Article 1 — Description
Furnish, place, and compact materials for construction of roadways, embankments, levees, dikes, or any designated section of the roadway where additional material is required.
Article 2 — Materials
Furnish approved material capable of forming a stable embankment from required excavation in the areas shown on the plans or from sources outside the right of way. Provide one or more of the following types as shown on the plans. Type A . Granular material that is free of vegetation or other objectionable material and meets the requirements shown in Table 1. Table 1 Testing Requirements Property Test Method Specification Limit Liquid limit Tex-104-E ≤45 Plasticity index (PI) Tex-106-E ≤15 Bar linear shrinkage Tex-107-E ≥2 Perform the linear shrinkage test only as indicated in Tex -104-E . Type B . Materials such as rock, loam, clay, or other approved materials. Type C . Material meeting the specification requirements shown on the plans. Type C may be further designated as Type C1, C2, etc. Type D . Material from required excavation areas shown on the plans. Meet the requirements of the pertinent retaining wall Items for retaining wall backfill material.
Article 3 — Construction
Meet the requirements of Item 7, “Legal Relations and Responsibilities,” when off right of way sources are used. Notify the Engineer before opening a material source to allow for required testing. Complete preparation of the right of way in accordance with Item 100, “Preparing Right of Way,” for areas to r eceive embankment. Backfill tree -stump holes or other minor excavations with approved material and tamp. Restore the ground surface, including any material disked loose or washed out, to its original slope. Compact the ground surface by sprinkling in accordance with Item 204, “Sprinkling,” and by rolling using equipment complying with Item 210, “Rolling,” when directed. Scarify and loosen the unpaved surface areas, except rock, to a depth of at least 6 in. unless otherwise shown on the plans. Bench slopes before placing material. Begin placement of material at the toe of slopes. Do not place trees, stumps, roots, vegetation, or other objectionable material in the embankment. Simultaneously recompact scarified material with the placed embankment material. Do not exceed the layer depth specified in Section 132.3.4., “Compaction Methods.” Construct embankments to the grade and sections shown on the plans. Construct the embankment in layers approximately parallel to the finished grade for the full width of the individual roadway cross -sections unless 111 otherwise shown on the plans. Ensure that each section of the embankment conforms to the detailed sections or slopes. Maintain the finished section, density, and grade until the project is accepted.
3.1 Earth Embankments. Earth embankment is mainly composed of material other than rock. Construct
embankments in successive layers, evenly distributing materials in lengths suited for sprinkling and rolling. Obtain approval to incorporate rock and broken concrete produced by the construction project in the lower layers of the embankment. Place the rock and concrete outside the limits of the completed roadbed when the size of approved rock or broken concrete exceeds the layer thickness requirements in Section 132.3.4., “Compaction Methods.” Cut and remove all exposed reinforcing steel from the broken concrete. Move the material dumped in piles or windrows by blading or by similar methods and incorporate it into uniform layers. Featheredge or blend abutting layers of dissimilar mat erial for at least 100 ft. to ensure there are no abrupt changes in the material. Break down clods or lumps of material. Apply water free of industrial wastes and other objectionable matter to achieve the uniform moisture content specified for compaction. Roll and sprinkle each embankment layer in accordance with Section 132.3.4.1., “Ordinary Compaction,” when ordinary compaction is specified. Compact the layer to the required density in accordance with Section 132.3.4.2., “Density and Moisture Control,” wh en density control is specified.
3.2 Rock Embankments. Rock embankment is mainly composed of rock. Construct rock embankments in
successive layers for the full width of the roadway cross -section with a depth of 18 in. or less. Increase the layer depth for lar ge rock sizes as approved. Do not exceed a depth of 2- 1/2 ft. in any case. Fill voids created by the large stone matrix with smaller stones during the placement and filling operations. Ensure the depth of the embankment layer is greater than the maximum di mension of any rock. Do not place rock greater than 2 ft. in its maximum dimension, unless otherwise approved. Construct the final layer with graded material so that the density and uniformity are in accordance with Section 132.3.4., “Compaction Methods.” Break up exposed oversized material as approved. Roll and sprinkle each embankment layer in accordance with Section 132.3.4.1., “Ordinary Compaction,” when ordinary compaction is specified. Compact each layer to the required density in accordance with Section 132.3.4.2., “Density and Moisture Control,” when density control is specified. Proof -roll each rock layer as directed, where density testing is not possible, in accordance with Item 216, “Proof Rolling,” to ensure proper compaction .
3.3 Embankments Adjacent to Culverts and Bridges. Compact embankments adjacent to culverts and bridges in accordance with Item 400, “Excavation and Backfill for Structures.”
3.4 Compaction Methods . Begin rolling longitudinal ly at the sides and proceed toward the center, overlapping
on successive trips by at least 1/2 the width of the roller. Begin rolling at the lower side and progress toward the high side on superelevated curves. Alternate roller trips to attain slightly different lengths. Compact embankments in accordance with Section 132.3.4.1., “Ordinary Compaction,” or Section 132.3.4.2., “Density and Moisture Control,” as shown on the plans.
3.4.1 Ordinary Compaction. Use approved rolling equipment complying with Item 210, “Rolling,” to compact each
layer. Use specific equipment when required by the Engineer or as shown on the plans. Do not allow the loose depth of any layer to exceed 8 in., unless otherwise approved. Bring each layer to the moisture content directed before and during rolling operations. Compact each layer until there is no evidence of further consolidation. Maintain a level layer to ensure uniform compaction. Recompact and refinish the subgrade at no additional expense to the Department if the required stability or finish is lost for any reason.
