Attachment_3_UFGS_31_and_32.pdf

VOLUME II

SECTION 31 00 00 EARTHWORK Page 1 of 11

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

This guide specification covers the requirements for earthwork activities for buildings, utilities, roadways, railroads, and airfields. The following information will be indicated on the project drawings:

1. Surface elevations, existing and new;

2. Location of underground obstructions and existing utilities;

3. Location and record of soil borings and test pits. Include ground water observations and topsoil thickness encountered in boring, soil classifications, and properties such as moisture content and Atterberg limit determinations;

4. Location of borrow and disposal area if located on Government property;

5. Clearing stripping and grubbing limits, if different from clearing limits;

6. Areas to be seeded;

7. Shoring and sheeting required (trench protection is specified in Corps of Engineers Manual EM 385-1-1)

8. Pipe trench excavation details.

9. Location and limits of hard material (rocks);

10. Details of special construction such as under railroad and highways right-of-way requirements for jacking and boring;

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND

TRANSPORTATION OFFICIALS (AASHTO)

AASHTO T 180 (2010) Standard Method of Test for Moisture- Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test

FA301618B0004

Attachment 3 05 June 2018

SECTION 31 00 00 EARTHWORK Page 2 of 11

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2010) Installation of Ductile-Iron Water

Mains and Their Appurtenances

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2010; Errata 2011) Structural Welding Code - Steel

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)

AWPA C2 (2003) Lumber, Timber, Bridge Ties and Mine

Ties - Preservative Treatment by Pressure Processes

AWPA P5 (2007) Standard for Waterborne

Preservatives

ASTM INTERNATIONAL (ASTM)

ASTM A139/A139M (2004; R 2010) Standard Specification for Electric- Fusion (ARC)-Welded Steel Pipe (NPS 4 and over) ASTM A252 (2010) Standard Specification for Welded and Seamless Steel Pipe Piles

ASTM C136 (2006) Standard Test Method for Sieve

Analysis of Fine and Coarse Aggregates

ASTM C33/C33M (2013) Standard Specification for Concrete

Aggregates

ASTM D1140 (2000; R 2006) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D1556 (2007) Density and Unit Weight of Soil in

Place by the Sand-Cone Method

ASTM D1557 (2012) Standard Test Methods for Laboratory

Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3)

ASTM D1883 (2007; E 2009; E 2009) CBR (California Bearing

Ratio) of Laboratory-Compacted Soils

ASTM D2167 (2008) Density and Unit Weight of Soil in

Place by the Rubber Balloon Method

SECTION 31 00 00 EARTHWORK Page 3 of 11

ASTM D2434 (1968; R 2006) Permeability of Granular

Soils (Constant Head)

ASTM D2487 (2011) Soils for Engineering Purposes

(Unified Soil Classification System)

ASTM D2937 (2010) Density of Soil in Place by the

Drive-Cylinder Method

ASTM D422 (1963; R 2007; E 2014) Particle-Size

Analysis of Soils

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic

Limit, and Plasticity Index of Soils

ASTM D6938 (2010) Standard Test Method for In-Place

Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2012; E 2014) Laboratory Compaction

Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft.)

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2008; Errata 2011) Safety and Health

Requirements Manual U.S. ENVIRONMENTAL

PROTECTION AGENCY (EPA)

EPA 600/4-79/020 (1983) Methods for Chemical Analysis of

Water and Wastes

EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test

Methods for Evaluating Solid Waste:

Physical/Chemical Methods

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

CID A-A-203 (Rev C; Notice 3) Paper, Kraft, Untreated

TEXAS DEPARTMENT OF TRANSPORTATION

TXDOT STANDARD SPECIFICATIONS FOR CONSTRUCTION

AND MAINTENANCE OF HIGHWAYS, STREETS AND

BRIDGES, ITEM 110- EXCAVATION; ITEM 210

SECTION 31 00 00 EARTHWORK Page 4 of 11

ROLLING, ITEM 216 PROOF ROLLING AND ITEM 400

EXCAVATION AND BACKFILL FOR STRUCTURES

1.2 DEFINITIONS

1.2.1 Satisfactory Materials

Satisfactory materials will be defined in accordance with locally available materials, design slopes, etc., and suitable classes, based on the geotechnical report (if available> Materials may be comprised of any materials classified by ASTM D2487 such as GW, GP, GM, GP-

GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, [SM,] [SW-SM,] [SC,] [SW-SC,] [SP-SM,]

[SP-SC,] [CL,] [ML,] [CL-ML,] [CH,] [MH]. Satisfactory materials for grading comprise stones less than 8 inches, except for fill material for pavements and railroads which comprise stones less than 75 mm 3 inches in any dimension.

1.2.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials or are deleterious to project specific needs are considered unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. Notify the Contracting Officer when encountering any contaminated soils or materials.

1.2.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH.

Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM C136, ASTM D422, and ASTM D1140.

1.2.4 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D698 or ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224 or ASTM D698. To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180.

1.2.5 Topsoil

Material suitable for topsoil’s obtained from on-site excavations or areas indicated on the drawings or off-site is defined as: Natural, friable soil representative of productive, well-

SECTION 31 00 00 EARTHWORK Page 5 of 11 drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

1.2.6 Hard/Unyielding Materials

Hard/Unyielding materials comprise weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" with stones greater than 3 inch in any dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.7 Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 1/2 cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

1.2.8 Unstable Material

Unstable materials are too wet to properly support the utility pipe, conduit, or appurtenant structures or foundations.

1.2.9 Select Granular Material

1.2.9.1 General Requirements

Select granular material consist of materials classified as [GW,] [GP,] [SW,] [SP,] or as specified by ASTM D2487 where indicated. The liquid limit of such material must not exceed 35 percent when tested in accordance with ASTM D4318. The plasticity index must not be greater than 12 percent when tested in accordance with ASTM D4318, and not more than 35 percent by weight may be finer than No. 200 sieve when tested in accordance with ASTM D1140 if used as foundation or roadway fill materials. Provide a minimum coefficient of permeability of 0.002 feet per minute when tested in accordance with ASTM D2434.

1.2.9.2 California Bearing Ratio Values

Bearing Ratio: At 0.1 inch penetration, provide a bearing ratio of between 70 to 80 percent at 95 percent ASTM D1557 maximum density as determined in accordance with ASTM D1883 for a laboratory soaking period of not less than 4 days. Provide required or designed maximum expansion (swell/shrink characteristics). Conform the combined material to the following sieve analysis:

SECTION 31 00 00 EARTHWORK Page 6 of 11

Sieve Size Percent Passing by Weight

2-1/2 inches 100

No. 4 40 - 85

No. 10 20 - 80

No. 40 10 - 60

No. 200 5 - 25

1.2.11 Initial Backfill Material

Initial backfill consists of select granular material or satisfactory materials free from rocks 3 inches or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, free the initial backfill material of stones larger than 3 inches in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

1.2.12 Expansive Soils

Expansive soils are defined as soils that have a plasticity index equal to or greater than 12 when tested in accordance with ASTM D4318. Roadway and building foundations may require special testing for soil shrink/swell characteristics or the calculated Potential Vertical Rise (PVR) identified in the project or engineers soils report. This values helps to assess requirements for construction to minimize vertical movement of foundations in existing subgrades.

1.2.13 Nonfrost Susceptible (NFS) Material

Nonfrost susceptible material are a uniformly graded washed sand with a maximum particle size of 3/16_inch and less than 5 percent passing the No. 200 size sieve, and with not more than 3 percent by weight finer than 0.02 mm grain size.

1.2.14 Pile Supported Structure

As used herein, a structure where both the foundation and floor slab are pile supported.

1.6 SYSTEM DESCRIPTION

Subsurface soil boring logs may be shown on the drawings or be required of the Contractor for project specific requirements. The subsoil investigation report and samples of materials taken from subsurface investigations may be examined if available.

