(a) Excavation. Excavation consists of the following:

(1) Roadway excavation. Material excavated from within the right-of-way or easement areas, except subexcavation covered in Subsection 204.02(a)(2) and structure excavation covered in Sections 208 and 209. Roadway excavation includes all material encountered regardless of its nature or characteristics.

(2) Subexcavation. Material excavated from below subgrade elevation in cut sections or from below the original ground-line in embankment sections. Subexcavation excludes the work required by Subsection 204.05 or 204.06.

(3) Borrow excavation. Material used for embankment construction that is obtained from outside the roadway prism. Borrow excavation includes unclassified borrow and select borrow.

(b) Embankment construction. Embankment construction consists of placing and compacting roadway or borrow excavation. This work includes:

(1) Preparing foundations for embankments;

(2) Constructing roadway embankments;

(3) Benching for side-hill embankments;

(4) Constructing dikes, ramps, mounds, and berms; and

(5) Backfilling subexcavated areas, holes, pits, and other depressions.

(c) Conserved topsoil. Excavated material conserved from the roadway excavation and embankment foundation areas that is suitable for growth of grass, cover crops, or native vegetation.

(d) Waste. Excess or unsuitable roadway excavation and subexcavation that cannot be used.

Material

204.03 Conform to the following Section and Subsections:

Crushed aggregate Geosynthetic material Select borrow

703.06 704.02

Attachment 1 - Spcifications for Embankment, Excavation and Backfill, Culvert Installation, and Soil Requirements.

Section 204. — EXCAVATION AND EMBANKMENT

Description

204.01 This work consists of excavating material and constructing embankments. This work also includes providing, hauling, stockpiling, placing, disposing, sloping, shaping, compacting, and finishing earthen and rocky material.

204.02 Definitions.

Section 204

Soil and soil-aggregate materials 704.01 Water for construction 725.01(c)

Construction Requirements

204.04 Preparation for Roadway Excavation and Embankment Construction. Clear the area of vegetation and obstructions according to Section 201 and 203.

Road pioneering may proceed concurrently with excavation and embankment. Maintain drainage during pioneering operations.

204.05 Conserved Topsoil. Conserve topsoil from roadway excavation and embankment foundation areas. Stockpile conserved topsoil in low windrows less than 4 feet in height and located immediately beyond the rounding limits of cut and embankment slopes or in other approved locations. Separate topsoil from other excavated material. Do not drive or park on conserved topsoil.

Place conserved topsoil on completed slopes according to Section 624 within 1 year of stockpiling.

204.06 Roadway Excavation. Excavate as follows:

(a) Rock cuts. Verify the top portion of the rock cuts during pioneer access or initial excavation.

Construct the final soil cut before starting drilling for rock blasting or other rock excavation methods unless approved.

Blast rock according to Section 205. Excavate rock cuts to 6 inches below subgrade within the roadbed limits. Backfill to subgrade with select borrow. Compact the material according to Subsection 204.11.

(b) Earth cuts Scarify earth cuts to 6 inches below subgrade within the roadbed limits. Compact the scarified material according to Subsection 204.11.

Conserve 6-inch minus material from the roadway excavation to use for finishing the roadbed. Dispose of unsuitable or excess excavation material according to Subsection 204.14. Replace shortage of suitable material caused by premature disposal of roadway excavation.

At the end of each day’s operations, shape to drain and compact the work area to a uniform cross-section.

204.07 Subexcavation. Excavate material to the required limits. Dispose of unsuitable material according to Subsection 204.14. Take measurements before backfilling. Backfill with select borrow in horizontal lifts no more than 12 inches in compacted thickness and compact according to Subsection 204.11. Place earthwork geosynthetics according to Section 207 as shown in the plans. Place crushed aggregate according to Section 302 as shown in the plans. Prevent unsuitable material from mixing with backfill.

204.08 Borrow Excavation. Use suitable roadway excavation in embankment construction. Do not use borrow excavation if it results in excess roadway excavation. Deduct excess borrow excavation from the total borrow excavation quantity.

