312300 excavation and fill.doc

SECTION 31 23 00

EXCAVATION AND FILL

PART – GENERAL

1.01 Related Documents

A.

Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section, including – but not limited to – the following.

1.

Section 01 35 43 – Environmental Procedures: Requirements for erosion and sediment control measures.

Section 01 57 13 – Temporary Erosion and Sediment Control: Requirements for erosion and sediment control measures.

1.02 Summary

The Work of this Section includes:

Building excavation [and embankment (fill)].

2.

Shoring excavations.

3.

Building perimeter backfilling.

4.

Fill under slabs‑on‑grade.

5.

Compaction requirements.

B.

Related Requirements:

Section 31 22 00 – Grading.

Section 31 23 33 – Trenching and Backfilling: Plastic marking tape.

Section 32 91 19 – Landscape Grading.

Section 33 05 13 – Manholes and Structures.

Section 33 11 00 – Water Distribution.

6.

Section 33 30 00 – Sanitary Sewerage Utilities.

7.

Section 33 40 00 – Storm Drainage Utilities.

8.

Section 33 46 00 – Subdrainage.

1.03

REFERENCES

A.

American Association of State Highway and Transportation Officials (AASHTO): Standard Specifications for Transportation Materials and Methods of Sampling and Testing, 19th Edition (AASHTO S‑99‑HM‑19).

ASTM International:

Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates (ASTM C‑136‑96a).

Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft‑1bf/ft3 (600 kN‑m/m3)) (ASTM D‑698‑00a).

Standard Specification for Materials for Soil‑Aggregate Subbase, Base, and Surface Courses (ASTM D‑1241‑68 (Reapproved 1994)).

Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 lb‑lbf/ft3 (2,700 kN‑m/m3)) (ASTM D‑1557‑00).

Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) (ASTM D‑2487‑00).

Standard Test Methods for Density of Soil and Soil‑Aggregate in Place by Nuclear Methods (Shallow Depth) (ASTM D‑2922‑96).

Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) (ASTM D‑3017‑96).

Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density (ASTM D‑4254‑00).

C.

[[State of [Ohio] [___________]] [Department of [Transportation] [(ODOT)] [____________]]: [Latest edition of Construction and Material Specifications (ODOT CMS)] [Specifications and Standards].

C.

Commonwealth of Pennsylvania Department of Transportation (PENNDOT): Construction Specifications (Publication 408/2003).

D.

[[_____] County] [City of [Akron] [____________]] [Local] Department of [Public Service] [Transportation] [____________] [Akron Engineering Bureau]: Latest edition of [Construction and Material] Specifications (AEB CMS)] [Specifications and Standards].

1.04

SUBMITTALS

A. General: Submit the following per the General Requirements.

B. Informational Submittals (Test Reports):

Sieve analysis of select fill materials.

Field density test reports.

Report of actual unconfined compressive strength and/or results of bearing tests of each stratum tested.

C.

Contract Closeout Submittals (Project Record Documents): Accurately record horizontal dimensions, elevations or inverts, and slope gradients of the following:

Utilities to remain in place.

Rerouted utilities.

New utilities.

PART 2 – PRODUCTS

2.01

MATERIALS

Common Fill (Subsoil): Excavated material, graded free of:

Lumps larger than [6] [___] inches.

Rocks larger than [3] [___] inches.

Select (Premium) Fill Material:

Type A – [Coarse Stone:] [Gravel:] [[Pit run,] [angular,]] [Crushed,] [Washed] natural stone. Free of shale, clay, friable materials, and debris. Graded in accordance with [ASTM C‑136] [ODOT CMS Item 304] [and PENNDOT Section 703 – Aggregate. Slag will not be allowed.] [within the following limits (slag will not be allowed):]