These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.6.1 Classification of Excavation

No consideration will be given to the nature of the materials, and all excavation will be

SECTION 31 00 00 EARTHWORK Page 7 of 11 designated as unclassified excavation. Finish the specified excavation on a classified basis, in accordance with the following designations and classifications.

1.6.1.1 Common Excavation

Include common excavation with the satisfactory removal and disposal of all materials not classified as rock excavation.

1.7 SUBMITTALS

Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for Contractor Quality Control approval as (FIO) for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals; G

Work Plan

SD-03 Product Data; G

Shoulder Construction

SD-06 Test Reports; G

Laboratory or Field Testing

Within 24 hours of conclusion of physical tests, submit four (4) copies of test results, including calibration curves and results of calibration tests.

SD-07 Certificates

Testing

PART 2 PRODUCTS

2.1 Not Used.

PART 3 EXECUTION

3.1 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Perform the grading in accordance with the typical sections shown and the tolerances specified in paragraph

SECTION 31 00 00 EARTHWORK Page 8 of 11

FINISHING or elsewhere. Transport satisfactory excavated materials and place in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials as directed. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose surplus satisfactory excavated material not required for fill or embankment in areas approved for surplus material storage or designated waste areas.

Dispose unsatisfactory excavated material in designated waste or spoil areas. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

3.14 SUBGRADE PREPARATION

3.14.1 Proof Rolling

Finish proof rolling on an exposed subgrades free of surface water (wet conditions resulting from rainfall) which would promote degradation of an otherwise acceptable subgrade.

After stripping, proof roll the existing subgrade of the subgrade or finished base course with six passes of a dump truck loaded with 10 cubic yards of soil or a 15 ton pneumatic-tired roller. Operate the roller, truck in a systematic manner to ensure the number of passes over all areas, and at speeds between to 2-1/2 to 3-1/2 mph. When proof rolling, provide one-half of the passes made with the roller in a direction perpendicular to the other passes.

Notify the Contracting Officer a minimum of 3 days prior to proof rolling. Perform proof rolling in the presence of the Contracting Officer. Undercut rutting or pumping of material as directed by the Contracting Officer to a depth as necessary to replace with select fill and/or backfill material. See TxDOT Item 210 Rolling and Item 216 Proof Rolling requirements.

3.14.2 Construction

Shape subgrade to line, grade, and cross section, and compact as specified in various section of this specification. Include plowing, disking, and any moistening or aerating required to obtain specified compaction for this operation. Remove soft or otherwise unsatisfactory material and replace with satisfactory excavated material or other approved material as directed. Excavate rock encountered in the cut section to a depth of 150 mm 6 inches below finished grade for the subgrade. Bring up low areas resulting from removal of unsatisfactory material or excavation of rock to required grade with satisfactory materials, and shape the entire subgrade to line, grade, and cross section and compact as specified. After rolling, the surface of the subgrade for roadways shall not show deviations greater than 1/2 inch when tested with a 12-foot straightedge applied both parallel and at right angles to the centerline of the area. After rolling, do not show deviations for the surface of the subgrade for airfields greater than 4 inches when tested with a ten (10) foot straightedge applied both parallel and at right angles to the centerline of the area. Do not vary the elevation of the finish subgrade more than 0.05 foot from the established grade and cross section.

SECTION 31 00 00 EARTHWORK Page 9 of 11

3.14.3 Compaction

Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment. Except for paved areas and railroads, compact each layer of the embankment to at least 90 or 95 percent of laboratory maximum density as described in paragraph 3.13.1 above.

3.14.3.2 Subgrade for Pavements (Roadways)

Percentage of Laboratory Maximum Density Required

Depth Below Pavement or Shoulder Surface ( Inch)

Fill Cut

From To Cohesive Materials

Cohesionless Materials cCohesive Materials

Cohesionless Materials

12 16 95 100 95 100

The above minimum field densities are based on a pavement Design Index of 5.