Obtain borrow source approval according to Subsection 105.02. Develop and restore borrow sources according to Subsections 105.03 and 105.06. Do not excavate beyond the established limits. If applicable, shape the borrow source to allow accurate measurements when excavation is complete.

204.09 Preparing Foundation for Embankment Construction. Prepare foundation for embankment construction as follows:

(a) Embankment over natural ground. Remove topsoil and break up the ground surface to a minimum depth of 6 inches by plowing or scarifying. Compact the ground surface according to Subsection 204.11.

(b) Embankment over an existing asphalt, concrete, or gravel road surface. Scarify gravel roads to a minimum depth of 6 inches. Scarify or pulverize asphalt and concrete roads to 6 inches below the pavement. Reduce particles to a maximum size of 6 inches and produce a uniform material. Compact the surface according to Subsection 204.11.

(c) Embankment across ground that cannot support equipment. Dump successive loads of embankment material in a uniformly distributed lift to construct the lower portion of the embankment.

Limit the lift thickness to the minimum depth necessary to support the equipment.

(d) Embankment on an existing slope steeper than 1V:3H. Cut horizontal steps in the existing slope to a sufficient width to accommodate placement and compaction operations and equipment. Step the slope as the embankment is placed and compacted in lifts. Start each step at the intersection of the original ground and the vertical cut of the previous step.

204.10 Embankment Construction. Incorporate only suitable roadway excavation material into the embankment. When the supply of suitable roadway excavation is exhausted, provide unclassified borrow to complete the embankment. Construct embankments as follows:

(a) General. At the end of each day’s operations, shape to drain away from the embankment and compact the embankment surface to a uniform cross-section. Eliminate ruts and low spots that could hold water.

During all stages of construction, route and distribute hauling and leveling equipment over the width and length of each lift of material.

Compact embankment side slopes with a tamping foot roller, by walking with a dozer, or by over-building the fill and then removing excess material to the final slope line. For slopes 1V:1¾H or steeper, compact the slopes as embankment construction progresses.

(b) Embankment within the roadway prism. Place embankment material in horizontal lifts no more than 12 inches in compacted thickness. Construct the top 12 inches of the embankment using 6-inch minus material. Incorporate oversize boulders or rock fragments into the lower lifts by reducing them in size or placing them individually as required below. Compact each lift according to Subsection 204.11 before placing the next lift.

Material composed predominately of boulders or rock fragments too large for 12-inch lifts may be placed in lifts up to 24 inches thick. Incorporate oversize boulders or rock fragments into the 24-inch lift by reducing them in size or placing individual rock fragments and boulders greater than 24 inches in diameter as follows:

(1) Reduce rock to less than 48 inches in the largest dimension.

(2) Distribute rock within the embankment to prevent voids.

(3) Place lifts of embankment material around each rock to a depth not greater than allowed by Subsection 204.10(b). Fill voids between rocks.

(4) Compact each lift according to Subsection 204.11(a) before placing the next lift.

(c) Embankment outside of roadway prism. If placing embankment outside the staked roadway prism, place material in horizontal lifts less than 24 inches in compacted thickness. Compact each lift according to Subsection 204.11.

204.11 Compaction. For compaction, use AASHTO T 27 to determine the quantity of material retained on a No. 4 sieve. Compact each lift of material to a firm and stable condition and until there is no visible evidence of further consolidation or deflection. Compact as follows:

(a) More than 80 percent retained on a No. 4 sieve. Compact as follows:

(1) Adjust the moisture content to a level suitable for compaction.

(2) Fill the voids around rock with earth or other fine material as practical.

(3) Use compression-type rollers at speeds less than 6 feet per second and vibratory rollers at speeds less than 3 feet per second.

(4) Compact each lift of material full width with one of the following:

(a) 4 roller passes of a vibratory roller with a minimum centrifugal force of 40,000 pounds impact per vibration and a minimum frequency of 1000 vibrations per minute;

(b) 8 roller passes of a 20-ton compression-type roller; or

(c) 8 roller passes of a vibratory roller with a minimum centrifugal force of 30,000 pounds impact per vibration and a minimum frequency of 1000 vibrations per minute.

