The roadway and adjacent areas shall be left with a neat and finished appearance. No accumulation of material shall remain on or adjacent to the right -of-way. 201- 4 Method of Measurement: Clearing and grubbing will be measured either on a lump sum basis or by the acre. Measurement by the acre will be to the nearest tenth of an acre, measured on a horizontal plane. 201- 5 Basis of Payment: The accepted quantities of clearing and grubbing, measured as provided above, will be paid for at the contract lump sum price or by the acre as designated in the bidding schedule, including furnishing, placing , and compacting the material required to fill the cavities resulting from the removal of tree stumps or other materials. No payment will be made for clearing and grubbing outside the specified limits, unless such work is authorized by the Engineer. SECTION 202 REMOVAL OF STRUCTURES AND OBSTRUCTION S: When clearing and grubbing is not included as a contract pay item, full compensation for any clearing and grubbing necessary to perform the construction operations designated on the project plans or specified in the Special Provisions shall be considered as included in the price of contract item . 202- 1 Descript ion: The work under this section shall consist of the removal, wholly or in part, and satisfactory disposal of all structures and obstructions within the right -of-way which have not been designated on the project plans or specified in the Special Provisions to remain, except for those structures and obstructions which are to be removed and disposed of under other items of work in the contract. The work shall also include salvaging of designated materials and backfilling the resulting cavities. Existing str uctures, pavement, sidewalks, curbs, gutters, and other existing improvements which are to become an integral part of the planned improvements shall remain even though not specifically noted. Materials removed and not designated to be salvaged or incorporated into the work shall become the property of the contractor. TABLE OF CONTENTS INDEX 202- 2 Blank : 202- 3 Construction Requirements: 202- 3.01 General: Bridges, culverts, and other structures in use by traffic shall not be removed until satisfactory arrangements have been made to accommodate the traffic. Blasting or other operations necessary for the removal of an existing structure or obstruction, which may damage new construction, shall be completed prior to commencing the new work. Items designated to be salvaged shall be carefully stockpiled or stored by the contractor at locations designated in the Special Provisions or as directed by the Engineer. Items which are to be salvaged or reused in the new construction and are damaged or destroyed as a result of the contractor's operations shall be repaired or replaced by the contractor at no additional cost to the Department. Holes, cavities, trenches , and depressions resulti ng from the removal of structures or obstructions, except in areas to be excavated, shall be backfilled with suitable material which shall be compacted to a density of not less than 95 percent of the maximum density as determined in accordance with the req uirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. 202- 3.02 Removal of Pipe: All removed pipe which is to be salvaged or relaid shall be cleaned of all earth and other material inside and outside prior to being stockpiled or reused. Pipe to be reused shall be stored when necessary to avoid damage or loss before relaying. Existing pipe to be partially removed shall be cut with straight and smooth edges on a plane perpendicular to the center line of the pipe. 202- 3.03 Removal of Pavement:
A.Portland Cement Concrete Pavement: Unless otherwise specified in the Special Provisions, concrete pavement designated on the project plans to be removed shall either be removed from the job site and disposed of at a site secured by the contractor or buried in embankment areas. If the contr actor elects to bury the concrete in embankment areas, the concrete shall be broken TABLE OF CONTENTS INDEX into pieces and placed in the embankment in accordance with the requirements of Subsection 203- 10.03(A) of the specifications. Where new construction is to join the existing concrete pavement, the pavement shall be saw cut to a true line perpendicular to the centerline of the pavement with straight vertical edges free from irregularities.
B.Bituminous Pavement: Unless milling is specified in the Special Provisions, all bituminous pavement designated on the project plans to be removed, shall be completely removed down to the underlying base course or subgrade. The pavement material shall be removed and disposed of as specified in the Special Provisions. Where new construction is to join existing bituminous pavement, the existing pavement shall be cut to a true line perpendicular to the centerline of the pavement with straight vertical edges free from irregularities. The removal of asphaltic concrete at the approaches to structures shall be accomplished in a manner approved by the Engineer.
C.Bituminous Pavement Removal by Milling: When milling is specified, the existing asphaltic concrete shall be removed in accordance with the details shown on the project plans with equipment specifically designed to remove such material by means of grinding or chipping to a controlled line and grade. The equipment used shall be capable of removing the existing asphaltic concrete within 0.01 feet o f the specified removal depth. The removal shall be accomplished in a manner which does not destroy the integrity of any asphaltic concrete pavement that remains and which does not result in a contamination of the milled asphaltic concrete with the underl ying base material. The milled material shall be removed and disposed of as specified in the Special Provisions. Under no circumstance shall the removal of existing asphaltic concrete begin until the mix design for replacement asphaltic concrete has been approved by the Engineer. The extent of removal of existing asphaltic concrete must be in keeping with the contractor's ability to produce, haul, place, and compact replacement asphaltic concrete so that at all times the length of open "trench" is at a minimum. If the contractor's production of replacement asphaltic concrete is stopped for any reason, the removal of asphaltic concrete shall either cease or shall be reduced. The Engineer will be the sole judge as t o whether the removal shall cease or be reduced. The Engineer’s decision will be based on the reason for the stoppage in asphaltic concrete production, the expected length of the stoppage, the type and depth of the material being removed, and the time of day. TABLE OF CONTENTS INDEX Replacement asphaltic concrete shall be placed as soon as possible after the "trench" has been opened up. The surface on which the material is to be placed shall be uniform and free of loose material. Any exposed base material shall be compacted to the extent required by the Engineer. The "trench" in which asphaltic concrete is being placed shall be filled before the end of each day's work and the lane shall be opened to traffic. The length of open "trench" at any one time shall not exceed two miles or half the length of the work, whichever is the lesser. In the event of circumstances beyond the control of the contractor, such as equipment breakdown, or if the production of the replacement asphaltic concrete has been stopped by the Engineer and the contractor is unable to comply with the requirements in the preceding paragraph, the contractor shall provide and maintain such traffic control devices that the Engineer deems necessary under the circumstances in order to provide safe and efficient passage through the work zone. If the Engineer deems it to be warranted, the Engineer will require that the contractor provide for the surface drainage of areas where the pavement surface has temporarily been removed. Pavement, to be removed by milling, adjacent t o manholes, valve boxes, small radius curbs, and other fixed objects that produce confined areas shall be removed with milling equipment specifically designed to operate in restricted areas and capable of removing asphaltic concrete of the specified thickness without damage or displacement of the adjacent object. On projects with existing curb and gutter, any asphaltic concrete buildup in the gutter designated to be removed, shall be removed prior to the pavement removal operation by equipment and methods approved by the Engineer. The equipment and methods used shall be capable of removing the asphaltic concrete buildup without causing damage to the curb and gutter. 202- 3.04 Removal of Miscellaneous Concrete: Miscellaneous concrete shall be defined as all or portions of mortared rubble masonry, curbs, gutters, sidewalks, driveways, aprons, slope paving, island paving, retaining walls, spillways, drainage structures, concrete box culverts, foundations, footings, and all other Portland cement concrete or masonry construction, except bridges and pavement. All existing miscellaneous concrete shall be removed to a depth of at least 5 feet below finished subgrade elevation unless otherwise specified in the Special Provisions or on the project plans. TABLE OF CONTENTS INDEX Where new concrete is to join existing concrete, the existing concrete shall be saw cut to a true line with straight vertical edges free from irregularities. Concrete removal operations shall be performed without damage to any portion that is to remain in place. All damage to the existing concrete, which is to remain in place, shall be repaired to a condition equal to that existing prior to the beginning of removal operations. The repairing of existing concrete damaged by the contractor's operations shall be at no additional cost to the Department. Existing reinforcement that is to be incorporated in new work shall be protected from damage and shall be thoroughly cleaned of all adhering material before being embedded in new concrete. Concrete shall be disposed of as provided in Subsection 2
02-3.03(A) of
the specifications. T he floors of concrete basements, pits and structures, that are not required to be removed and which are located within the roadway shall be broken in a manner that will prevent the entrapment of water. 202- 3.05 Removal of Bridges: The removal of existing bridges, either wholly or in part, shall be as shown on the project plans or as described in the Special Provisions. Bridge removal operations shall be conducted in such a manner as to cause the least interference to public traffic. At least 10 days before beginning bridge removal over or adjacent to public traffic or railroad property, the contractor shall submit to the Engineer details of the removal operations showing the methods and sequence of removal and equipment to be used. When total bridge removal is specified, all materials designated for salvage, such as structural steel, structural steel members, timber , and other reusable materials shall be carefully dismantled, removed and salvaged in accordance with the requirements of Subsection 202-3.01 of the specifications. Steel members shall be match marked as directed by the Engineer. Piling, piers, abutments, footings, and pedestals shall be removed to at least 1 foot below ground line or 5 feet below finished subgrade elevation unless specified otherwise in the Special Provisions or on the project plans. When partial bridge removal is specified or alteration of an existing bridge requires removal of portions of the existing structure, such removal shall be performed with sufficient care as to leave the remaining portion of the structure undamaged. TABLE OF CONTENTS INDEX In case of damage to the existing bridge structure, the contractor shall make all necessary repairs at no additional cost to the Department. Reinforcing steel extending from the remaining portion of the structure shall be protected, cleaned, and incorporated in the new portion of the structure in accordance with the details shown on the project plans or as directed by the Engineer. Flame cutting and saw cutting may be used for removing, widening, or modifying bridges provided the contractor complies with all protection, safety and damage requirements. Explosives shall not be used in bridge removal operations unless approved by the Engineer. Before beginning concrete removal operations involving the removal of a portion of a monolithic concrete element, a saw cut approximately 1 inch deep shall be made to a true line along the limits of removal on all faces of the element which will be visible in the completed work. Concrete shall be disposed of as provided in Subsection 202- 3.03(A) of the specifications. -3.06 Removal of Signs and Delineators: Existing warning, regulatory, guide, route marker signs and delineators that are to be removed will be designated by the Engineer. The contractor shall dismantle the sign panels and delineators and remove the sign posts from the ground in such a manner as to prevent damage to the posts. The contractor shall not remove the existing signs prior to the completion of the new sign installation, but shall remove them within five working days after the installation of the new signs or as directed by th e Engineer. Signs, delineators, and sign posts shall be removed and salvaged in accordance with the requirements of Subsection 202- 3.01 of the specifications. 