance with the details and dimensions SHOWN ON THE DRAWINGS, except minor variations may be accepted to permit the use of the manufacturer's standard methods of fabrication.

2.2 Aluminum Coated (Aluminized Type 2) Corrugated Steel Pipe and Pipe Arches A.

Pipe and coupling bands shall meet the requirements of AASHTO M36 except that they shall be made from material meeting the requirements of AASHTO M274.

B.

Special sections such as elbows, tee, wyes, etc., shall be the same thickness as the conduit to which they are joined and shall meet the applicable requirements of AASHTO M36 and M274.

Bedding and backfill material shall meet the requirements of paragraph 3.8.

Damaged spelter coating caused by welding, field cutting, or mishandling shall be cleaned and painted as specified in AASHTO M36.

End sections shall be constructed of a material meeting the requirements of AASHTO M218 or AASHTO M196.

Bituminous coated end sections shall be coated to meet the requirements of AASHTO M243 or AASHTO M190.

The materials used in each pipe installation shall be compatible with each other to prevent electrolysis or physical failure. Either annular or helical pipe corrugations will be acceptable, but each pipe installation shall consist of only one class of corrugation.

The lengths and locations of individual pipe SHOWN ON THE DRAWINGS are approximate. Pipe should not be ordered until culvert locations are DESIGNATED on the ground and a written list of the correct lengths is issued by the Contracting Officer.

2.3 Corrugated Polyethylene Pipe and Pipe Arches – 12- to 30-inch diameter unperforated pipe with smooth interior walls conforming to AASHTO M294, Type S. Pipe shall be joined with coupling bands covering at least two full corrugations on each end of the pipe. Installation shall be in accordance with ASTM D2321 with minimum cover shall be one foot.

PART III - EXECUTION

3.1 Water pollution and stream degradation shall be controlled.

3.2 Excavation for culverts shall be to the lines and grades or elevations SHOWN ON THE DRAWINGS or as DESIGNATED on the ground. Excavations shall be of sufficient size to permit the placing and backfilling of culverts. Boulders, logs, and any other unsuitable materials encountered shall be removed and disposed of. The width of trenches shall permit satisfactory jointing and thorough tamping of the bedding material under and around the culvert.

Unsuitable foundation material shall be excavated below the invert of the culvert to an approximate depth of 2 feet and a width of at least the culvert diameter plus 4 feet. Unsuitable material shall be replaced with selected granular foundation material and compacted in accordance with paragraph 3.8.

Where rock, hardpan, or other unyielding material is encountered, it shall be removed below the foundation grade for a depth of at least 1 foot. The width of the excavation shall be at least 2 feet greater than outside width of the culvert. This excavated material shall be replaced with selected granular foundation material and compacted in accordance with paragraph 3.8.

3.3 Utilization of Excavated Materials - All suitable excavated material shall be utilized as backfill or embankment. No excavated material shall be placed in live streams. All surplus material shall be disposed of as SHOWN ON THE DRAWINGS. No excavated material shall be deposited in a manner that will endanger the partly finished structure.

3.4 Bedding - Bedding shall consist of bedding the pipe to a depth of not less than 10 percent of its total height. The foundation surface, after excavation in accordance with paragraph 3.2, shall be compacted in accordance with paragraph 3.8 and shaped to fit the pipe.

The completed bedding shall have a longitudinal camber when SHOWN ON THE DRAWINGS.

The bedding material shall be selected mineral soil meeting the requirements for backfill in paragraph 3.8.

3.5 Laying Pipe - No pipe shall be placed in service until a suitable outlet is provided.

Paved or partially lined pipe shall be laid so the longitudinal centerline of the paved segment coincides with the flowline.

Elliptical pipe shall be placed with the major axis within 5 degrees of a vertical plane through the longitudinal axis of the pipe.

The final installed alignment of all pipe shall have no sag and no point shall vary from a straight line drawn from inlet to outlet by more than 2 percent horizontally and vertically of the culvert length or 1 foot, whichever is less, unless otherwise SHOWN ON THE DRAWINGS.