And CBR values of 10 to 20 for cohesive soils and 50 to 80 for cohesionless soils.

Compact subgrade for pavements to at least 95 percentage laboratory maximum density for the depth below the surface of the pavement shown. When more than one soil classification is present in the subgrade, thoroughly blend, reshape, and compact the top 6 inch of subgrade. See UFC 3-250-01FA for correlation of densities and depth below flexible pavements.

3.14.3.3 Subgrade for Shoulders

Compact subgrade for shoulders to at least 95 percentage laboratory maximum density for the depth below the surface of shoulder shown or full depth of the shoulder.

3.15 SHOULDER CONSTRUCTION

Construct shoulders of Graded Crushed Aggregate Material Construct shoulders immediately after adjacent paving is complete. Compact the entire shoulder area to at least the percentage of maximum density as specified in paragraph SUBGRADE PREPARATION above, for specific ranges of depth below the surface of the shoulder.

Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment. Finish shoulder construction in proper sequence in such a manner that adjacent ditches will be drained effectively and that no damage of any kind is done to the adjacent completed pavement. Align the completed shoulders true to grade and shaped to drain in conformity with the cross section shown.

SECTION 31 00 00 EARTHWORK Page 10 of 11

3.16 FINISHING

Finish the surface of subgrades to a smooth and compact surface.

3.16.1 Subgrade and Embankments

During construction, excavations shaped and drained. Maintain ditches and drains along subgrade to drain effectively at all times. Do not disturb the finished subgrade by traffic or other operation. Protect and maintain the finished subgrade in a satisfactory condition until subbase, base, or pavement is placed. Do not permit the storage or stockpiling of materials on the finished subgrade. Do not lay subbase, base course, or pavement until the subgrade has been checked and approved, and in no case place subbase, base, or pavement on a muddy, spongy, or frozen subgrade.

3.18 TESTING

Perform testing by a validated commercial testing laboratory as submitted by the Contractor as part of the CQC Plan. Submit qualifications of the validated commercial testing laboratory and the program for testing associated with the project.

a. Determine field in-place relative density in accordance with ASTM D698, ASTM

D1557, D1556, ASTM D2167, or ASTM D6938. When ASTM D6938 is used, check the calibration curves for each type of soil type and adjust using only the sand cone test method as described in ASTM D1556. ASTM D6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method.

b. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered and at intervals (every tenth (10) field ASTM D6938 density test) or as directed by the Contracting Officer. ASTM D2937, use the Drive Cylinder Method only for soft, fine-grained, cohesive soils. When test results indicate, as determined by the Contracting Officer, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements.

c. Perform tests on recompacted areas to determine conformance with specification requirements. The following number of tests, if performed at the appropriate time, will be the minimum acceptable for each type operation.

3.18.2 In-Place Densities

a. One test per 500 linear feet, or fraction thereof, of each lift of backfill for roads.

SECTION 31 00 00 EARTHWORK Page 11 of 11

Material Type Location of Material Test Frequency

Subgrades Site One test per every 2,000 sq. ft.

3.18.3 Check Tests on In-Place Densities

If ASTM D6938 is used, check in-place densities by ASTM D1556 as follows:

a. One check test for each 5000 linear feet, or fraction thereof, of embankment or backfill for roads and airfields.

3.18.4 Moisture Contents

In the excavation area, perform a minimum of two tests per day per type of material or source of material being placed during stable weather conditions. Take in-situ moisture tests for every field density and correlate to the laboratory density test (Proctor) for acceptance. If field moisture requirement is within 2 percent plus or minus optimum moisture, field test(s) would fail outside that range. During unstable weather, perform tests as dictated by local conditions and approved by the Contracting Officer.

3.18.5 Optimum Moisture and Laboratory Maximum Density

Perform tests for each type material or source of material to determine the optimum moisture and laboratory maximum density values. One representative test per every 250 cubic yards of fill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density.