202- 3.07 Removal of Embankment Curb: The existing embankment curb, down- drain inlets, and spillway inlets, designated on the project plans to be removed, shall be removed in such a manner as to preserve the existing bituminous surfacing. Asphaltic concrete obtained from sources approved by the Engineer shall be used to fill and repair voids on the existing pavement surface that result from the removals. 202- 3.08 Removal of Fence: All fence to be removed, shall become the property of the contractor unless designated for salvage on the project plans. If fence is designated to be removed and salvaged, all fence, including gates TABLE OF CONTENTS INDEX shall be salvaged in accordance with the requirements of Subsection 202-3.01 of the specifications. When designated for salvage, fence and gates shall be carefully dismantled and neatly rolled or coiled. Posts shall be cleaned of all concrete and dirt. In areas where new fence or relocated fence is to be installed, the contractor shall perform the removals in such a manner as to prevent the escape of any livestock. 202- 3.09 Removal of Guardrail: All guardrail to be removed shall become the property of the contractor unless otherwise specified on the project plans. Guardrail removal shall include complete removal of posts, concrete foundations, and foundation tubes, and subsequent backfill of the remaining holes with moist soil in compacted lifts, as approved by the Engineer . If guardrail is designated to be removed and salvaged, the contractor shall carefully dismantle the guardrail and remove the blocks and posts in such a manner as to prevent any damage to the removed items. The guardrail, including panels, end sections, posts, and all hardware shall be salvaged in accordance with the requirements of Subsection 202- 3.01 of the specifications . -3.10 Removal of Asbestos Material and Asbestos Concrete Pipe The work under this subsection consists of removal, handling, and satisfactory disposal of the asbestos materials as shown on the project plans and described in the Special Provisions in accordance with the requirements specified herein.
A.General: The contractor and its abatement subcontractor shall comply with 40 CFR 61, Subpart M, except that asbestos material shall be removed and disposed of in accordance with ALL provisions of 40 CFR 61.145, including “Notification Requirements” and “Procedures for Asbestos Emission Control” specified therein, regardless of the quantity of asbestos present on the project.
B.Asbestos Abatement Subcontractor: The contractor shall select an asbestos abatement subcontractor that has the ability to remove, manage, and dispose of asbestos materials. All individuals performing asbestos abatement related work on this contract shall possess at least one of the following certifications: TABLE OF CONTENTS INDEX
1.AHERA Contractor/ Supervisor for asbestos abatement ; or
2.AHERA Worker Certification for all asbestos abatement workers/laborers. The certification shall be current, and must be valid throughout the duration of the project. The asbestos abatement subcontractor shall have three years of documented experience performing related work in the State of Arizona. The contractor shall submit documentation of the asbestos abatement subcontractor’s certifications for all employees to be working on the project and the qualifications of the firm at the preconstruction conference. The contractor’s documentation of qualifications shall provide details indicating the types of relevant experience, and shall provide the number of months of each type of experience to be considered for approval. The Engineer will approve or reject the abatement subcontractor within 10 calendar days after receipt of documentation of experience and certifications. The contractor will not be allowed an extension in contract time for any delays to the work because of the failure of the contractor’s asbestos abatement subcontractor to meet the Department’s qualifications.
C.Removal Plan: The asbestos abatement subcontractor shall be responsible for preparation of a comprehensive removal and disposal plan (hereinafter referred to as the removal plan) for removal, handling, and disposal of the asbestos materials. The removal plan shall comply with 40 CFR 61, Subpart M, as specified above. The removal plan shall include environmental m easures and worker safety and health regulations required in OSHA and other applicable federal, state, and local requirements for the removal and disposal of asbestos material. The contractor shall submit the removal plan to the Engineer for review a minim um of 10 working days prior to any work that will disturb the asbestos material. The Engineer will determine if the removal plan addresses all the required elements, and will return it as approved or disapproved within 10 calendar days after receipt. The asbestos materials shall not be disturbed until the removal plan has been approved in writing by the Engineer. TABLE OF CONTENTS INDEX
D.Compliance Responsibility: All work involved with the rem oval, handling, and disposal of the asbestos materials shall be performed by the contractor’s selected asbestos abatement subcontractor. However, the contractor shall be fully responsible for the work, and for the proper disposal of the removed asbestos materials as specified herein, all in accordance with the applicable federal, state, and local standards, regulations, and requirements. The contractor shall bear the responsibility for any non- compliance, and shall hold the Department, its agents, officials, and employees harmless from all liability which may result from non- compliance with such applicable federal, state, and local standards, regulations, and requirements.
E.Construction Requirements: The asbestos abatement subcontractor shall supply potable water for their employees to wash their hands after handling the asbestos materials, prior to eating, drinking, or tobacco use of any kind. The asbestos abatement subcontractor shall remove the asbestos materials in accordance with the approved removal plan. The asbestos materials shall not be abraded in any way including grinding, sanding, or heating. The contractor shall also provide a letter and manifest certifying that the asbestos abatement subcontractor has disposed of the asbestos material in accordance with the final removal plan. Such letter and manifest shall be submitted to the Engineer within 10 working days of final disposal. A time extension will not be granted due to the contractor’s failure to comply with the requirements specified herein. 202- 3.11 Removal of Lead -Based Striping and Paint Material The work under this subsection shall consist of removing and appropriately disposing of lead- based paint materials in accordance with the requirements described herein. The work under this subsecti on covers only the removal of the lead- based paint materials that is required to safely perform the work specified in the contract documents.
A.Lead Abatement Subcontractor: The contractor shall select a lead abatement subcontractor that has the ability to remove, manage and dispose of lead -based materials. All TABLE OF CONTENTS INDEX SECT ION 202 individuals performing lead abatement related work on this contract shall possess at least one of the following certifications:
1.EPA Lead Supervisor for lead abatement ; or
2.EPA Lead Worker Certification for all lead abatement workers/laborers. The certification shall be current, and must be valid throughout the duration of the project. At least one individual with EPA Lead Supervisor certif ication shall be on- site when lead abatement work is being performed. The lead abatement subcontractor shall have three years of documented experience performing related work in the State of Arizona. The contractor shall submit documentation of the lead abatement subcontractor’s certifications for all employees to be working on the project and the qualifications of the firm at the preconstruction conference. The contractor’s documentation of qualifications shall provide details indicating the types of rele vant experience, and shall provide the number of months of each type of experience to be considered for approval. The Engineer will approve or reject the abatement subcontractor within 10 calendar days after receipt of documentation of experience and certi fications. The contractor will not be allowed an extension in contract time for any delays to the work because of the failure of the contractor’s lead abatement subcontractor to meet the Department’s qualifications.
B.Removal Plan: The lead abatement subcontractor shall be responsible for preparation of a comprehensive removal and disposal plan (hereinafter referred to as the removal plan) for removal, handling, storage, testing, and disposal of the lead- based paint materials. The removal plan shall also specify the proposed storage container, and the proposed location at which the removed lead- based paint materials are to be stored during testing. The removal plan shall include environmental and safety measures to comply with federal, state, and local requirements for the removal and disposal of regulated material. The contractor shall submit the removal plan to the Engineer for review a minimum of 10 working days prior to any work that will disturb the lead- based paint materials. The Engineer will determine if the removal plan addresses all the required elements, and will return it as approved or disapproved within 10 calendar days after receipt. TABLE OF CONTENTS INDEX
C.Compliance Responsibility: All work involved with the removal, handling, temporary storage, testing, and disposal of the lead- based paint materials shall be performed by the contractor’s lead abatement subcontractor. However, the contractor shall be fully responsible for the work, and for the proper disposal of the removed lead- based paint materials as specif ied herein, all in accordance with the applicable federal, state, and local standards, regulations, and requirements, including 29 CFR, Lead Exposure in Construction, Interim Final Rule. The contractor shall bear the responsibility for any non- compliance, and shall hold the Department, its agents, officials, and employees harmless from all liability which may result from non- compliance with such applicable Federal, State, and Local standards, regulations and requirements.