Sieve Size Total Percent Passing

2 Inches

1 Inch

3/4 Inch 95 to 100

5/8 Inch 75 to 100

3/8 Inch 55 to 85

No. 4 35 to 60

No. 16 15 to 35

No. 40 10 to 25

No. 200 5 to 10

2 Inches

1 Inch 70 to 100

3/4 Inch 50 to 90

No. 4 30 to 60

No. 30 9 to 33

No. 200 0 to 15

Type A – Sand and gravel such as AASHTO classification of A‑1‑a, A‑1‑b, A‑3‑a, and A‑3 may be used for select fill material, if it is in accordance with the following gradation requirements:

50 mm (2 inch)

19 mm (3/4 inch) 75 – 100

4.75 mm (No. 4) 25 – 80

75 (m (No. 200) 0 – 15

Type B – Pea Gravel: Natural stone. [Washed, free] [Free] of clay, shale, and organic matter. 1/4 inch minimum to 5/8 inch maximum size, graded in accordance with ASTM C‑136 [and PENNDOT Section 703 – Aggregate].

Type C – Sand: Natural river or bank sand. [Washed, free] [Free] of silt, clay, loam, friable or soluble materials, and organic matter. Graded in accordance with ASTM C‑136 [and PENNDOT Section 703 – Aggregate.] within the following limits:

No. 4

No. 14 10 to 100

No. 50 5 to 90

No. 100 4 to 30

No. 200

Type D ‑ Blended Material: [_____].

Type E ‑ Select Subsoil: [_____].

Type F ‑ Soil Cement: [_____].

Select (Premium) Bed and Fill Materials:

Aggregate Base: Crushed stone. Free of shale, clay friable materials, and debris. Complying with ODOT CMS Item 304. Graded within the following limits (slag will not be allowed):

Percent Passing

2 Inches

1 Inch 70 to 100

3/4 Inch 50 to 90

No. 4 30 to 60

No. 30 9 to 33

No. 200 0 to 15

Coarse Interlocking Aggregate: Natural stone. Free of clay, shale, and organic matter. Complying with the material requirements of ODOT CMS Item 703. Slag will not be allowed. Coarse aggregate shall be of size number 6, 67, 68, 7, 78, or 8, and graded in accordance with ODOT CMS Table 703‑1.

Low Strength Mortar Backfill: A flow‑able fill composed of a Portland cement, fly ash, and/or sand mixture, in accordance with ODOT CMS Item 613.

Sand: Natural river or band sand. [Washed.] Free of silt, clay, loam, friable or soluble materials, and organic matter. Graded in accordance with ASTM C‑136 within the following limits:

Percent Passing

No. 4

No. 14 10 to 100

No. 50 5 to 90

No. 100 4 to 30

No. 200

2.02 Source Quality Control

A.

Perform test and analysis of fill materials in accordance with [ASTM D‑698] [ASTM D‑1557] for cohesive materials and ASTM D‑4254 for cohesionless soils and in accordance with the General Requirements.

PART 3 – EXECUTION

3.01

EXCAVATION PREPARATION

Notify the [Ohio Utility Protection Service (OUPS)] [____________] by telephone [((800) 362 ‑ 2764)] [____________] at least [48] [72] hours prior to excavating, fencing, planting, or other work that disturbs earth in order for them to locate and identify the existing underground utilities.

Notify owners of underground utilities who are not current members of [OUPS] [____________] at least [three] [two] working days in advance.

The Contractor shall be responsible for the location of the underground utilities. The Government will provide a general map. There is no "one call" on the Base.

Notify the Contracting Officer at least 48 hours prior to excavating, fencing, planting, or other work.

Notify Penn Power and owners of any other underground utilities at least three working days in advance.

Protection:

Protect trees, shrubs, lawns and other features remaining as portion of final landscaping.

Protect benchmarks, [existing structures,] [fences,] roads, sidewalks, paving and curbs from equipment and vehicular traffic.

Maintain and protect utilities that pass through work area and are indicated to remain:

a.

Identify and flag aerial and surface utilities.

b.

Identify known underground utilities. Stake and flag locations.

c.

Where unmarked utilities are uncovered within the work area, notify [the Architect/Engineer,] [the Owner,] and the authorities having jurisdiction (AHJ), and take precautions to prevent interruption of service. Should such lines or services be damaged, broken, or interrupted through negligence, repair and restore immediately without additional cost to utility owner.