3.18.6 Tolerance Tests for Subgrades

Perform continuous checks on the degree of finish specified in paragraph SUBGRADE PREPARATION during construction of the subgrades.

3.19 DISPOSITION OF SURPLUS MATERIAL

Remove surplus material or other soil material not required or suitable for filling or backfilling, and brush, refuse, stumps, roots, and timber to either a Government disposal area (only if so indicated) or an off-site location away from Government property to an approved location.

-- End of Section 31 00 00--

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 1 of 25

SOIL SURFACE EROSION CONTROL

SECTION 31 32 11

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM C 140 (2008a) Standard Test Methods for Sampling and Testing

Concrete Masonry Units and Related Units

ASTM C 39 (2005e1e2) Standard Test Method for Compressive

Strength of Cylindrical Concrete Specimens

ASTM C 42 (2004) Standard Test Method for Obtaining and Testing

Drilled Cores and Sawed Beams of Concrete

ASTM D 1248 (2005) Standard Specification for Polyethylene Plastics

Extrusion Materials for Wire and Cable

ASTM D 1560 (2009) Resistance to Deformation and Cohesion of

Bituminous Mixtures by Means of Hveem Apparatus

ASTM D 1777 (1996; R 2007) Thickness of Textile Materials

ASTM D 2028 (1997; R 2004) Cutback Asphalt (Rapid-Curing Type)

ASTM D 2844 (2007) Resistance R-Value and Expansion Pressure of

Compacted Soils

ASTM D 3776 (2009) Mass Per Unit Area (Weight) of Fabric

ASTM D 3787 (2007) Bursting Strength of Textiles - Constant-Rate-of-

Traverse (CRT), Ball Burst Test

ASTM D 3884 (2009) Abrasion Resistance of Textile Fabrics (Rotary

Platform, Double-Head Method)

ASTM D 4355 (2007) Deterioration of Geotextiles from Exposure to

Light, Moisture and Heat in a Xenon-Arc Type Apparatus

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 2 of 25

ASTM D 4491 (1999a; R 2004e1) Water Permeability of Geotextiles by Permittivity

ASTM D 4533 (2004) Trapezoid Tearing Strength of Geotextiles

ASTM D 4595 (2009) Tensile Properties of Geotextiles by the Wide-

Width Strip Method

ASTM D 4632 (2008) Grab Breaking Load and Elongation of Geotextiles

ASTM D 4751 (2004) Determining Apparent Opening Size of a Geotextile

ASTM D 4833 (2007) Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products

ASTM D 4972 (2001; R 2007) pH of Soils

ASTM D 5034 (2009) Breaking Strength and Elongation of Textile Fabrics

(Grab Test)

ASTM D 5035 (2006; R 2008e1) Breaking Force and Elongation of Textile

Fabrics (Strip Method)

ASTM D 5268 (2007) Topsoil Used for Landscaping Purposes

ASTM D 5852 (2000; R 2007) Standard Test Method for Erodibility

Determination of Soil in the Field or in the Laboratory by the Jet Index Method

ASTM D 648 (2007) Deflection Temperature of Plastics Under Flexural

Load in the Edgewise Position

ASTM D 6629 (2001; R 2007) Selection of Methods for Estimating Soil

Loss by Erosion

ASTM D 698 (2007e1) Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu.

m.))

ASTM D 977 (2005) Emulsified Asphalt

U.S. DEPARTMENT OF AGRICULTURE (USDA)

AMS Seed Act (1940; R 1988; R 1998) Federal Seed Act

U.S. GREEN BUILDING COUNCIL (USGBC)

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 3 of 25

LEED GBDC (2009) LEED Reference Guide for Green Building Design and Construction

LEED NC (2009) Leadership in Energy and Environmental

Design(tm) New Construction Rating System

1.2 SYSTEM DESCRIPTION

The work consists of furnishing and installing soil surface erosion control materials, including fine grading, blanketing, stapling, mulching and miscellaneous related work, within project limits and in areas outside the project limits where the soil surface is disturbed from work under this Contract at the designated locations.This work includes all necessary materials, labor, supervision and equipment for installation of a complete system.