D.Construction Requirements: The contractor shall supply potable water for their employees to wash their hands after handling the lead- based paint materials, prior to eating, drinking, or tobacco use of any kind. The lead- abatement subcontractor shall remove the lead- based striping in accor dance with the approved removal plan. The lead- based paint materials shall not be abraded in any way. The contractor will be allowed to use an approved grinding device for the removal of lead- based roadway striping The lead- abatement subcontractor shall remove the lead- based paint materials in accordance with the approved removal plan. The lead- based paint materials shall not be abraded in any way. The removed lead- based paint materials shall be placed in the approved storage container (barrel, roll -off, etc.) The lead abatement subcontractor shall perform the Toxicity Characteristic Leaching Procedure (TCLP) analysis on the removed lead- based paint materials. The storage container may be temporarily stored at an ADOT Maintenance facility until the final disposal determination is made. Should the lead abatement subcontractor choose to store the container at an ADOT Maintenance facility, the removal plan shall specify which facility, and the contractor shall contact the facility super visor to schedule delivery of the container with the removed lead- based paint materials. After completion of the TCLP analyses, the lead abatement subcontractor shall supplement the removal plan with specific requirements for disposal of the lead- based pai nt materials. The contractor shall submit the revised removal plan to the Engineer for approval within 10 working days of completion of all TCLP analyses, and before disposal of the lead- based paint materials. TABLE OF CONTENTS INDEX If the TCLP analyses indicate that the lead-b ased paint materials must be disposed of at a hazardous waste facility, the cost of disposal will be paid under the force account item included in the bid schedule for disposal. If the TCLP analyses indicate that the lead- based paint materials may be disposed of as a non -hazardous construction waste, the disposal shall be included in the cost of this item. The contractor shall also provide a letter and manifest certifying that the lead abatement subcontractor has disposed of the lead- based paint materials in accordance with the final removal plan. Such letter and manifest shall be submitted to the Engineer within 10 working days of final disposal. The contractor shall not store the lead -based paint materials beyond the duration of the contract time. Notice of substantial completion, as specified in Subsection 105.19 of the specifications, will not be given until the lead- based paint materials are removed from the temporary storage site and properly disposed of in accordance with the removal plan, and the Engineer has received the above- referenced certification letter and manifest. A time extension will not be granted due to the contractor’s failure to comply with the requirements specified herein.
202-4 Method of Measurement:
Removal of structures and obstructions will be measured on a lump sum basis except that when the bidding schedule contains specific items under this section on a unit basis, measurement will be made by the units designated in the bidding schedule. Removal of asbestos materials will be measured on a lump sum basis. Removal of asbestos concrete pipe will be measured by the linear foot of pipe removed. Removal of lead- based striping will be measured by the linear foot of stripe removed. Skips in dashed lines will not be included in the measurement. Measurement will be made along the center line of the stripe and will be based on a 4- inch wide stripe. Measurement for stripes with an actual width greater or less than the basic 4 inches will be made by the following method: Actual Width of Striping (inches) x Linear Feet Four (inches) TABLE OF CONTENTS INDEX Removal of lead -based paint material will be measured on a lump sum basis. Disposal of lead- based paint and stripe materials at a hazardous waste facility will be measured on a force account basis.
202-5 Basis of Payment:
Payment for the accepted quantities of removal of structures and obstructions will be made by lump sum or by specific removal items or by a combination of both. Payment for removal of structures and obstructions not listed in the bidding schedule, but necessary to perform the construction operations designated on the project plans or specified in the Special Provisions shall be considered as included in the prices of contract items. No measurement or payment will be made for saw cutting, the cost being considered as included in the price of contract items. The prices shall include all excavation and subsequent backfill incidental to the removals, the furnishing , and placing of asphaltic concrete to fill and repair voids resulting from the work under Subsection
202-3.07 of the specifications, compaction of base material
resulting from the work under Subsection 202- 3.03(C) of the specifications, and the salvaging, hauling, storing , and disposing of all materials as provided herein. P ayment for removal of asbestos material will be made at the contract lump sum price, which price shall be full compensation for the item, including development of the removal plan, removal, handling, and disposal of the asbestos material. Payment for removal of asbestos concrete pipe, measured as provided above, will be paid for at the contract price per linear foot for the total length of pipe removed rounded to the nearest foot, which price will be full compensation for the work, including development of the removal plan, removal, handling, and disposal of the asbestos material. Payment for removal of lead- based striping, measured as provided above, will be paid for at the contract price per linear foot for the total length of stripe removed rounded to the nearest foot, which price will be full compensation for the work, including development of the removal plan, removal, handling, temporary storage, testing, and, if allowed, disposal of the lead- based striping material as a non- hazardous construction waste. Payment for removal of lead- based material will be made at the contract lump sum price, w hich price shall be full compensation for the work, including development of the removal plan, removal, handling, TABLE OF CONTENTS INDEX temporary storage, testing, and, if allowed, disposal of the lead- based paint material as a non- hazardous construction waste. If the TCLP anal yses indicate that the lead- based paint materials must be disposed of at a hazardous waste facility, the cost of disposal will be paid under a force account item. For the force account work, the abatement subcontractor shall complete and submit the Subcontractor Force Account Weekly Data Sheet, available on the Department’s Construction Group website. For work performed by the abatement subcontractor, the data sheet shall include the abatement subcontractor’s itemized costs for labor, materials and equipment. The payment for the abatement subcontractor’s labor, materials and equipment will be calculated in accordance with Subsection 109.04 of the specifications, as shown on the data sheet. Additional costs of disposal of the lead- based paint materials will be paid based on an invoice, hereinafter called the Hazardous Waste Facility Invoice. A sum equal to 5 percent of the Hazardous Waste Facility Invoice amount will be added to the Hazardous Waste Facility Invoice amount to calculate Direct Charges. Direct Charges = Hazardous Waste Facility Invoice x 1.05 The contractor will be allowed a supplemental markup of 5 percent of the subcontractor’s costs. A Sub -total will be calculated as follows: Sub -total = Lead Abatement Subcontractor Costs x 1.05 The Lead Abatement Subcontractor Costs are its labor, materials, equipment and direct charges. An amount equal to 65 percent of the Sub- total, as determined above, and multiplied by the applicable sales tax rate, will be added to the Sub -total. Finally, an amount will be added as an allowance for the Performance and Payment Bond, calculated as follows: Bond allowance = 0.005 x [Sub- total + (0.65 x S ub-total x sales tax rate)]. The total contractor payment (TCP) will be as follows: TCP = (Sub -total) + (0.65 x Sub- total x sales tax rate) + (Bond allowance). TABLE OF CONTENTS INDEX SECTION 203 SECTION 203 EARTHWORK:
203-1 Description:
The work under this section shall consist of performing all operations necessary to excavate all materials, regardless of character and subsurface conditions, from the roadway or adjacent thereto; to excavate drainage and irrigation ditches and channels; to excavate for structures, culverts, and other facilities; to furnish and place borrow material for use as specified; to construct embankments; to place backfills for structures, culverts and other facilities; to backfill holes, pits and other depressions within the roadway area; to remove and replace unsuitable material; to excavate and grade road approaches, driveways and connections; to construct dikes and berms; and to apply water for compaction, all as designated on the project plans, specified in the Special Provisions, or directed by the Engineer. 203- 2 General: Operations shall be conducted such that existing highway facilities, utilities, railroad tracks, and other nonhighway facilities which are to remain in place will not be damaged. The contractor, at its expense, shall furnish and install sheet piling, cribbing, bulkheads, shoring, or provide whatever means necessary to adequately support the facilities which are to remain, and maintain such supports until they are no longer needed. Temporary pavements, facilities, utilities, and installations shall also be protected until they are no longer required. When temporary supports and other protective means are no longer required, they shall be removed and disposed of by the contract or. When hauling is done over highways or city streets, the loads shall comply with legal load requirements, all material shall be removed from shelf areas of vehicles in order to eliminate spilling of material, and loads shall be watered or covered to eliminate dust. The bidding schedule quantities for roadway excavation, drainage excavation, and borrow, if applicable, will be considered to be the final quantities for payment unless adjusted in accordance with the requirements of Subsections 104.02 or 203- 2.01 of the specifications. A ll suitable material removed from excavated areas within the project limits shall be used in the construction of embankments and other designated areas. 203- 2.01 Earthwork Adjustments: Adjustments in the bidding schedule quantities for roadway excavation, drainage excavation, or borrow may be initiated by the contractor or the Engineer if evidence indicates that the required quantity varies by an amount greater than 5 percent of the bidding schedule quantity. The contractor shall advise the Engineer in writing, submitting TABLE OF CONTENTS INDEX SECTION 203 evidence in the form of a construction survey or photogrammetric survey with measurement for the proposed adjustment substantiated in accordance with Subsections 203- 3.04, 203- 4.04 and, 203- 9.04 of the specifications and requesting an adjustment in quantities. The Engineer will determine the amount of adjustment, if any. The quantity upon which payment will be based will be the bidding schedule quantity plus or minus only that portion of the adjustment that exceeds 5 percent of the bidding schedule quantity. Should the item of earthwork to be adjusted also be a major item, as specified in Subsections 101.02 and 104.02 of the specifications, the determination as to whether the unit price may be adjusted will be based on the difference between the final quantity and the bid schedule quantity plus or minus the 5 percent tolerance. N either variations in shrink or swell of material from those shown on plans, nor variations of shrink or swell from contractor obtained sources will be reason for establishing a quantity adjustment. Adjustments in earthwork quantities due to revisions ordered by the Engineer will be isolated by measurement or calculations in accordance with the requirements of Subsections 203 -3.04 , 203-4.04 , and 203- 9.04 of the specifications. The bidding schedule quantities will be adjusted by the amount of the ordered change and will not be included in any other adjustment of the bidding schedule quantities as specified in this subsection. -3 Roadway Excavation: 203- 3.01 Description: Roadway excavation shall consist of excavating, grading, and hauling all types of materials encountered in constructing the roadway, lookouts, parking areas, turnouts, driveway entrances, ditches within the roadway, and other road- related areas as designated on the plans or specified in the Special Provisions; and the placement and compaction of excavated material in embankments as provided under Subsection
3-10 of the specifications.