(5) Increase the compactive effort for lifts deeper than 12 inches as follows:

(a) For each additional 6 inches or fraction thereof, increase the number of roller passes in Subsection 204.11(a)(4)(a), by 4 passes; or

(b) For each additional 6 inches or fraction thereof, increase the number of roller passes in Subsection 204.11(a)(4)(b) and (c), by 8 passes.

(b) 50 to 80 percent retained on a No. 4 sieve. Classify the material according to AASHTO M 145.

Adjust the moisture content of material classified A-1 through A-5 to a moisture content suitable for compaction. Adjust the moisture content of material classified A-6 and A-7 to within 2 percent of the optimum moisture content. Use AASHTO T 99 to determine the optimum moisture content of the portion of the material passing a No. 4 sieve. Multiply this number by the percentage of material passing a No. 4 sieve and add 2 percent to determine the optimum moisture content of the material.

Use nonvibratory rollers at speeds less than 6 feet per second and vibratory rollers at speeds less than 3 feet per second. Compact each lift of material full width according to Subsection 204.11(a).

(c) Less than 50 percent retained on a No. 4 sieve. Classify the material according to AASHTO M 145. For material classified A-1 or A-2-4, determine the maximum density according to AASHTO T 180, Method D. For other material classifications, determine the optimum moisture content and maximum density according to AASHTO T 99, Method C. For material with more than 30 percent retained on the ¾-inch sieve, compact according to Subsection 204.11(a).

Adjust the moisture content of material classified A-1 through A-5 to a moisture content suitable for compaction. Adjust the moisture content of material classified A-6 and A-7 to within 2 percent of the optimum moisture content.

Use compression-type or vibratory rollers. Compact each lift of material full width to at least 95 percent of the maximum density. Determine the in-place density and moisture content according to AASHTO T 310 or other approved test procedures.

204.12 Ditches. Slope, grade, and shape ditches. Remove projecting roots, stumps, rock, and similar matter. Maintain ditches in an open condition and without debris.

Form furrow ditches by plowing or using other approved methods to produce a continuous furrow. Place excavated material on the downhill side so the bottom of the ditch is approximately 18 inches below the crest of the loose material. Clean the ditch using a hand shovel or other suitable method. Shape to provide drainage without overflow.

204.13 Sloping, Shaping, and Finishing. Complete slopes, ditches, culverts, riprap, and other underground minor structures before placing aggregate courses. Slope, shape, and finish as follows:

(a) Sloping. Leave earth slopes with uniform roughened surfaces, except as described in Subsection 204.13(b), with no noticeable break as viewed from the road. Except in solid rock, round tops and bottoms of slopes including the slopes of drainage ditches. Round material overlaying solid rock to the extent practical.

Remove loose or unstable rocks and dress all rock slopes as the excavation process progresses and slopes are still accessible to the equipment.

Do not round slopes in wetlands or other sensitive areas.

Do not place topsoil or mulch on slopes until approved. If a shallow landslide occurs on a cut or embankment slope, remove or replace the material and repair or restore damage to the work. Bench or key the slope to stabilize the slide. Reshape the cut or embankment slope to an acceptable condition.

(b) Shaping. Shape the subgrade to a smooth surface and to the cross-section required. Shape slopes to gradually transition into slope adjustments without noticeable breaks. At the ends of cuts and at intersections of cuts and embankments, adjust slopes in the horizontal and vertical planes to blend into each other or into the natural ground.

(c) Finishing. Remove material larger than 6 inches from the top 6 inches of the roadbed. Remove unsuitable material from the roadbed and replace it with suitable material.

Finish roadbeds and ditch cross-sections to within ±0.10 foot of the design or staked line and grade.

Maintain proper ditch drainage.

204.14 Disposal of Unsuitable or Excess Material. Dispose of unsuitable or excess material according to Subsection 203.07.

If there is a pay item for waste, shape and compact the waste material in its final location. Do not mix clearing or other material not subject to payment with the waste material.