Helically corrugated lock-seam pipe shall be installed with the seam at the inlet end placed below the horizontal centerline.

Longitudinal laps on riveted or spot-welded pipe shall be positioned at any location between 45 degrees above or below horizontal.

3.6 Joining Pipes - Pipe shall be firmly joined by form-fitting coupling bands. End sections shall be attached to pipe by connecting bands or other means as recommended by the manufacturer. Rubber gaskets shall be installed at each joint to form a watertight connection when SHOWN ON THE DRAWINGS. Dimpled bands shall not be used when the slope of the pipe is greater than 25 percent.

The coupling bands shall meet the strength requirements of field joints for Non-Erodible Soil Condition--Special Joint Type according to Division 2, Section 23 of the "Standard Specification for Highway Bridges" by AASHTO.

3.7 Shop Elongation - When SHOWN ON THE DRAWINGS, the vertical diameter of round pipe shall be increased 5 percent by shop elongation.

3.8 After the bedding is prepared and the pipe is placed, selected material shall be placed in layers not exceeding 6 inches loose thickness and compacted under the haunches and alongside the pipe. The material shall have the moisture content needed for effective compacting. Backfill shall be readily compactible material free of frozen lumps, chunks of highly plastic clay, or other objectionable material. Rocks larger than 3 inches in diameter shall not be used within 1 foot of the pipe. On each side of the pipe there shall be an area of compacted material at least as wide as 2 diameters of the pipe or 12 feet, whichever is less. Backfill shall be compacted without damaging or displacing the pipe. The density shall be that of the surrounding embankment or 95 percent of the maximum density as determined by AASHTO T 99 Method C or D, whichever is greater. Backfilling and compacting shall be continued until the backfill is 12 inches above the top of the culvert. After being bedded and backfilled pipe shall be protected by an adequate cover of embankment before heavy equipment is permitted to cross during roadway construction. Pipe distorted more than 5 percent of nominal dimension, ruptured, or broken shall be replaced.

Section 03100

Concrete Formwork

PART I – GENERAL

1.1 This section specifies construction of formwork for concrete.

PART II – PRODUCTS

2.1 Form Materials and Appurtenances

(a) Plywood B-B Plyform, 5/8" minimum thickness.

(b) Steel Prefabricated.

(c) Lumber Standard grade, (concealed surfaces only)

(d) Fiber Round, "Sonotube" or equal

(e) Steel Round, external clamping

(f) Form Ties and Spreaders Standard metal form clamp assembly of a type acting as spreaders and leaving no metal within one inch of the concrete face.

PART III – EXECUTION

3.1 Construction

(a) Bracing and Alignment: All forms shall be straight and free from warp. Bracing shall be strong enough to withstand the pressure of the concrete and the forces associated with the placement thereof without displacement or deformation. Forms shall prevent leakage of concrete.

(b) Preparation: Remove all loose soil, sawdust, shavings, and other debris from within the forms before placing concrete. All forms shall be clean and coated with a form release agent before concrete is placed.

3.2 Obtain the COR'S approval of forms at least 24 hours prior to placing concrete. Notify the COR at least 36 hours in advance of concrete placement that forms will be ready for inspection.

3.3 Do not disturb forms until curing as specified in Section 03301, Cast-in-Place Concrete has been completed. Concrete shall not be subjected to any construction loads until it is ready for removal of forms.

SECTION 03201

Concrete Reinforcement

PART I – GENERAL

1.1 This section specifies reinforcement for use in cast-in-place concrete construction.

PART II – PRODUCTS

2.1 Reinforcing steel shall conform to ASTM A 615, grade 60 unless otherwise SHOWN ON THE DRAWINGS. Welded wire mesh shall conform to ASTM A 185

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

(b) Storage Store off the ground in a manner to prevent bending, rusting, and accumulations of dirt or soil.

PART III – EXECUTION

3.1 Place reinforcement AS SHOWN ON THE DRAWINGS and as herein specified. Reinforcement not SHOWN ON THE DRAWINGS shall meet the requirements of ACT 318. Steel reinforcement shall be centered in the concrete member unless otherwise SHOWN ON THE DRAWINGS.