Repair damage caused by the Work of this Section.

C.

Identify required lines, levels, contours, and datum.

D.

Notify [utility company] [___________] to remove [and relocate] existing utilities, [if appropriate].

E.

If conditions are encountered that are different from those shown on the Drawings, notify the [Architect/Engineer] [Owner] and discontinue affected work in area until notified to resume work.

3.02

EXCAVATION

A.

Excavate subsoil required for foundations, construction operations, and other work.

B.

Machine slope banks to angle of repose or less until shored.

C.

Do not allow excavation to interfere with normal 45 degree bearing splay of any foundation.

D.

Hand‑trim excavation and leave free of loose matter.

E.

Correct unauthorized excavation at no cost to the Owner.

F.

Fill over‑excavated areas under structural bearing surfaces:

Extend indicated bottom elevation of footing or base to excavation bottom without changing top elevation.

Fill unauthorized excavation with 3000‑PSI concrete.

G.

[Stockpile excavated material in area designated on the Site or where directed [and remove excess subsoil not being reused, from the Site]].

G.

[Remove excavated material from the Site].

H.

Do not leave trenches or work areas open or uncovered during non‑working hours.

3.03

INSPECTION

A.

Provide for visual inspection of bearing surfaces.

Verify that:

Stockpiled fill to be reused is approved.

Installation of drainage at perimeter of foundation has been inspected.

Foundation [or basement] walls are braced to support surcharge forces imposed by backfilling operations.

Surfaces of areas to be backfilled are free of debris, snow, ice, or water and are not frozen.

Underground tanks are anchored to their own foundation to avoid flotation after backfilling.

The Contractor shall hire a third‑party independent testing and inspection agency (at no additional cost to the [Government] [Owner]) to approve all bearing surfaces for all footings.

3.04

BACKFILL PREPARATION

A.

When necessary, compact subgrade surfaces to density requirements for backfill material.

B.

Cutout soft areas of subgrade not readily capable of in‑situ compaction. Backfill with [approved subsoil] [or] [[select fill material Type [A] [___]] and compact to density equal to requirements for subsequent backfill material.

3.05

BACKFILLING

A.

Backfill areas to contours and elevations. Use unfrozen materials.

B.

Backfill systematically, as early as possible, to allow maximum time for natural settlement. Do not backfill over porous, wet, or spongy subgrade surfaces.

C.

Place and compact common fill materials in continuous layers [not exceeding [12] [8] [___] inches loose depth] [or] [of a thickness determined by the testing service as required to achieve proper compaction].

D.

Place and compact select fill materials in continuous layers not exceeding [12] [8] [___] inches loose depth.

E.

Each layer shall be thoroughly bladed and worked during spreading to assure uniformity in each layer.

F.

Employ a placement method so as not to disturb or damage [foundation perimeter drainage] [foundation dampproofing] [foundation waterproofing and protective cover] [and] [utilities in trenches] [______________].

G.

Maintain optimum moisture content of backfill materials to attain required compaction density. Moisture content shall be within two percent of the optimum moisture content during the entire period that the compactor is working. Soils determined to be too dry for proper compaction shall be properly wetted to bring the fill to the proper moisture content. Drying, when required, shall be performed by continually working the soil with a disk or harrow.

H.

Backfill against supported foundation walls. [Backfill simultaneously on each side of unsupported foundation walls [until supports are in place]].

I.

Slope grade away from slabs at a minimum of [4] [2] [___] inches in 10 feet.

Exception: Where noted otherwise.

J.

Make changes in grade gradual. Blend slopes into level area.

K.

Remove surplus backfill material from the Site.

L.

Leave stockpile areas completely free of excess fill materials.

3.06

TOLERANCES

A.

Top Surface of Backfilling: Plus or minus [1] [_____] inch[es].

3.07 Backfill COMPACTION

A.

Compact soil to not less than the scheduled percentages of maximum density for soils that exhibit a well‑defined moisture density relationship (cohesive soils) determined in accordance with [ASTM D‑698] [ASTM D‑1557].