204.15 Acceptance. See Table 204-1 for sampling, testing, and acceptance requirements.

Material for embankment will be evaluated under Subsections 106.02 and 106.04.

Excavation and embankment construction will be evaluated under Subsections 106.02 and 106.04.

Subexcavation will be evaluated under Subsections 106.02 and 106.04.

Clearing will be evaluated under Section 201.

Crushed aggregate will be evaluated under Section 302.

Earthwork geosynthetics will be evaluated under Section 207.

Placing conserved topsoil will be evaluated under Section 624.

Removal of obstructions will be evaluated under Section 203.

Rock blasting will be evaluated under Section 205.

Measurement

204.16 Measure the Section 204 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

(a) Roadway excavation. Measure roadway excavation in its original position as follows:

(1) Include the following volumes in roadway excavation:

(a) Roadway prism excavation. Use the design volume. The design volume is defined as the bid schedule quantity less any allowance, as shown in the summary of quantities sheet in the plans. This volume is subject to adjustments resulting from changes to slope stakes according to Subsection 152.05(d);

(b) Rock material excavated and removed from below subgrade in cut sections;

(c) Unsuitable material below subgrade and unsuitable material beneath embankment areas, when a pay item for subexcavation is not listed in the bid schedule;

(d) Ditches, except furrow ditches measured under a separate pay item;

(e) Conserved topsoil stripped from cuts;

(f) Borrow material used in the work when a pay item for borrow is not listed in the bid schedule;

(g) Loose scattered rocks removed and placed as required within the roadway;

(h) Conserved material taken from pre-existing stockpiles and used in Section 204 work, except topsoil measured under Section 624; and

(i) Shallow landslide material not attributable to the Contractor’s method of operation.

(2) Do not include the following in roadway excavation:

(a) Overburden and other spoil material from borrow sources;

(b) Overbreakage from the backslope in rock excavation;

(c) Water or other liquid material;

(d) Material used for purposes other than required;

(e) Roadbed material scarified in place and not removed;

(f) Material excavated while rounding cut slopes;

(g) Preparing foundations for embankment construction;

(h) Conserved topsoil stripped from fill;

(i) Material excavated while benching for embankments;

(j) Shallow landslide material attributable to the Contractor’s method of operation;

(k) Conserved material taken from stockpiles constructed at the option of the Contractor;

(l) Material excavated outside the established slope limits;

(m) Pioneering for temporary roads outside of the proposed roadway prism; and

(n) Material removed during sloping, shaping, and finishing of rock slope excavations.

(3) If both roadway excavation and embankment construction pay items are listed in the bid schedule, measure roadway excavation only for the following:

(a) Unsuitable material below subgrade in cuts and unsuitable material beneath embankment areas if a pay item for subexcavation is not listed in the bid schedule;

(b) Shallow landslide material not attributable to the Contractor’s method of operations; and

(c) Drainage ditches, channel changes, and diversion ditches.

(b) Unclassified borrow and select borrow. When measuring by the cubic yard, measure in its final position.

Measure borrow only after suitable roadway excavation is depleted.

(c) Embankment construction. Measure embankment construction in its final position. Do not make deductions from the embankment construction quantity for the volume of minor structures.

(1) Include the following volumes in embankment construction:

(a) Roadway prism embankments;

(b) Material used to backfill holes, pits, and other depressions;

(c) Material used to restore obliterated roadbeds to original contours; and

(d) Material used for dikes, ramps, mounds, and berms.

(2) Do not include the following in embankment construction:

(a) Preparing foundations for embankment construction;

(b) Adjustments for subsidence or settlement of the embankment or of the foundation on which the embankment is placed;

(c) Material used to round fill slopes; and

(d) Material used to backfill subexcavated areas.

(d) Rounding cut slopes. Measure rounding cut slopes horizontally along the centerline of the roadway.

(e) Waste. Measure waste by the cubic yard in its final position. Take initial cross-sections of the ground surface after stripping overburden. Upon completion of the waste placement, retake cross-sections before replacing overburden.