(a) Wire Mesh No more than two layers of welded mesh will be allowed in any concrete section to provide the required steel area. When two layers of mesh are used, mesh openings shall be shifted ½ mesh opening size both way, relative to the other layer.

(b) Supports Accurately place and adequately support reinforcing steel and wire mesh in final position with approved supports prior to starting placement of concrete placement and tamping operations.

(c) Splices Reinforcing steel shall be continuous around corners between adjacent walls and between walls and floor slabs as SHOWN ON THE DRAWINGS. Use full lengths of reinforcing steel whenever possible and keep the number of splices to a minimum. When splices are necessary on long runs, splices shall be alternated on opposite sides of the component for adjacent steel bars and shall be lapped as specific herein.

(d) Splice Lengths

1. Lap bars #4 or smaller a minimum of 12 inches. Lap bars larger than #4 a minimum of 24 bar diameters.

2. Lap welded wire mesh 1-½ times mesh opening size.

3.2 The maximum allowable variation for center-to-center spacing of reinforcing steel is ½ inch.

3.3 Bend bars cold unless otherwise approved by the COR. No field bending of bars partially embedded in concrete will be permitted.

SECTION 03301

CAST-IN-PLACE CONCRETE

PART I – GENERAL

1.1 This section specifies concrete to be used for cast-in-place concrete construction.

1.2 Submittals

(a) Mix Design A mix design showing the proposed weights of aggregate, water, cement and other components per cubic yard of concrete shall be furnished to the COR a minimum of 72 hours prior to the placement of concrete. No concrete shall be placed without prior approval of this mix design.

(b) Admixtures Complete information on proposed admixtures, as specified herein, shall be submitted to the COR for approval a minimum of 72 hours prior to the placement of concrete.

(c) Deliver Tickets Provide COR with a delivery ticket in accordance with ASTM C-94 for each load of concrete.

PART II – PRODUCTS

2.1 Type I or Type II Portland cement unless otherwise specified – ASTM C-150. Only one brand of cement should be used.

2.2 Aggregate shall meet the requirements of ASTM C 33, “Specifications for Concrete Aggregate”. Coarse aggregate shall be Size Number 67 as specified therein.

2.3 Admixtures for Concrete

(a) Air Entrainment Air-entraining admixtures shall meet the requirements of ASTM C-260

(b) Water Reducers Water-reducing, set-retarding, and set-accelerating admixtures shall meet the requirements of ASTM C 494.

(c) Submittals Furnish the following information to the COR for approval:

1. Brand name of the admixture.

2. Amount of admixture to be used per cubic yard of concrete.

3. Reason for requesting the use of the admixture.

2.4 Curing Materials Curing materials shall meet the following requirements:

(a) Burlap cloth made from jute or kenaf………………

ASHTO M 182

(b) Sheet materials for curing concrete…………………

ASTM C 171

(c) Membrane-forming curing compounds…………….

ASTM C-309, Type 1 or 1-D

2.5 Water used in mixing, curing, or other applications shall be of potable quality.

2.6 Joint Filler

(a) Poured Filler Poured filler for joints shall meet the requirements of ASTM D 1190

(b) Preformed Filler Preformed filler for joints shall meet the requirements of ASTM D 994, ASTM D 1751, or ASTM D 1751, or ASTM D 1752 and shall be punched to admit dowels as necessary. The filler for each joint shall be furnished in a single piece according to the depth and width required for the joint. When the use of more than one piece is authorized for a joint, the abutting ends shall be fastened securely and held in position by stapling or other positive fastening approved by the COR.

2.7 Proportioning Concrete

Minimum compressive strength of concrete shall be 3000 psi. Proportioning concrete within the limits below:

Minimum Cement Content

5.5 sacks/cubic yard

Maximum Water Content

6 gallons/sack

Entrained Air

3 to 6 %

Slump

1 to 4”

2.8 Proportioning Concrete for Cold Weather

For concrete placed under “Cold Weather Concreting and Curing” conditions, the Contractor may elect to alter the required proportions in one of the following ways:

Type III Cement Type III cement may be substituted in equal quantities for Type I or II cement.