R oadway excavation will not include drainage excavation or structural excavation when these items are designated as separate items of work in the bidding schedule. 203- 3.02 Blank : 203- 3.03 Construction Requirements:
A.General: All roadway excavation shall be finished to a reasonably smooth, uniform surface; shall not vary by more than 0.04 feet above or below TABLE OF CONTENTS INDEX SECTION 203 the grade established; and shall be in reasonably close conformance to the lines, dimensions and cross- sections shown on the project or established by the Engineer. When Portland Cement Concrete Pavement or Asphaltic Concrete Pavement are to be placed directly on the subgrade, the finished surface shall not vary by more than 0.02 feet above or 0.04 feet below the established grade. When roadway excavation is made in rock, the full cross- section width of the roadway betw een the ditches shall be over -excavated a minimum depth of 6 inches below the subgrade elevation. The over -excavated area shall be filled with embankment material satisfactory to the Engineer and compacted and finished in accordance with the requirements of the specifications. In situations where only part of the roadway section intersects areas of rock, that portion occurring in the rock zone shall be over -excavated and backfilled as specified above. No measurement or direct payment will be made for the work in over - excavating the rock areas, or placing the embankment material, the cost being considered as included in the cost of contract items. All suitable excavated material shall be used in the construction of embankments or in other designated areas. No excavated material shall be wasted without the approval of the Engineer. Wasted material shall be disposed of by the contractor in a manner approved by the Engineer and in accordance with Subsection 107.11 of the specifications. During construction, the roadway shall be maintained in a well -drained condition at all times. The top 6 inches of the subgrade shall be compacted to a density of not less than 95 percent of the maximum density as determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer, except that, when asphaltic concrete or Portland cement concrete is to be placed directly on subgrade, the requi red density shall be 100 percent of the maximum density.
B.Slopes: Earth slopes shall be finished to reasonably smooth surfaces and shall be free of all debris and loose material. When earth slopes are to b e seeded, the surface shall be finished to a loose, evenly roughened condition, in accordance with the requirements of Subsection 805- 3.02(B) of the specifications. All shattered or loosened material shall be removed from rock cut slopes. Adjustments in sl opes shall be made, as directed by the Engineer, to avoid damage to standing trees, marring weathered rock or to TABLE OF CONTENTS INDEX SECTION 203 harmonize with existing landscape features. The transition of such adjusted slopes shall be gradual. At the intersections of cuts and fills, slopes shall be adjusted and warped to flow into each other or into the natural ground surfaces without noticeable break. Except in rock, the intersection of roadway cut slopes with the ground surfaces shall be rounded as shown on the plans or as directed by the Engineer. Rock that is disintegrated to such an extent that it will work and handle as earth shall be considered as earth, and the slopes shall be rounded the same as earth slopes. When earth overlays a rock cut, the top of slope shall be rounded in the same manner as earth slopes. Where directed by the Engineer, the top 6 inches of topsoil, including duff, within the limits of the rounding, shall be removed and windrowed outside of the rounding limits. After completion of the rounding of the slope, the windrowed materials shall be uniformly spread over the rounded area.
C.Blasting:
1.General: Overshooting or any method of blasting that might cause damage to the roadway section or highway structures, or that might be dangerous or destructive to adjacent property or landscape, will not be permitted. The contractor shall provide and install suitable protection for all trees, shrubbery, pole lines, and other existing facilities within the adjacent area.
2.Controlled Blasting: When controlled blasting is specified in the Special Provisions, all blasting in connection with roadway excavation shall be performed in accordance with the requirements of these specifications. Should the Engineer determine that controlled blasting procedures are to be followed, and such procedures are not specified in the Special Provisions, payment for any additional work will be made in accordance with Subsection 104.02 of the specifications. Prior to any blasting operations that require controlled blasting, the contractor shall furnish the Engineer a written statement setting forth the details and materials to be used in the pre -splitting operations. The written statement shall include spacing of the drill holes, depth of the holes, amount of explosives to be used in each hole, method of loading, stemming depth, and the time delay between detonations. If the initial results obtained using the proposed method are satisfactory in relation to the character of the material to be pre- split, the procedur es shall be continued. If, in the opinion of the Engineer, the results of the blasting are considered unsatisfactory for any reason, the contractor shall submit corrective modifications of the plan to the Engineer for review. TABLE OF CONTENTS INDEX SECTION 203 Drill holes for pre- splitting shall be spaced at centers not exceeding 3 feet and shall be drilled as near to the design slope lines and as parallel to one another as possible. Pre- drilling and pre- splitting to depths greater than one lift (approximately 20 feet) will be permitted only if satisfactory hole alignment is maintained. Explosive charges placed in slope- drilled holes shall be uniformly spaced along the length of hole and shall be as light as possible to effect clean splitting of the rock along the plane of the slope and to minimize the fracturing of the remaining rock face or cut. Loading of slope -drilled holes shall be by string charges connected so that all charges in a hole and all holes in the designated section are exploded simultaneously. Explosives for pre -splitting shall be detonated at least several milliseconds in advance of primary blasting. Primary blasting shall be accomplished by means of millisecond delay excavation blasting methods.
D.Unsuitable Material: Material below t he natural ground surface in embankment areas and below the finished subgrade elevation in excavation areas that is unsuitable shall be excavated and disposed of as directed by the Engineer. When unsuitable material is removed and disposed of, the resulting space shall be filled with material suitable for the planned use. Such suitable material shall be placed and compacted in accordance with the requirements of Subsection 203- 10 of the specifications.