Coordinate this section with the requirements of Section 31 00 00 EARTHWORK, 32 92 19 SEEDING, and 32 92 23 SODDING. Complete backfilling the openings in synthetic grid systems and articulating cellular concrete block systems a maximum 7 days after placement to protect the material from ultraviolet radiation.

1.3 SUBMITTALS

having a "G" designation are as (FIO) for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Work sequence schedule; G Erosion control plan; G; (LEED NC)

SD-02 Shop Drawings

Layout;

Obstructions Below Ground;

Seed Establishment Period Maintenance Record

SD-03 Product Data

Local/Regional Materials; (LEED NC) Biobased Materials

Geosynthetic Binders;

Recycled Plastic; (LEED NC) Wood Cellulose Fiber; (LEED NC)

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 4 of 25

Paper Fiber; (LEED NC) Mulch Control Netting and Filter Fabric; (LEED NC) Hydraulic Mulch; (LEED NC) Erosion Control Blankets Type XI; (LEED NC) Geotextile Fabrics; (LEED NC) Aggregate; (LEED NC) Synthetic Grid Systems;

Articulating Cellular Concrete Block Systems;

Equipment Finished Grade Erosion Control Blankets

Submit manufacturer's literature including physical characteristics, application and installation instructions. Documentation indicating percentage of post-industrial and post-consumer recycled content per unit of product. Indicate relative dollar value of recycled content products to total dollar value of products included in project.

SD-04 Samples

In addition to the samples, submit certification of recycled content or Statement of recycled content. Also submit certification of origin including the name, address and telephone number of manufacturer.

Geosynthetic binders

1.13 L1 quart

Mulch

0.74 k 2 pounds

Hydraulic mulch

0.74 k 2 pounds

Geotextile fabrics

150 mm 6 inch square

Erosion control blankets

150 mm 6 inch square

Synthetic grid systems

One sample grid

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 5 of 25

Articulating Cellular Concrete Block Systems

9.3 square meters 100 square feet area sample and two color charts displaying the colors and finishes.

SD-06 Test Reports

Geosynthetic Binders Hydraulic Mulch Geotextile Fabrics Erosion Control Blankets Synthetic Grid Systems Articulating Cellular Concrete Block Systems Compressive Strength Testing Sand Gravel

SD-07 Certificates

Fill Material Mulch Hydraulic Mulch Geotextile Fabrics Geosynthetic Binders Synthetic Soil Binders Installer's Qualification Recycled Plastic Seed Asphalt Adhesive Tackifier Wood By-Products Wood Cellulose Fiber

SD-10 Operation and Maintenance Data

Maintenance Instructions

SD-11 Closeout Submittals

Local/Regional Materials; (LEED) Recycled Plastic; (LEED) Wood Cellulose Fiber; (LEED) Paper Fiber; (LEED) Mulch Control Netting and Filter Fabric; (LEED) Hydraulic Mulch; G; (LEED) Erosion Control Blankets Type XI; (LEED)

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 6 of 25

Geotextile Fabrics; G, (LEED) Aggregate; (LEED)

1.4 QUALITY ASSURANCE

1.4.1 Installer's Qualification

The installer shall be certified by the manufacturer for training and experience installing the material.

1.4.3 Substitutions

Substitutions will not be allowed without written request and approval from the Contracting Officer.