B.

Compact soil to not less than the scheduled percentages of relative density, determined in accordance with ASTM D‑4254, for soils that will not exhibit a well‑defined moisture density relationship (cohesionless soils).

3.08 Field QUALITY CONTROL

A.

Owner [will] [might] employ and pay for soil testing and inspection service for quality control testing during earthwork operations in accordance with the General Requirements. Allow testing service to inspect and approve subgrades and fill layers before further construction work is performed.

A.

Make at least one field density test of subgrade for every 2,000 square feet, but in no case less than three tests, [if applicable].

B.

Take at least two field density tests of backfill at locations and elevations as directed by the [Architect/ Engineer] [Contracting Officer], [if appropriate].

C.

If tests indicate work does not meet specified requirements, remove work, replace and re‑test at no additional cost to the [Government] [Owner].

3.09 Shaping

A.

After rough grading is completed, drag and float surface to remove ridges, depressions, and other irregularities.

B.

Rake out and remove stones larger than 1 1/2 inches.

3.10 Dewatering

A.

Prevent surface water and subsurface or ground water from flowing into excavations and from flooding the Site.

B.

Do not allow water to accumulate in excavations. Remove water to prevent soil changes detrimental to stability of subgrades. Provide and maintain dewatering trenches, pumps, well points, sumps, suction, discharge lines, or other dewatering system components necessary to convey water away from excavations.

C.

Establish and maintain temporary drainage ditches to convey rainwater and water removed from the excavated area to colleting or run‑off areas. Do not use trench excavations as temporary drainage ditches.

3.11

PROTECTION

A.

Protect excavations by shoring, bracing, sheet piling, underpinning or other methods required to prevent cave‑in or loose soil from falling into excavation.

B.

Underpin adjacent structures that may be damaged by excavation work, including service utilities and pipe chases.

Protect the following from frost:

Bottom of excavations.

Soil adjacent to and beneath foundations.

D.

Grade excavation top perimeter to prevent surface water run‑off into excavation.

E.

Protect graded areas from traffic and erosion. Repair and re‑establish grades in settled, eroded, and rutted areas.

3.10

SCHEDULE OF LOCATIONS

A.

Interior Slab‑On‑Grade: Type [A] [___] fill, [6] [________] inches thick, compacted to [95] [______] percent; [[with cover of [Type [___] fill, [______] inches thick, compacted to [95] [_____] percent]].

B.

Exterior Side of Foundation Walls and Retaining Walls:] [Over Granular Filter Material and Foundation Perimeter Drainage:] [Subsoil] [[Type [___]] fill, [to subgrade elevation,] each lift compacted to [90] [_____] percent.

Underground Tanks:

Initial fill of [[Type [B] [___] [9] [_______] inches thick, compacted to [98] [_____] percent.

Remaining fill of [subsoil] [in lawn areas] [and] [[Type [A] [___]] [in paved areas] [to subgrade elevation,] compacted to [[90] [_____] percent] [in lawn areas] [and] [[98] [_____] percent] [in paved areas].

D.

Fill under Grassed Areas: [Subsoil] [[Type [___] fill, to [6] [___] inches below finish grade, compacted to [90] [85] [______] percent.

E.

Fill under Landscaped Areas: [Subsoil] [[Type [___]] fill, to [12] [________] inches below finish grade, compacted to [90] [85] [_____] percent.

F.

Fill under [Asphalt] [and] [Concrete] [_____] Paving: Type [A] [___] fill, [as indicated on the Drawings] [to [6] [_____] inches below finish paving elevation,] compacted to [98] [__________] percent.

G.

Fill under Precast Concrete Pavers: Type [A] [___] fill, compacted to [98] [___] percent.

END OF SECTION 31 23 00

THIS PAGE IS INTENTIONALLY BLANK.

31 23 00-10

EXCAVATION AND FILL

12910-330

Revised 3/2/09

12910-330

EXCAVATION AND FILL

31 23 00-11

Revised 3/2/09