E.Surplus Material: Unless otherwise indicated on the project plans or specified in the Special Provisions, surplus excavated material shall be removed from the job site and disposed of by the contractor in a manner approved by the Engineer and in accordance with the requirements of Subsection 107.11 of the specifications. Surplus material shall not be removed from the job site until the work specified in Subsection 203- 1 of the specifications has been completed or when approved by the Engineer. Any surplus material removed prior to the completion of the specified work, which must subsequently be replaced, shal l be at no additional cost to the Department. 203- 3.04 Method of Measurement: Measurement of roadway excavation for payment will not be required unless adjustments are made in accordance with Subsection 203- 2.01 of the specifications. When adjustments are required, roadway excavation will be measured by the cubic yard in the original space TABLE OF CONTENTS INDEX SECTION 203 occupied and the volume of material removed will be computed in cubic yards by the average end area method. Excavation originating outside of the neat lines of cut slopes as a result of necessary blasting operations will not be measured for additional payment. 203- 3.05 Basis of Payment: The quantities of roadway excavation as shown in the bidding schedule and any adjustments as specified in Subsection 203- 2.01 of the specifications, will be paid for at the contract unit price per cubic yard. The price shall include full compensation for the work complete, in place, including slope rounding, blasting, hauling, stockpiling, placing , and compacting embankments, disposal of s urplus material, and preparation of the subgrade in accordance with the requirements of these specifications. Payment for removal of slides which are not deemed to be the result of carelessness on the part of the contractor will be made in accordance with the requirements of Subsection 104.02 of the specifications. When unsuitable material is removed, as specified in Subsection 203- 3.03(D) of the specifications, payment for this work will be in accordance with the requirements of Subsection 104.02 of the specifications. No adjustment to the contract unit price will be made because of increased excavation quantities resulting from the removal of unsuitable material. 203- 4 Drainage Excavation: 203- 4.01 Description: Drainage excavation shall consist of the excavation of ditches, channels or waterways, except that excavation which is required to construct ditches paralleling the roadway and constituting a part of the roadway prism shall be c onsidered as roadway excavation. 203- 4.02 Blank : 203- 4.03 Construction Requirements: Ditches, channels, and waterways shall be constructed in reasonably close conformity to the lines and grades shown on the plans or as directed by the Engineer. When direct ed by the Engineer to provide outfall, ditches, channels, and waterways shall be continued outside the limits of the right -of-way. Prior to performing work outside the right -of-way, the Engineer will TABLE OF CONTENTS INDEX SECTION 203 obtain proper authorization from the property owner. A ll waterways shall be constructed to drain effectively. Suitable materials from ditch, channel or waterway excavation shall be used in the construction of embankment or for other purposes as shown on the project plans or specified in the Special Provisions. Unsuitable and surplus excavation material shall be disposed of as directed by the Engineer. 203- 4.04 Method of Measurement: Measurement of drainage excavation for payment will not be required unless adjustments are made i n accordance with Subsection 203- 2.01 of the specifications. When adjustments are required, drainage excavation will be measured by the cubic yard in the original space occupied and the volume of material removed will be computed in cubic yards by the average end area method. 203- 4.05 Basis of Payment: The quantities of drainage excavation shown in the bidding schedule and any adjustments as specified in Subsection 203- 2.01 of the specifications, will be paid for at the contract unit price per cubic yard. The unit price per cubic yard shall include hauling, placing and compacting the excavated material to form embankments or other features shown on the plans or directed by the Engineer and disposal of all surplus excavated material. Payment for grader ditches and crown ditches will be made as specified under Subsections 203- 6 and 203- 7 of the specifications, respectively. 203- 5 Structural Excavation and Structure Backfill: 203- 5.01 Description: Structural excavation shall consist of the excavation and removal of all materials necessary for the construction of bridges, concrete box culverts, inlet and outlet wings, retaining walls, or other specific items designated on the project plans or in the Special Provisions as structural excavation; the control and removal of water , the construction or installation of all facilities necessary to accomplish the work, and the subsequent removal of such facilities, except when designated on the project plans or specified in the Special Provisions to remain in place. Structure backfill shall consist of furnishing, placing , and compacting backfill material around structures to the lines designated on t he plans, specified in the Special Provisions, directed by the Engineer and as specified herein. TABLE OF CONTENTS INDEX SECTION 203 The work under this section includes the furnishing and installing of a geocomposite drainage system as an abutment or retaining wall drainage when specified i n the plans. All geocomposite drainage materials and installation shall be as approved by the Engineer. 203- 5.02 Materials:
A.Geocomposite Drain: The geocomposite wall drain materials shall conform to the requirements of Subsections 1014- 1 and 1014- 6 of the specifications.
B.Geocomposite Packaging, Handling, and Storage: The identification, packaging, handling, and storage of the geocomposite wall drain material shall be in accordance with ASTM D4873. Geocomposite wall drain shall be furnished in rolls, or in another acceptable manner, wrapped with a suitable protective covering to protect the fabric from mud, dirt, dust, debris or harmful ultraviolet light. The wall drain material shall be free of defects or flaws which significantly affect its physical properties at the time of delivery and installation. Each roll or package shall be labeled or tagged to provide product identification sufficient to determine the product type, manufacturer, quantity, lot number, roll number, date of manufacture, shipping date, and the project number and name to which it is assigned. Geocomposite wall drain materials shall be stored on the site or at another location approved by the Engineer in a manner which protects them from the elements. If stored outdoors, the materials shall be elevated and protected with a light colored, opaque, and waterproof cover. At no time shall the geocomposite wall drain materials be exposed to direct sunlight for a period exceeding 14 days. 203- 5.03 Construction Requirements:
A.Excavation: The contractor shall notify the Engineer sufficiently in advance of the beginning of excavation to allow measurements to be taken of the undisturbed ground. The required excavation shall then be performed in reasonably close conformity to the lines, grades , and cross sections established by the Engineer or shown on the plans. In lieu of providing approved shoring methods, the sides of excavations may be sloped as required by soil conditions to stabilize the sides for safe working conditions. Side slopes shall conform to the requirements specified in current OSHA regulations and be approved by the Engineer. When structure footings, concrete box culverts, or other str uctures are to rest on an excavated surface other than rock and no piles are used, care shall be taken to protect the surface from water and not disturb TABLE OF CONTENTS INDEX SECTION 203 the bottom of the excavation. If suitable material in the bottom of the excavation is disturbed or is removed for the contractor's convenience, the foundation shall be restored by the contractor, at its expense, to a condition at least equal to the undisturbed foundation as determined by the Engineer. When material at the planned grade of the excavation is determined by the Engineer to be unsuitable, such material shall be removed to the limits directed by the Engineer and the resulting excavation backfilled with structure backfill material. When structures are to rest on rock, the surface shall be removed to a depth sufficient to expose sound rock. The rock shall be roughly leveled or cut to steps, and the surface roughened. Any seams in the rock shall be grouted under pressure or treated as directed by the Engineer. Where rock or other unyielding material is encountered at the planned grade of a structure and a yielding material is encountered in an adjacent area for the same structure, the unyielding material shall be removed to a minimum depth of 2 feet below grade and replaced with structure backfill conforming to the requirements of Subsection 3- 5.03(B) of the specifications. W hen structures are to be supported on piles, excavations shall be completed to the bottom of the footings before any piles are drilled or driven therein. When swell or subsidence results from driving piles, the contractor shall, at its expense, excavate or backfill with suitable material the footing area to the grade of the bottom of the footings as shown on the project plans. When during the course of structural excavation, material is removed outside the designated pay limits, the contractor shall backfill said excavated areas in accordance with the requirements for structure backfill as specified herein, and no compensation will be made for the additional material or work required. Excavated material which is suitable for and not used as structure backfill shall be used either for the construction of embankment or in filling other areas as designated on the plans. Material which, in the opinion of the Engineer, is not suitable for use or which is deemed surplus shall be disposed of in accordance with Subsection 203-3 of the specifications. Prior to placing concrete or masonry the area excavated shall be inspected and approved by the Engineer. TABLE OF CONTENTS INDEX SECTION 203
B.Backfill:
1.Structure Backfill: Structure backfill material shall be selected from excavation or from a source selected by the contractor. It shall not contain frozen lumps, chunks of clay, or other objectionable material. Backfill material shall not contain salvaged asphaltic concrete materials. Backfill material shall have a value of resistivity not less than 2,000 ohm -centimeters. Backfill material to be used for metal piles or similar items of metal shall have a value of resistivity not less than 2,000 ohm -centimeters or the value shown on the plans. Backfill material shall have a pH value between 6.0 and 10.0, inclusive, when placed against metal installations, except aluminum. Backfill material shall have a pH value between 6.0 and 9.0, inclusive, when placed against aluminum installations. Backfill material shall have a pH value between 6.0 and 12.0, inclusive, when placed against installations other than metal. Tests for pH and resistivity shall be in accordance with the requirements of Arizona Test Method 236. Structure backfill material shall conform to the following gradation (Arizona Test Method 201): Sieve Size Percent Passing 3 inch 100 3/4 inch 60 - 100 No. 8 35 - 80 No. 200 0 - 12 The plasticity index shall not exceed 5 when tested in accordance with the requirements of AASHTO T 90. Structure backfill may be comprised in part of salvaged Portland cement concrete material. Structure backfill shall not contain salvaged asphaltic concrete materials. The source of all salvaged materials shall be approved by the Engineer prior to use. Salvaged Portland cement concrete material shall not contain hazardous materials. All metal reinforcement materi als shall be removed from salvaged Portland cement concrete prior to its use in structure backfill. Salvaged Portland cement concrete material to be used in structure backfill shall be derived from crushing. The contractor shall submit the percentage of salvaged Portland cement concrete materials intended for use to the Engineer for approval. The percentage shall not be adjusted after approval except to maintain a consistent gradation. Any significant change in the proportions must be approved by the Engi neer prior to use. TABLE OF CONTENTS INDEX SECTION 203 A maximum of 50 percent salvaged concrete, by weight or volume, will be allowed. Changes in proportions that result in more than 50 percent salvaged concrete will not be allowed. Structure backfill material containing salvaged Portland cement concrete materials shall be thoroughly mixed by means of a mechanical mixing device prior to placement. The mechanical mixing device shall be a pugmill -type mixer consisting of at least two motorized shafts with mixing paddles. The mixing device shall be designed such that the mixture of soil and aggregate materials and salvaged concrete is moved in a near horizontal direction by the mixing paddles, without the aid of conveyor belts, for a distance of at least 3 feet. The rate of feed of the combi ned soil and aggregate materials and salvaged concrete shall not exceed the mixing device's rated capacity in tons per hour. Structure backfill composed of soil and aggregate materials and salvaged concrete shall conform to the gradation requirements speci fied for structure backfill. When soil and aggregate materials are blended with salvaged concrete, the soil and aggregate portion shall conform to the pH, resistivity, and plasticity index requirements specified for structure backfill.