1.5 DELIVERY, STORAGE, AND HANDLING

Store materials in designated areas and as recommended by the manufacturer protected from the elements, direct exposure, and damage. Do not drop containers from trucks. Material shall be free of defects that would void required performance or warranty. Deliver geosynthetic binders and synthetic soil binders in the manufacturer's original sealed containers and stored in a secure area.

a. Furnish erosion control blankets and geotextile fabric in rolls with suitable wrapping to protect against moisture and extended ultraviolet exposure prior to placement. Label erosion control blanket and geotextile fabric rolls to provide identification sufficient for inventory and quality control purposes.

b. All synthetic grids, synthetic sheets, and articulating cellular concrete block grids shall be sound and free of defects that would interfere with the proper placing of the block or impair the strength or permanence of the construction. Minor cracks in synthetic grids and concrete cellular block, incidental to the usual methods of manufacture, or resulting from standard methods of handling in shipment and delivery, will not be deemed grounds for rejection.

c. Inspect seed upon arrival at the jobsite for conformity to species and quality. Seed that is wet, moldy, or bears a test date five months or older, shall be rejected.

1.6 WARRANTY

Erosion control material shall have a warranty for use and durable condition for project specific installations. Temporary erosion control materials shall carry a minimum eighteen month warranty. Permanent erosion control materials shall carry a minimum three year warranty.

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 7 of 25

2.1 RECYCLED PLASTIC

Recycled plastic shall contain a minimum 85 percent of recycled post-consumer product.

Recycled material shall be constructed or manufactured with a maximum 1/4 inch deflection or creep in any member, according to ASTM D 648 and ASTM D 1248. The components shall be molded of ultraviolet (UV) and color stabilized polyethylene. The material shall consist of a minimum 75 percent plastic profile of high-density polyethylene, low-density polyethylene, and polypropylene raw material. The material shall be non-toxic and have no discernible contaminates such as paper, foil, or wood. The material shall contain a maximum 3 percent air voids and shall be free of splinters, chips, peels, buckling, and cracks. Material shall be resistant to deformation from solar heat gain.

2.2 BINDERS

2.2.1 Synthetic Soil Binders

Calcium chloride, or other standard manufacturer's spray on adhesives designed for dust suppression.

2.2.2 Geosynthetic Binders

Geosynthetic binders shall be manufactured in accordance with ASTM D 1560, ASTM D 2844; and shall be referred to as products manufactured for use as modified emulsions for the purpose of erosion control and soil stabilization. Emulsions shall be manufactured from all natural materials and provide a hard durable finish.

2.3 MULCH

Mulch shall be free from weeds, mold, and other deleterious materials. Mulch materials shall be native to the region.

2.3.1 Straw

Straw shall be stalks from oats, wheat, rye, barley, or rice, furnished in air-dry condition and with a consistency for placing with commercial mulch-blowing equipment.

2.3.2 Hay

Hay shall be native hay, sudan-grass hay, broomsedge hay, or other herbaceous mowings, furnished in an air-dry condition suitable for placing with commercial mulch-blowing equipment.

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2.3.3 Wood Cellulose Fiber

Wood cellulose fiber shall be 100 percent recycled material and shall not contain any growth or germination-inhibiting factors and shall be dyed with non-toxic, biodegradable dye an appropriate color to facilitate placement during application. Composition on air-dry weight basis: a minimum 9 to a maximum 15 percent moisture, and between a minimum 4.5 to a maximum 6.0 pH.

2.3.4 Paper Fiber

Paper fiber mulch shall be 100 percent post-consumer recycled news print that is shredded for the purpose of mulching seed.

2.3.5 Shredded Bark

Locally shredded material shall be treated to retard the growth of mold and fungi.

2.3.6 Wood By-Products

Wood locally chipped or ground bark shall be treated to retard the growth of mold and fungi.

Gradation: A maximum 2 inch wide by 4 inch long.

2.3.7 Coir

Coir shall be manufactured from 100 percent coconut fiber cured in fresh water for a minimum of 6 months.

2.3.8 Asphalt Adhesive

Asphalt adhesive shall conform to the following: Emulsified asphalt, conforming to ASTM D 977, Grade SS-1; and cutback asphalt, conforming to ASTM D 2028, Designation RC-70.