Additional Cement An additional sack per cubic yard of type I or Type II cement may be added.

2.9 Temperature Limits for Cold Weather Concrete

Provide concrete having a minimum temperature of 50° F and a maximum temperature of 90° F at the time of placing. The temperature of the mixing water shall not exceed 140° F. If aggregates are heated, heat uniformly with steam o water coil. Aggregate temperature shall not exceed 95° F. Aggregate water mix temperature shall not exceed 80° F. Do not use materials containing frost or icy lumps.

2.10 Temperature Limits for Hot Weather Concrete Provide concrete having a maximum temperature of 90° F at the time of placing. If the ambient temperature is above 90° F, the forms, reinforcing steel, steel beam flanges, and other surfaces which will come in contact with the mix shall be cooled to below 90° F by means of a water spray or other approved methods. Water reducing admixtures shall be used so the maximum amount of water or slump is not exceeded. The mixing of the concrete and the time between mixing and placing shall be kept to a minimum. Chipped or crushed ice may be substituted for a portion of the mixing water on a pound-for-pound basis. If ice is used, all ice shall be entirely melted at the completion of the mixing period. If concrete temperature exceeds 75° F, concrete shall be in accordance with ACI 305.

2.11 Mixing

(a) Plant Batched and Transit Mixed

1. Batch at a central plant and mix en route to the project in transit mix trucks in compliance with ASTM C-94. (ASTM C 94 Sections 3 and 17 shall not apply).

2. Place concrete within a maximum of 1-½ hours after introduction of cement into the batch. In hot weather or due to other contributing factors, a time less than 1-½ hours may be required by the COR.

3. Time interval between placement of batches shall not exceed 30 minutes.

(b) Hand mixing will not be allowed.

(c) Water may be added once for purposes of acquiring minimum slump, provided the specified water-cement ratio is not exceeded. For all project mixed concrete, water shall not be added later than 15 minutes from start of mixing. For transit-mixed or agitated concrete, such water may be added upon arrival at the job site. Adding water beyond these conditions constitutes retempering which will not be allowed. When water is added, an additional 20 revolutions at mixing speed is required.

(d) Air-entraining admixtures shall not be added after the start of mixing.

PART III – EXECUTION

3.1

(a) Excavation shall be made to the required dimensions to permit the installation and bracing of the forms. The foundation shall be compacted to a firm even surface. All soft, yielding material shall be removed and replaced with acceptable material.

(b) Forms shall meet the requirements of section 03100-Concrete Formwork. Machine slip forming may be used.

(c) Sections shall be separated by open joints approximately 1/8” wide and at least 1” deep, except at expansion joints. Where the curb is constructed adjacent to concrete pavement, the contraction or open joints in the curb shall match the contraction joints in pavement.

(d) Expansion Joints shall be formed at the intervals SHOWN ON THE DRAWINGS using a preformed expansion joint filler having a thickness of ½”. When the curb is constructed adjacent to or on concrete pavement, expansion joints shall be located at expansion joints in the pavement.

(e) The concrete shall be struck off to the cross section SHOWN ON THE DRAWINGS, after which it shall be finished to a smooth even surface.

(f) All reinforcement shall meet the requirements of section 03201. All reinforcing steel shall be placed in position SHOWN ON THE DRAWINGS and securely held in place by approved supports during placing of concrete. Concrete shall not be placed until the grading, forms, and steel reinforcements have been inspected and approved by the COR. The contractor shall give the COR 24 hours notice prior to placement of any concrete.

(g) Concrete shall be discharged into the forms within 1-½” hours after the introduction of the cement to the aggregate. Retempering concrete shall not be permitted. The cement shall be added to the mixer at the jobsite whenever conditions are not met.

(h) Concrete shall not be mixed or placed when the daily minimum atmospheric temperature is, or is expected to be, less than 40° F unless adequate provisions are made to protect the concrete. No concrete shall be placed when the concrete temperature reaches 90° F.