2.Use of Slurry: As an alternate to the material requirements of Structural Backfill, the Engineer may allow material conforming to the following requirements to be used in a slurry mixture in situations where the slurry wil l be confined by free- draining soils (Arizona Test Method 201): Sieve Size Percent Passing 1-1/2 inch 100 1 inch 90 - 100 No. 8 35 - 80 No. 200 0 - 8.0 The plasticity index shall not exceed 8 when tested in accordance with the requirements of AASHTO T 90. Salvaged materials shall not be used as a slurry unless approved by the Engineer.
3.Placement of Backfill: All earth material which has loosened or collapsed into the excavation from the adjacent ground and all trash, forms, and loose large rock shall be removed from the excavation before backf ill is placed. Backfill material shall not be placed against the back of concrete abutments, concrete retaining walls, or cast -in-place concrete structures until the concrete has developed its full design strength. TABLE OF CONTENTS INDEX SECTION 203 Backfill material shall not be placed against concrete structures not designed to retain earth loads until the concrete has attained a minimum compressive strength of 2,000 pounds per square inch and in no case before 72 hours after casting. Backfill shall be placed uniformly on each side of the structure, and at all times during placement shall be not more than 2 feet above any other side. Unless otherwise shown on the plans or designated in the Special Provisions, minor structures such as catch basins or cattle guards which are furnished as precast structures shall be placed on a layer of structure backfill at least 6 inches in depth. The layer shall have been shaped to fit the bottom surface of the precast unit and compacted to a density of not less than 100 percent of the maximum density as determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. At the time the unit is placed, the moisture content of the layer shall be at or near the optimum moisture as determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. After the unit has been initially set in place and checked for line and grade, it shall be removed and any defects in its bearing area shall be corrected by trimming and by placing and compacting simi larly moistened structure backfill. The process of removal, correction, and replacement shall continue until the imprint of the unit on the bearing area indicates essentially uniform contact, and the unit is in reasonable conformity with the lines and grades shown on the project plans. Where a structure is located within a paved area, all backfill material above finished subgrade elevation shall conform to the requirements of the typical pavement section of the same elevations. Backfill compacted by pneumatic or mechanical tamping devices, shall be placed in layers not more than 8 inches in depth before compaction. Backfill material placed as a slurry shall be placed in uniform layers not exceeding 4 feet in depth. The maximum water content of the slurry m ixture shall be 40 gallons of water per ton of backfill material. Aggregate slurry shall be thoroughly mixed in a mixer approved by the Engineer. Unless otherwise approved by the Engineer, the slurry shall be compacted with internal vibrators in accordan ce with the requirements of Subsection 601- 3.03(D) of the specifications.
4.Compaction of Backfill: Each layer of structure backfill material shall be compacted to at least 100 percent of the maximum density as determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. Backfill material may be compacted by either mechanical or pneumatic tamping devices or backfill material may be p laced as a slurry. TABLE OF CONTENTS INDEX SECTION 203 Compaction equipment or methods which may cause excessive displacement shall not be used. If backfill is placed as a slurry, and when directed by the Engineer, the contractor shall excavate holes in the compacted slurry to the depths and at the locations designated by the Engineer. Upon completion of the tests, the contractor shall refill the excavated areas and compact the material to the required density in a manner approved by the Engineer.
C.Geocomposite Wall Drain: Geocomposite wall drains shall be installed on the soil side of abutment walls, retaining walls, and culvert wing walls. If shown on the plans, geocomposite wall drains shall also be installed on the soil side of culver t sidewalls. The concrete surface of the structure against which the geocomposite drain is to be placed shall be free of soi l, debris, and excessive irregularities that will prevent continuous contact between the concrete surface and the drain material. The geocomposite drain shall be installed with the single fabric surface in contact with the backfill material. When the cor e of the geocomposite wall drain is not perforated during manufacture, perforations shall be made in the core where the wall drain will lay against a weephole or other drainage outlet. When making these perforations, the fabric shall not be damaged in any way. Unless otherwise specified, geocomposite wall drains shall be constructed in horizontal courses and in accordance with the details shown on the plans. To prevent infiltration of the backfill material, the geocomposite material shall be firmly secure d to the face, top, and sides of the wall by using adhesive or 1.5 to 2 inch long concrete nails with approved washers or wood battens of not less than 4 square inches in area. The adhesive or alignment of the core shall not affect the drainage area or do wnward flow within the core. The spacing of concrete nails shall be as directed by the Engineer, but shall not be more than 4 feet apart, both horizontally and vertically. When nails are utilized, there shall be at least one horizontal row of nails in each course of geocomposite. Horizontal seams shall be formed by utilizing the 4 -inch flap of geotextile fabric extending from the upper geocomposite course and lapping over the top of the fabric on the next lower course. The fabric flap shall be securely f astened to the lower fabric by means of a continuous strip of 3-inch wide, waterproof plastic tape. Where vertical splices are necessary at the end of a geocomposite roll or panel, an 8-inch wide continuous strip of geotextile fabric may be placed, centeri ng over the seam and continuously fastened on both sides with the 3-inch wide, waterproof plastic tape. As an alternative method of splicing, either horizontally or vertically, rolls of geocomposite drain material may be joined together by turning TABLE OF CONTENTS INDEX SECTION 203 back the fabric at the roll edges and interlocking the cuspations approximately 2 inches. For overlapping in this manner, the fabric is then lapped over and tightly taped beyond the seam with the 3 -inch wide, waterproof tape. Interlocking of the core shall always be in the direction of water flow. To prevent soil intrusion, all exposed edges of the geocomposite drainage core shall be covered by tucking the 4 -inch fabric lap over and behind the core edge. Alternatively, a 12- inch wide strip of fabric may be utilized in the same manner, taping it to the exposed fabric 8 inches in from the edge with a continuous strip of 3 -inch wide, waterproof, plastic tape and folding the remaining 4 inches over and behind the core edge. Should the fabric become damaged during installation by tearing or puncturing, the damaged section shall be cut out and replaced completely. If, in the judgment of the Engineer, the damage is not serious enough to warrant removal, the damag ed area may be repaired by overlaying with a piece of fabric, large enough to cover the damaged area and provide a 4 inch overlap on all sides, and taping it in place with 3-inch wide strips of waterproof, plastic tape. Structural backfill operations shall be started as soon as possible after placing the geocomposite material, but in no case shall the geocomposite material be exposed to sunlight for more than 14 days after installation. Care shall be taken during the backfill operation not to damage the geotextile surface of the drain and to avoid excessive settlement of the backfill material. 203- 5.04 Method of Measurement:
A.Structural Excavation: Structural excavation will be measured for payment by the cubic yard based on the volume calculated from the pay limits shown on the plans. No deduction will be made from the pay quantities when the contractor elects not to excavate material which is within the pay limits shown on the plans. Where it is necessary to excavate to a gr eater depth than shown on the plans for a footing, or to remove unsuitable material in accordance with the requirements of Subsection 203- 5.03(A) of the specifications, such additional excavation which is less than 3 feet below the elevation shown on the plans will be measured for payment as structural excavation. No measurement for payment will be made of excavation required because of slides, cave- ins, silting , or filling due to the lack of support TABLE OF CONTENTS INDEX SECTION 203 of sides, the action of the elements or the carelessness of the contractor. No measurement for payment will be made for structural excavation when structures are to be supported on piles or drilled shafts in new embankment sections.