(f) Subexcavation. Measure subexcavation by the cubic yard in its original position.

Payment

204.17 The accepted quantities will be paid at the contract price per unit of measurement for the Section 204 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

Table 204-1 Sampling, Testing, and Acceptance Requirements

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time Remarks

Source

Unclassified borrow

(704.01)

Measured & tested for conformance (106.04 &

105)

Classification(1) – AASHTO M 145

1 per soil type & source of material

Source of material Yes

Before using in work

Select borrow (704.02)

Measured & tested for conformance (106.04 &

105)

Classification(1) – AASHTO M 145

1 per soil type & source of material

Source of material Yes

Before using in work

Gradation – AASHTO T 27 & T 11 " " " " –

Liquid limit –

AASHTO

R 58 & T 89, Method A

Production

Unclassified borrow

(704.01)

Measured & tested for conformance (106.04)

Moisture-density –

AASHTO

T 180, Method D(2) or T 99, Method C(2)

1 per soil type but not less than 1 per each

13,000 yd3

Processed material Yes

Before using in work

Density –

AASHTO

T 310 or other approved procedures

1 per 3500 yd2 but not less than 1 per lift

In-place No

Before placement of next lift

Table 204-1 (continued)

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time Remarks

Production (continued)

Select borrow

(704.02)

Measured & tested for conformance (106.04)

Classification – AASHTO M 145

1 per soil type but not less than 1 per each day of production

Processed material Yes

Before using in work

Gradation – AASHTO T 27 & T 11 " " " " –

Liquid limit –

AASHTO

R 58 & T 89, Method A

Moisture-density –

AASHTO

T 180, Method D(2) or T 99, Method C(2)

1 per soil type but not less than 1 per each 13,000 yd3

Density –

AASHTO

T 310 or other approved procedures

1 per 3500 yd2 but not less than 1 per lift

In-place No

Before placement of next lift

Table 204-1 (continued)

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time Remarks

Production (continued)

Earth embankment

(204.11)

Measured & tested for conformance (106.04)

Classification – AASHTO M 145

1 per soil type

Source of material Yes

Before using in work

Moisture-density –

AASHTO

T 180, Method D(2) or T 99, Method C(2)

1 per soil type but not less than 1 per each 13,000 yd3

Density –

AASHTO

T 310 or other approved procedures

1 per 3500 yd2 but not less than

1 per lift

In-place No

Before placement of next lift

Top of subgrade (204.11)

" Density –

AASHTO

T 310 or other approved procedures

1 per 2500 yd2 but not less than

1 per lift

In-place No

Before placement of next lift

Finished Product

Roadbed (204.13)

Measured & tested for conformance (106.04)

Final line & grade – Field measured As directed As directed No

Before placement of next lift

(1) Not required if using Government-furnished source.

(2) At least 5 points per proctor.

Section 209

Section 209. — STRUCTURE EXCAVATION AND BACKFILL

Description

209.01 This work consists of excavating material for the construction of structures, except those specifically designated under Section 208. This work also includes preserving channels, shoring, and bracing, sealing foundations, dewatering, preparing foundations, bedding, and backfilling.

Material

209.02 Conform to the following Subsection:

Soil and soil-aggregate materials 704.01

Construction Requirements

209.03 General. Clear the area of vegetation and obstructions according to Sections 201 and 203.

Excavate trenches or foundation pits according to Subsection 208.03. Excavate to foundation grade without disturbing the trench or foundation surface. Foundation grade is the elevation at the bottom of the bedding for installing the structure.

209.04 Channel Preservation. Preserve channels according to Subsection 208.04.

209.05 Foundation Seal. If foundation seals are necessary, construct a foundation seal according to Subsection 208.06.

209.06 Dewatering. If dewatering is necessary, dewater according to Subsection 208.07.

209.07 Foundation Preparation. Excavate unsuitable material if encountered at foundation grade as directed.

If a footing is required to be keyed into undisturbed material, prepare foundation and construct footing according to Subsection 208.08(c).

Backfill and compact with foundation fill according to Subsection 208.08(d).