(i) Concrete shall be placed to avoid segregation. High-frequency internal vibrators shall be used for consolidating concrete in the forms. Vibrators shall be operated to produce concrete free of voids, but shall not be held so long in one place as to result in segregation or formation of laitance on the surface.

(j) The use of aluminum pipe, conduit or troughs for transporting concrete will not be permitted. When concrete is pumped, sampling shall be from the discharge stream at the point of placement.

(k) For the purpose of matching adjacent concrete finishes or for other reasons, the COR may permit other methods of finishing than those specified. No plastering will be permitted.

(l) Notify the COR a minimum of 48 hours prior to placement.

1. Place concrete in a maximum 18” horizontal layer.

2. Immediately after placing, thoroughly compact concrete with mechanical vibrators. Provide minimum of two vibrators. Provide minimum of two power sources unless commercial power is available at site. Hand tamping, when permitted, will be approved in writing by the COR.

3. Place each concrete section in a continuous operation, such as slab, footing, and columns.

4. Do not drop concrete freely more than 4 feet.

5. Do not place concrete in water or allow water to rise over freshly placed concrete until a set is sufficient to prevent damage.

(m) After the concrete has set sufficiently, it shall be backfilled to the required elevation with selected material placed in horizontal layers, not over 6 inches (loose measure) in depth, to the level of the original ground surface. Backfill shall be readily compactable material free of frozen lumps, chunks of highly plastic clay, or other objectionable material. Rocks larger than 3 inches in diameter shall not be used within one foot of the structure.

(n) Protect flat work during rainy periods with adequate waterproof covering. Support covering so that the finishing may be performed and initial set obtained without damage. Dragging of tarpaulins or other covering across unset concrete will not be permitted.

(o) Commence curing and protection of concrete immediately after completion of the finishing. Cure Type I and Type II cement for 7 days continuously. The work shall be moistened and kept moist during this time, or curing shall be accomplished by the use of membrane-forming curing compound.

(p) When the descending air temperature at the project falls below 40° F, the Contractor shall cease placing concrete unless the procedures described below are followed. Normal concreting operations may resume when the ascending temperature at the site exceeds 40° F.

Provide cover and heating equipment sufficient to maintain the temperature of the concrete at not less than 50° F for a period of 3 days for Type I and Type II cement. Maintain the temperature at not less than 50° F for a period of 2 days for Type III cement or when one additional sack of Type I or Type II cement is added.

Provide additional protection to prevent the concrete temperature from dropping more than 40° F in the 24 hour period following the required protection period.

Keep concrete and forms wet. Remove and replace any concrete damaged by frost or freezing when directed by the COR.

(q) If curing temperatures as placed are expected to exceed 75° F, placing and curing shall be in accordance with ACI 305.

(r) All tests will be the responsibility of the Contractor and certified test results shall be submitted to the COR. Samples will be selected from each truckload. If the measured slump or air content falls outside the specified limits, a check test shall be made immediately on another portion of the same load. In the event of a second failure, the concrete will be considered to have failed the requirements of the specifications; and the load will be rejected.

1. The following concrete tests will be taken:

2. Slump Testing will be in accordance with ASTM C-143.

3. Air Content Testing will be in accordance with ASTM C-231

4. Compressive Tests Compressive test cylinders will be molded, cured, prepared, and tested in accordance with ASTM C-31 and C-39. A minimum of three cylinders will be taken from each truckload of concrete unless otherwise directed by the COR.

5. The first cylinder from each set shall be tested at 7 days, the second at 28 days, and the third shall be tested immediately if the second cylinder in the set fails at less than the specified compressive strength. Test results of cylinders tested at 28 days will form the basis for acceptance or rejection of concrete strength. Each 28 day compressive test result shall be the average of the compressive test of two cylinders from the same set. A minimum of two cylinders from each batch will be evaluated in accordance with ACI 318-77, Article 4.8.2.

PART IV – RESOURCE PROTECTION

4.1 - Cleaning of concrete trucks shall not take place in or near streams or drainages. COR shall designate a location where concrete trucks may be cleaned. Concrete washings shall be contained within the designated area. Soil with concrete washings shall be removed from the site upon completion of concrete work.

01100-1