B.Structure Backfill: Structure backfill will be measured by the cubic yard of material based on the volume calculated from the pay limits shown on the plans. 203- 5.05 Basis of Payment: The accepted quantities of structural excavation and structure backfill, measured as provided above, will be paid for at the contract unit price. The price shall be full compensation for the work complete as hereinbefore specified. Full compensation for hauling, placing , and compacting surplus structural excavation in embankments or otherwise disposing of the material shall be considered as included in the contract price paid for excavating the material. Payment for additional excavation, where it is found necessary to excavate to a depth greater than 3 feet below the elevation shown on the plans for a footing, to treat seams in rock, or to remove unsuitable material in accordance with the requirements of Subsection 203- 5.03(A) of the specifications, will be made in accordance with the provisions of Subsection 104.02 of the specifications. No measurement or payment will be made for furnishing and installing geocomposite drains, the cost being considered as included in the cost of contract items. 203- 6 Grader Ditch: 203- 6.01 Description: Grader ditch shall consist of a triangular shaped ditch as detail ed on the plans, excavated and finished with a motor grader or similar type equipment. 203- 6.02 Blank : 203- 6.03 Construction Requirements: Grader ditches shall be constructed at the locations designated on the plans or as directed by the Engineer . TABLE OF CONTENTS INDEX SECTION 203 203- 6.04 Method of Measurement: Grader ditch will be measured by the linear foot along the center line of the ditch, parallel to the ground surface. 203- 6.05 Basis of Payment: The accepted quantities of grader ditch, measured as provided above, will be paid for at the contract unit price per linear foot. 203- 7 Crown Ditches: 203- 7.01 Description: Crown ditches shall consist of excavating and finishing ditches, as detailed on the plans, to intercept surface water. 203- 7.02 Blank : 203- 7.03 Construction Requirements: Crown ditches shall be constructed at the locations designated on the plans or as directed by the Engineer. 203- 7.04 Method of Measurement: Crown ditches will be measured by the linear foot along the center line of the ditch, parallel to the ground surface. 203- 7.05 Basis of Payment: The accepted quantities of crown ditches, measured as provided above, will be paid for at the contract unit price per linear foot. 203- 8 Crown Dike: 203- 8.01 Description: Crown dikes shall consist of placing material to the lines and grades required to intercept the flow of the surface water and to direct it down continuing slopes to an appropriate discharge point. 203- 8.02 Blank : 203- 8.03 Construction Requirem ents: Crown dikes shall be constructed as designated on the plans or as directed by the Engineer. TABLE OF CONTENTS INDEX SECTION 203 The material shall be placed in layers not exceeding 8 inches in depth before compaction and compacted to a density of at least 95 percent of the maximum density as determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. 203- 8.04 Method of Measurement: Crown dike will be measured by the linear foot along the center line of the dike, parallel to the ground surface. 203- 8.05 Basis of Payment: The accepted quantities of crown dike, measured as provided above, will be paid for at the contract unit price per linear foot. 203- 9 Borrow: 203- 9.01 Description: The work under this section shall consist of furnishing and placing suitable and satisfactory material obtained from sites outside of the right -of-way for use in embankments, shoulders, berms, dikes, and other similar purposes. The wi dening of roadway cuts and ditches and similar work within the right -of-way shall be considered as roadway excavation, not borrow. 203- 9.02 Materials: Borrow shall be secured from material sources in accordance with the requirements of Section 1001 of the specifications. The material shall be of a quality suitable for the purpose intended, free of vegetation or other unsatisfactory material. Borrow placed within 3 feet of the finished subgrade elevation shall conform to the requirements of the Special Provisions. 203- 9.03 Construction Requirements: Borrow material shall be placed in accordance with the requirements of Subsection 203- 10 of the specifications. 203- 9.04 Method of Measurement: Measurement of borrow for payment will not be required unless adjustments are made in accordance with Subsection 203- 2.01 of the specifications. When adjustments are required, Borrow will be documented for payment as shown in the bidding schedule by either of the two following methods: TABLE OF CONTENTS INDEX SECTION 203
A.Borrow (Pit): When the contract provides for Borrow (Pit), the borrow will be measured by the cubic yard in the original space occupied and volume of material removed will be computed in cubic yards by the average end area method.
B.Borrow (In Place): When the contract provides f or Borrow (In Place), the borrow will be calculated by the cubic yard in the final space occupied and volume of material placed will be computed in cubic yards by the average end area method. No measurement for payment will be made for borrow material placed prior to completion of roadway excavation, drainage excavation, or structural excavation, when such placement results in unauthorized wasting of roadway, drainage, or structural excavation materials. 203- 9.05 Basis of Payment: The quantities of borrow as shown in the bidding schedule and adjustments to same as described in Subsection 203- 2.01 of the specifications, will be paid for at the contract unit price per cubic yard. The price shall be full compensation for the item complete in place, including f urnishing, hauling, placing , compacting the material, and applying water. 203- 10 Embankment Requirements: 203- 10.01 Description: Embankment requirements shall apply to the construction of roadway embankments, including the widening of embankment sections with surplus material and the preparation of the areas upon which embankment material is to be placed; the construction of dikes and berms; the placing and compacting of material where unsuitable material has been removed; and the placing and compacting of embankment material in holes, pits and other depressions within the roadway area, in accordance with the requirements of these specifications. 203- 10.02 Embankment Materials:
A.Metal Pile Locations: Where metal piles are to be driven through a newly placed embankment, the embankment material within 10 feet of the pile shall have a value of resistivity not less than 2000 ohm -centimeters or the value shown on the plans, whichever is less. When resistivity is not TABLE OF CONTENTS INDEX SECTION 20 3 shown on the plans, Embankment material shall have a pH value between 6.0 and 9.0, inclusive. Tests for pH and resistivity shall be in accordance with the requirements of Arizona Test Method 236.
B.Drilled Shaft Locations: Embankment material containing broken concrete, rock, or other solid material which is larger than 12 inches in its greatest dimension shall not be placed horizontally within 10 feet or three shaft diameters, whichever is greater, of any proposed drilled shaft.
C.Abutment, Wingwall and Anchor Slab Loca tions: Embankment material placed adjacent to bridge abutments and wingwalls, as shown on the plans or as directed by the Engineer, will be structure backfill and shall conform to the requirements specified in Subsection 203-5 of the specifications. The l imits of the structure backfill material placed adjacent to abutments and wingwalls shall be as shown on the plans or as directed by the Engineer. Fill materials shall not be placed against the back of abutments or wingwalls until the concrete has reached design strength. When anchor slabs are specified, the embankment material placed under and adjacent to the anchor slabs shall be of a cohesive nature which will allow a neat line excavation of the anchor slab lugs.
D.Milled Asphaltic Concrete : Unless otherwise specified in the Special Provisions, embankment material may contain up to 50 percent milled asphaltic concrete. The milled asphaltic concrete shall be thoroughly blended with soil into a homogenous mixture using motor grader mixing of windrows or other blending methods approved by the Engineer. The contractor shall submit the percentage of milled asphaltic concrete which is intended to be used to the Engineer for approval. Production tolerances shall be controlled to within ± 5 percent of the approved percentage in order to maintain material consistency for testing. Any change in the target percentage must be approved by the Engineer prior to use. Embankment containing milled asphaltic concrete shall meet the requirements for sampling, test ing, placement, and compaction specified in Subsection 203- 10.03 of the specifications. Shoulder buildup or road surfacing identified on the plans or by the Engineer as milled asphaltic concrete will not require blending with soil. TABLE OF CONTENTS INDEX SECTION 203 203- 10.03 Embankment Construction Requirements:
A.Placement: All embankments shall be constructed to a reasonably smooth and uniform surface and shall not vary by more than 0.04 feet above or below the grade established and in reasonably close conformity to the lines, dimensions, and cross sections shown on the project plans or established by the Engineer. When Portland cement concret e pavement or asphaltic concrete pavement are to be placed directly on the subgrade, the finished surface shall not vary by more than 0.02 feet above or 0.04 feet below the established grade. All embankment material, whether from sources within the site or from borrow, to be placed within 3 feet of the finished subgrade elevation shall have a resilient modulus value equal to or greater than the design resilient modulus value for the pavement structure. Embankment construction shall not be started until clearing and grubbing for the embankment area is completed in accordance with the requirements of Section 201 of the specifications. When embankment material is to be placed over existing bituminous surfacing, the surfacing shall be scarified prior to placing embankment material, unless otherwise directed by the Engineer. When directed by the Engineer, surplus material or unsuitable material, as specified in Subsection 203-3.03 of the specifications, shall be disposed of by flattening embankment slopes within the project limits. In constructing embankments on hillsides, or against existing embankments or when constructing embankments one half width at a time, the slopes of the original hillside except where solid rock is encountered, the existing embankments, or the half width of new embankments shall be cut into a minimum of 6 feet horizontally, as the work is brought up in layers, in order to minimize the possibility of slippage between the existing materials and the new embankment material. The material thus cut out shall be re- compacted along with the new embankment material. Embankment of earth material shall be placed in uniform horizontal layers not exceeding 8 inches in depth before compaction and shall be compacted in accordance with the requirements of these specifications before the next layer is placed. When the embankment material, resulting from the required excavations, consists predominately of rock fragments of such size that the material cannot be placed in an 8 -inch layer without crushing, pulverizing or further breaking down the pieces, such material may be placed in the embankment in layers not exceeding in thickness the approximate average size of the larger rocks being excavated, but not larger than 2 feet. It may be necessary to reduce th e size of the excavated material by crushing or otherwise breaking down the material in order to comply with this requirement. TABLE OF CONTENTS INDEX SECTION 203 The placing of individual rocks and boulders greater than 24 inches in diameter will be permitted provided they do not exceed 36 inches in maximum dimension, are carefully distributed to prevent nesting and the interstices are filled with finer material and compacted to form a dense and compact mass. Each layer shall be leveled and smoothed by evenly distributing spalls and finer f ragments of rock and earthen material with suitable leveling equipment. Embankment material containing broken concrete, rock, or other solid materials which are larger than 6 inches in greatest dimension shall be placed so that no surface of said material is within 3 feet horizontally of any planned piling, structure, pole or sign foundations, and underground conduit. No additional compensation will be allowed for the excavation and installation of any planned facility when the additional work is caused by material in excess of 6 inches within the embankment area. It may be necessary to reduce the size of the excavated material by crushing or otherwise breaking down the material in order to comply with this requirement. Embankment material placed at bridge abutments, as specified in Subsection 203-10.03(B) of the specifications , shall have a Plasticity Index of not more than 15 when tested in accordance with AASHTO T 90. Material placed within these limits shall contain no rocks or other solid material greater than 12 inches in its largest dimension between the subgrade elevat ion and a depth of 7 feet. Embankments deeper than 7 feet within these limits shall contain no rocks or other solid material greater than 24 inches in its largest dimension. Concrete with any dimension greater than 2 feet shall be removed and wasted or reduced to a maximum of 24 inches before placing in embankment. Embankment construction shall not take place when the material is frozen or a blanket of snow prevents proper compaction of the embankment material. When embankment slopes are to be seeded, the surface shall be finished to a loose, evenly roughened condition, in accordance with the requirements of Subsection 805- 3.02(B) of the specifications.