3.4.2 Density and Moisture Control . Compact each layer to the required density using equipment complying with
Item 210. Determine the maximum lift thickness based on the ability of the compacting operation and 112 equipment to meet the required density. Do not exceed layer thickness of 16 in. loose or 12 in. compacted material unless otherwise approved. Maintain a level layer to ensure uniform compaction. The Engineer will use Tex -114-E to determine the maximum dry density (D a) and optimum moisture content (Wopt). Meet the requirements for field density and moisture content shown in Table 2 unless otherwise shown on the plans. Table 2 Field Density Control Requirements Description Density Moisture Content Tex-115-E PI ≤15 ≥98% Da – 15 <PI ≤35 ≥98% Da and ≤102% Da ≥Wopt. PI> 35 ≥ 95%D a and ≤100% Da ≥Wopt. Each layer is subject to testing by the Engineer for density and moisture content. Each layer must be brought to the moisture content necessary to obtain the required density and placed in a manner to ensure uniform compaction over the entire layer. The density and moisture contents for the descriptions shown in Table 2 are illustrated in the Moisture- Density Curve of Tex -114-E . Provide the Engineer with the beginning and ending station numbers of the area completed for testing. The Engineer will determine roadway density and moisture content of completed sections in accordance with Tex-115-E , Part I. The Engineer will determine random locations for testing in accordance with Tex -115-E , Part IV . When the density is less than the required density shown in Table 2, the Engineer may perform additional testing to determine the extent of the area to correct. Remove small areas of the layer to allow for density tests as required. Replace the removed material and recompact at no additional expense to the Department. Proof -roll in accordance with Item 216, when shown on the plans or as directed. Correct soft spots as directed.
3.5 Maintenance of Moisture and Reworking . Maintain the density and moisture content once all requirements
shown in Table 2 are met. Maintain the moisture content no lower than 4% below optimum for soils with a PI greater than 15. Rework the material to obtain the specified compaction when the material loses the required stability, density, moisture, or finish. Alter the compaction methods and procedures on subsequent wor k to obtain specified density as directed.
3.6 Acceptance Criteria.
3.6.1 Grade Tolerances.
3.6.1.1. Staged Construction. Grade to within 1.25 in. in the cross -section and 1.25 in. in 16 ft. measured longitudinally. 3.6.1.2. Turnkey Construction. Grade to within 0.5 in. in the cross- section and 0.5 in. in 16 ft. measured longitudinally.
3.6.2 Gradation Tolerances. Ensure no more than one of the five most recent gradation tests is outside the
specified limits on any individual sieve by more than 5% when gradation requirements are shown on the plans.
3.6.3 Density Tolerances. Ensure no more than one of the five most recent density tests for compaction work is outside the specified density limits and no test is outside the limits by more than 3 pcf.
3.6.4 Plasticity Tolerances. Ensure no more than one of the five most recent PI tests for material is outside the specified limit by more than 2 points.
113 4. MEASUREMENT Shrinkage or swell factors are the Contractor’s responsibility. When shown on the plans, factors are for informational purposes only. Measurem ent of retaining wall backfill in embankment areas will be paid for as embankment unless otherwise shown on the plans. Limits of measurement for embankment in retaining wall areas are shown on the plans. Embankment will be measured by the cubic yard. Measurement will be further defined for payment as follows.
4.1 Final . The cubic yard will be measured in its final position using the average end area method or as shown
on the plans. The volume is computed between the original ground surface or the surface upon which the embankment is to be constructed and the lines, grades, and slopes of the embankment. In areas of salvaged topsoil, payment for embankment will be made in accordance with Item 160, “Topsoil.” Shrinkage or swell factors will not be considered in determining the calculated quantities. When measured by the cubic yard in its final position, this is a plans quantity measurement Item. The quantity to be paid is the quantity shown in the proposal, unless modified by Article 9.2., “Plans Quantity Measurement.” Additional measurements or calculations will be made if adjustments of quantities are required.
4.2 Original. The cubic yard will be measured in its original and natural position using the average end area method or as shown on the plans .
4.3 Vehicle . The cubic yard will be measured in vehicles at the point of delivery.
Article 5 — Payment
The work performed and materials furnished in accordance with this Item and measured as provided under “Measurement” will be paid for at the unit price bid for “Embankment (Final),” “Embankment (Original),” or “Embankment (Vehicle)” of the compaction method and type specified. This price is full compensation for furnishing embankment; hauling; placing, compacting, finishing, and reworking; disposal of waste material; and equipment, labor, tools, and incidentals. When proof rolling is directed, it will be paid for in accordance with Item 216. All sprinkling and rolling, except proof rolling, will not be paid for directly, but will be subsidiary to this Item, unless otherwise shown on the plans. In fill sections, excavation and replacement of unsuitable material below existing elevations will be performed and paid for in conformance with the applicable bid items. However, if Item 110, “Excavation,” is not included in the Contract, payment for replacement of unsuitable material will be paid for in accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” Where subgrade is constructed under this Contract, correction of soft spots in the subgrade will be at the Contractor’ s expense. Where subgrade is not constructed under this Contract, correction of soft spots in the subgrade will be paid for in accordance with Article 9.7., “Payment for Extra Work and Force Account Method.” When rework, removal, or scarification is requir ed for existing pavement structure that will remain, it will be measured and paid for as shown on the plans for the appropriate type.