209.08 Bedding for Pipe Culverts. Level the foundation. Place uncompacted bedding material over the foundation in a layer of uniform thickness. Lay 4 inches of bedding for pipes with diameters of 12 to 54 inches. Lay 6 inches of bedding for pipe with diameters larger than 54 inches. Recess the bedding to receive the joints for pipes with belled joints. Place the culvert on the uncompacted bedding layer and backfill according to Subsection 209.09(b).

209.09 Backfill. Backfill as follows:

(a) General. Place backfill lifts evenly on all sides of the structure. Extend each lift to the limits of the excavation or natural ground.

Place backfill in compacted lifts no more than 6 inches in thickness. When using flowable backfill, backfill according to Section 614.

Do not place backfill against concrete until 80 percent of the design strength is attained.

Compact each lift according to Subsection 208.10.

(b) Pipe culverts. Backfill according to one of the following:

(1) Pipe culverts. Place and compact common backfill or plastic pipe backfill in evenly balanced lifts on each side of the pipe to a height of 12 inches above the top of the pipe culvert.

Complete backfilling to the top of the trench. Place and compact common backfill or plastic pipe backfill in the trench in lifts no more than 6 inches in thickness according to Subsection 209.10.

(2) Pipe culverts with flowable backfill. Place and anchor pipe to prevent floating and movement.

Backfill using flowable backfill according to Section 614.

(c) Box culverts and structures other than pipe culverts. Place and grade common backfill in compacted lifts no more than 6 inches in thickness. Compact each lift according to Subsection 208.10.

(d) Structural plate structures. Place and compact common backfill to a height of 12 inches above the top of the structural plate structure. If applicable, complete backfilling and compacting according to Subsection 204.10.

(e) Repair existing pavement areas. Conform to Subsection 418.04.

209.10 Compacting. Determine optimum moisture content and maximum dry density according to AASHTO T 99, Method C. Adjust the moisture content of the backfill to a moisture content suitable for compaction.

Compact material placed in each lift to at least 95 percent of the maximum density. Determine the in-place density and moisture content according to AASHTO T 310 or other approved test procedures.

Do not apply density requirements as measured by AASHTO T 310 to material that cannot be tested or compacted to maximum values determined by AASHTO T 99. For this material, fill the voids around the rocky material in each lift with structural backfill or foundation fill as appropriate. Compact each lift until there is no visible evidence of further consolidation.

209.11 Acceptance. See Table 209-1 for sampling, testing, and acceptance requirements.

Material for common backfill, bedding material, plastic pipe backfill, and foundation fill will be evaluated under Subsections 106.02 and 106.04, except flowable backfill for bedding or backfill will be evaluated under Section 614.

Shoring and bracing will be evaluated under Subsections 106.02 and 106.04.

Excavation and backfill work will be evaluated under Subsections 106.02 and 106.04.

Clearing will be evaluated under Section 201.

Removal of obstructions will be evaluated under Section 203.

Measurement and Payment

209.12 Do not measure structure excavation and backfill for payment. See Subsection 109.05.

Table 209-1

Material or Product

(Subsection)

Type of Acceptance (Subsection)

Characteristic Category Test Methods Specifications

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time Remarks

Source Foundation fill, bedding material, common backfill, plastic pipe backfill(1)

(704.01)

Measured & tested for conformance (106.04 &

105)

Classification −

AASHTO

M 145 1 per soil type Source of material Yes

Before using in work

Gradation −

AASHTO

T 27 & T 11 " " " " −

Production Foundation fill, bedding material, common backfill, plastic pipe backfill (704.01)

Measured & tested for conformance (106.04)

Moisture-density −

AASHTO T

99, Method C(2)

1 per soil type

Source of material Yes

Before using in work

Density −

AASHTO

T 310 or other approved procedures

2 per lift(3) In-place No

Before placing next lift

(1) Not required if using Government-furnished source.

(2) At least 5 points per proctor.