B.Compaction:
1.Earth: Each layer of the embankment material shall be compacted by rolling, tamping, or other suitable means to the specified density before the next layer is placed. Effective spreading equipment shall be used on each layer to obtain uniform thickness prior to compacting. As the compaction of each layer progresses, continuous leveling and manipulation of the material shall be required to assure uniform density. The moisture content of the material shall be adjusted, if TABLE OF CONTENTS INDEX SECTION 203 necessary, to obtain the required density. As far as practicable, construction equipment shall be continuously routed uniformly over the entire surface of each layer. Where embankments 5 feet or less in height are to be constructed, the top 6 inches of the ground on which the embankment material is to be placed shall be compacted to a density of not less than 95 percent of the maximum density. When embankments are to be constructed at bridge abutments, each layer of embankment material placed beneath the approach slab, anchor slab if specified, and an additional 50 feet beyond the limits of these slabs, shall be compacted to a density of not less than 100 percent of the m aximum density, including the material specified in Subsection 203-10.02(C) of the specifications. Density requirements will not apply to rocky material placed within these limits, when, in the opinion of the Engineer, the specified Arizona Test Methods f or density are not appropriate. Each layer of roadbed embankment shall be compacted to a density of not less than 95 percent of the maximum density, except that when asphaltic concrete is to be placed directly on subgrade, the top 6 inches of the embankmen t shall be compacted to a density of not less than 100 percent of the maximum density. Embankment material placed in dikes shall be compacted to a density of not less than 95 percent of the maximum density. All density determinations will be made in accor dance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. Arizona Test Method 235, shall not be used to determine the field density or moisture content of embankment material containing salvaged asphaltic concrete. When testing embankment materials containing milled asphaltic concrete, drying to a constant weight shall be performed at a temperature of 140 ± 5 degrees F.
2.Rock: Density requirements will not apply to portions of embankments constructed of materials that cannot be tested by approved methods. Rocky materials shall be placed, spread, and leveled in 24 inches thick layers, when possible, over the full width of the embankment, with sufficient earth or other fine material so deposited to fill the interstices to produce a dense compact embankment. The average dimension of the largest rock shall not exceed 24 inches. Vibratory compactors, grid, paddle- foot, vibratory rollers, or other compacting equipment TABLE OF CONTENTS INDEX SECTION 203 approved by the Engineer shall be used for fills constructed of materials which are predominately rock. Rolling may be omitted on any layer, or portion thereof, when, in the judgment of the Engineer, it is physically impractical. In addition to the above rolling, each layer shall be further compacted by routing the hauling equipment uniformly over the entire width of the embankment. Additional compaction of rock embankments may be required at the discretion of the Engineer. 203- 10.04 Blank : 203- 10.05 Basis of Payment: No measurement for payment will be made for hauling, placing, shaping, applying water to, and compacting embankment materials. 203- 11 Shoulder Build -Up: 203- 11.01 Description: The work under this section consists of furnishing, placing, shaping , and compacting shoulder build- up material along the edge of pavement in accordance with the details shown on the project plans, the requirements of the specifications, and as approved or directed by the Engineer. 203- 11.02 Materials:
A.Earthen : Shoulder build- up material shall be obtained from excavated areas within the project limits when shown on the project plans. If no excavation is identified for shoulder buildup on the project plans, shoulder build -up material shall be obtained from off -site borrow sources. Roadway, drainage, or structural excavation materials will require the Engineer's approval before being placed as shoulder build- up. The Engineer's determination of the suitability of these materials for use as shoulder build- up shall b e final. Borrow for shoulder build- up material shall conform to the requirements of Subsection 203- 9.02 of the specifications. T he gradation will be provided in the Special Provisions. The plasticity index shall be as shown in the Special Pr ovisions. The plasticity index shall be tested in accordance with the requirements of AASHTO T 90. The soluble salts, when tested in accordance with the requirements of Arizona Test Method 237, shall not exceed 3,00 0 parts TABLE OF CONTENTS INDEX SECTION 203 per million unless the level of soluble salts in the in- place native soil exceeds 3,000 parts per million, in which case the shoulder build- up material may not exceed the level of soluble salts in the in- place native material.
B.Milled AC : Shoulder build- up material shall be minus 1- 1/2 inch milled asphaltic concrete obtained from within the project limits. Screening will not be required; however, the Engineer’s determination of the suitability of the material shall be final. 203- 11.03 Const ruction Requirements :
A.Placement Shoulder build- up material shall be placed and shaped along the edge of pavement in accordance with the details shown on the project plans, the applicable requirements of Subsection 203- 10.03(A) of the specifications, and as directed by the Engineer. Clearing and grubbing will not be required. Prior to placing any shoulder build- up material, the contractor shall provide an inventory of all existing delineators, signs, object markers, and milepost marker s to the Engineer for approval. The inventory shall indicate the type of device and milepost or station number for each item. After placing and shaping the material, the material shall be compacted in accordance with the requirements of the specifications and as directed by the Engineer. Shoulder build- up material placed around guardrail terminals and breakaway- or slip -bases for signing and lighting shall be immediately shaped to allow proper functioning of the supports. No material shall be placed on any signing or lighting base plates or against any sign posts. The contractor shall also remove shoulder build- up material from pull boxes, valve and meter boxes, vaults, and any other roadway- related items located within the shoulder. Delineators, signs, valve boxes, vaults, and all other public and private property damaged as a result of the placement of the shoulder build- up material shall be replaced by the contractor at no additional cost to the Department. Any windrows of shoulder build- up material stockpiled along the shoulders by the contractor shall be placed and shaped, as shown on the plans, by the end of the work shift. TABLE OF CONTENTS INDEX SECTION 203 When the drop- off between the newly paved surface and existing shoulder is greater than 2 inches, and the adjacent shoulder build- up will not be completed before traffic is allowed on the new pavement, a temporary fillet shall be placed adjacent to the drop- off at a slope of 3:1 (horizontal to vertical). Material for the fillet shall be as specified above. Unless otherwise approved by the Engineer, shoulder build- up shall not be placed beyond the width shown on the project plans. Unless otherwise shown on the project plans, shoulder build- up shall not be placed along guardrail sections. For shoulder build- up constructed from earthen materials, all suitable materials removed from excavated areas shall be used instead of borrow in the construction of shoulder build- up, unless otherwise approved by the Engineer .
B.Compaction: No density requirement is specified for this material; however, compaction shall be required for all areas deemed practicable by the Engineer. The equipment type proposed for obtaining the compaction, and the extent of compaction required shall be as approved by the Engineer. The contractor shall com pact temporary slope fillets if directed by the Engineer. 203- 11.04 Method of Measurement : Shoulder build-up will be measured for payment by the linear foot. Measurement will be along the edge of pavement against which the material is placed. Compaction of shoulder build- up, regardless of type of equipment used, will be measured by the hour for the compacting unit, but only for the time that the unit is actually used for compacting the shoulder material, except that in any half -shift during which the unit is operated for necessary compaction, measurement will be made for the full half - shift, provided that the unit is not inoperative due to breakdown or other causes determined by the Engineer to be the responsibility of the contractor. 203- 11.05 Basis o f Payment : The accepted quantities of s houlder build-up, measured as provided above, will be paid for at the contract unit price per linear foot, which TABLE OF CONTENTS INDEX
Source: Arizona Standard Specifications for Road and Bridge Construction, 2021 Edition. Pages – of 1,296.