(3) When installing culvert pipe the backfill placed on both sides of the pipe is considered to be contained in the same lift when the material is placed to the same elevation on both sides of the culvert, the compactive effort applied to one side of the culvert is the same as that applied to the other, and the compactive effort is applied to both sides of the pipe during a single work operation.

Section 602

Section 602. — CULVERTS AND DRAINS

Description

602.01 This work consists of providing and installing culverts, drains, and precast concrete box culverts.

Material

602.02 Conform to the following Sections and Subsections:

Asphalt mastic 702.04 Concrete pipe 706 General mortar 701.05(a) Metal pipe 707 Plastic pipe 708 Precast concrete units and accessories 725.09 Sealants, fillers, and seals 712.01

Construction Requirements

602.03 General. Provide culvert pipe with a wall thickness at least that shown in the plans or determined from the fill-height tables shown in the plans. Use the same material and coating on contiguous pipe sections and special sections (such as elbows and branch connections). For culvert extensions, provide the same material as the existing culvert.

Plans show the size, length, and approximate location of culverts. Determine final location, skew, length, elevations, and grade according to Section 152. Do not order culvert material until the CO has accepted the final structure size, length, and alignment.

Construct cast-in-place concrete box culverts according to Section 552. For precast concrete box culverts, submit design drawings and details with supporting calculations according to Subsection 104.06. Design and construct precast concrete box culverts according to Section 578.

Excavate and backfill according to Section 209.

Place elongated pipes with the minor axis within 5 degrees of vertical.

Construct a piping plug unless the culvert inlet is protected with a full-height headwall, slope paving, or an embankment consisting of AASHTO M 145 classification A-6 or A-7 material. Construct the piping plug with AASHTO M 145 classification A-6, A-7, or other approved material with a permeability no more than 0.004 inch per second.

602.04 Laying Concrete Pipe and Precast Concrete Box Culverts. Start at the lower end and lay the bell or groove end upgrade. Fully join sections with leak-resistant seals using one of the following methods:

(a) Mortared joints. Clean the lower portion of the receiving end of the pipe. Plaster the inside with sufficient joint mortar to bring the inner surfaces of the abutting pipe sections flush and even. Fit the sections as close as the construction of the culvert allows. Fill and seal joints with mortar inside and out. Use the mortar within 30 minutes after mixing. Clean excess mortar from the inside of the joint.

Cure mortar outside of joints by covering with polyethylene sheeting or spraying with a curing compound. Backfill while mortar is plastic or, if mortar sets before backfilling, wait at least 24 hours before backfilling.

(b) Gasket joints. Conform to ASTM C990 or ASTM C443 and the following:

(1) Protect the joint ends from mud, silt, gravel, or other foreign material. Lay the pipe sections with gaskets attached. Remove, clean, relubricate, and reseat gaskets disturbed or contaminated.

(2) Align the pipe sections. Force the joints home using the pipe manufacturer’s recommended procedure. Do not drive or ram by hand or machinery. Block the last section of each day’s run to prevent creep.

Install supplemental concrete pipe ties on the last downstream pipe-to-pipe joint and at the downstream pipe-to-end section joint, if present.

602.05 Laying Metal Pipe. Position the pipe with a longitudinal joint so the joint is opposite the invert.

Fully join pipe sections with leak-resistant seals according to AASHTO M 36 or AASHTO M 196. Use one of the following:

(a) Gasket, bell, and spigot joints. Use on slopes of 10 percent or less and lay the pipe with the bell end up slope.

(b) Coupling bands with gaskets. Limit the use of coupling bands with projections (dimples) to attaching prefabricated flared end sections.

If aluminum alloys come in contact with other metals, coat the contacting surfaces with asphalt mastic or a preapproved impregnated caulking compound.

602.06 Laying Plastic Pipe. Lay plastic pipe according to the pipe manufacturer’s recommendations.

Fully join pipe sections with leak-resistant seals using gasket, bell, and spigot joints according to

ASTM D3212.

602.07 Laying Slotted Drain Pipe. Fully join pipe sections with leak-resistant seals using coupling bands and gaskets. Cover the slots with roofing paper or other approved covering during backfilling and paving to keep material out of the pipe. Backfill with a flowable backfill.

602.08 Acceptance. Material for culverts and drains will be evaluated under Subsections 106.02 and 106.03.

Installation of culverts and drains will be evaluated under Subsections 106.02 and 106.04.

Cast-in-place concrete box culverts will be evaluated under Section 552.

Excavation and backfill will be evaluated under Section 209.

Precast concrete box culverts will be evaluated under Section 578.

Survey work will be evaluated under Section 152.

Measurement

602.09 Measure the Section 602 pay items listed in the bid schedule according to Subsection 109.02 and the following as applicable:

When measuring pipe and box culverts by the linear foot, measure along the invert.

Measure end sections, elbows, and branch connections by the each. If there is no pay item for elbows or branch connections, measure them as additional pipe length along the invert.

Payment

602.10 The accepted quantities will be paid at the contract price per unit of measurement for the Section 602 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

Section 704

Section 704. — SOIL

704.01 Soil and Soil-aggregate Materials. Provide suitable materials conforming to Table 704-1.

Table 704-1 Soil Gradation and Classification Requirements

Gradation and Classification Requirements

Material Designation

Foundation Fill

Bedding Material

Common Backfill

RSS

Backfill

Plastic Pipe

Backfill

Structural Backfill

Unclassified Borrow

Maximum particle size, in 2 ½ 3 1½ 3 24

Soil classification, AASHTO M 145

A-1-a –

A-1 A-2 A-3

A-1 A-2-4 A-2-5 A-3

A-1 A-3

A-2-4

Material passing No. 200 sieve, AASHTO T 27

& T 11

6.0 maximum maximum – – 5.0 maximum –

Plasticity index, AASHTO T 90 – – – – 6 maximum –

Other Requirements – – Well-graded Well-graded – –

704.02 Select Borrow. Provide a suitable, well-graded material conforming to the following:

(a) Gradation Table 704-2

(b) Liquid limit, AASHTO T 89, Method A 30 maximum

Table 704-2 Select Borrow Gradation

Sieve Size Percent by Mass Passing

Designated Sieve

(AASHTO T 27 & T 11)

3 in 100 1 in 70 to 100

No. 4 30 to 70 No. 200 0.0 to 5.0

Section 704

704.03 Select Granular Backfill.

(a) General. Provide suitable, sound, durable, granular material conforming to the following:

(1) Gradation Table 704-3

(2) Angle of internal friction on the portion passing the No. 10 sieve, AASHTO T 236

34 degree minimum

AASHTO T 236 is not required for material with more than 40 percent retained on the No. 4 sieve.

If required, compact samples to 95 percent of the maximum density at +/-2 percent of the optimum moisture content determined according to AASHTO T 99, method A or B without oversized material corrections. Perform testing at confining stresses of 1, 2, 4, and 8 kips per square foot.

(3) Soundness of aggregate using sodium sulfate, AASHTO T 104 (5 cycles)

15 percent loss maximum

(4) Plasticity index, AASHTO T 90 6 maximum

(5) Los Angeles abrasion, AASHTO T 96 50 percent maximum

Table 704-3 Select Granular Backfill Gradation

Sieve Size

Percent by Mass Passing Designated Sieve

(AASHTO T 27 & T 11)

Backfill with Geosynthetic Reinforcement Backfill with Metallic Reinforcement

4 in – 100 1½ in 100 – No. 40 0 to 60 0 to 60 No. 200 0.0 to 15.0 0.0 to 15.0

(b) MSE walls with metallic reinforcements. Conform to Subsection 704.03(a) and the following:

(1) Resistivity, AASHTO T 288 3000 Ω centimeter minimum

(2) pH, AASHTO T 289 5.0 to 10.0

(3) Sulfate content, AASHTO T 290 200 ppm maximum

(4) Chloride content, AASHTO T 291 100 ppm maximum

Tests for sulfate and chloride content are not required if resistivity is greater than 5000 ohm centimeters.

(c) MSE walls with geosynthetic reinforcements. Conform to Subsections 704.03(a) and 704.03(b)(2).