2.3.9 Mulch Control Netting and Filter Fabric

Mulch control netting and filter fabric may be constructed of lightweight recycled plastic, cotton, or paper or organic fiber. The recycled plastic shall be a woven or nonwoven polypropylene, nylon, or polyester containing stabilizers and/or inhibitors to make the fabric resistant to deterioration from UV, and with the following properties:

a. Minimum grab tensile strength (TF 25 #1/ASTM D 4632), 180 pounds.

b. Minimum Puncture (TF 25 #4/ASTM D 3787), 75 psi in the weakest direction.

c. Apparent opening sieve size of a minimum 40 and maximum 80 (U.S. Sieve Size).

d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D 4533), 50 pounds.

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2.3.10 Hydraulic Mulch

Hydraulic mulch shall be made of 100 percent virgin aspen wood fibers. Wood shall be naturally air-dried to a moisture content of 10.0 percent, plus or minus 3.0 percent. A minimum of 50 percent of the fibers shall be equal to or greater than 0.15 inch in length and a minimum of 75 percent of the fibers shall be retained on a 28 mesh screen. No reprocessed paper fibers shall be included in the hydraulic mulch.] Hydraulic mulch shall have the following mixture characteristics:

CHARACTERISTIC (typical) VALUE pH 5.4 + 0.1

Organic Matter (oven dried basis), percent 99.3 within + 0.2 Inorganic Ash (oven dried basis), percent 0.7 within + 0.2 Water Holding Capacity percent 1,401

2.3.11 Tackifier

Tackifier shall be a blended polyacrylimide material with non-ionic galactomannan of Gramineae endosperm in powder and crystalline form with molecular weights over 250,000.

Tackifier shall be pre-packaged in the hydraulic mulch at the rate recommended by the manufacture.

2.3.12 Dye

Dye shall be a water-activated, green color. Pre-package dye in water dissolvable packets in the hydraulic mulch.

2.4 GEOTEXTILE FABRICS

Geotextile fabrics shall be woven of polyester/polypropylene filaments formed into a stable network so that the filaments retain their relative position to each other. Sewn seams shall have strength equal to or greater than the geotextile itself. Install fabric to withstand maximum velocity flows as recommended by the manufacturer. The geotextile shall conform to the following minimum average roll values:

Property Performance Test Method Weight 58 percent X ASTM D 3776 Thickness 81 percent ASTM D 1777 Permeability 1,467 N X 1 ASTM D 4491 Abrasion Resistance 933 N ASTM D 3884

Type (percent strength retained)

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Tensile Grab Strength 15percent X ASTM D 4632 Grab Elongation 20percent ASTM D 4632 Burst Strength 5,510 kN/m2 ASTM D 3787 Puncture Strength 733 N ASTM D 4833 Trapezoid Tear 533 N X 533 N ASTM D 4533 Apparent Opening Size 40 US Std Sieve ASTM D 4751 UV Resistance @ 500 hrs 90 percent ASTM D 4355

2.5 EROSION CONTROL BLANKETS

2.5.1 Erosion Control Blankets Type I

Use Type I blankets for erosion control and vegetation establishment on roadside embankments, abutments, berms, shoulders, and median swales where natural vegetation will provide long term stabilization. Erosion control blankets shall be a machine-produced mat of 100% straw. The blanket shall be of consistent thickness with the straw evenly distributed over the entire area of the mat. Cover the blanket on the top side with a photodegradable polypropylene netting having an approximate 1/2 by 1/2 inch mesh and be sewn together on a maximum 1.5 inch centers with degradable thread. The erosion control blanket shall have the following properties:

Material Content

Straw 100 percent with approximately 0.50 lb/yd2 weight

Netting One side only, lightweight photodegradable with approximately

1.64 lb/1,000 ft2 weight.

Thread Degradable

Note 1: Photodegradable life a minimum of 2 months with a minimum 90 percent light penetration. Apply to slopes up to a maximum 3:1 gradient.

2.5.2 Erosion Control Blankets Type II

Erosion control blankets shall be a machine-produced mat of 100 percent straw. The blanket shall be of consistent thickness with the straw evenly distributed over the entire area of the mat. Cover the blanket on the top side with a polypropylene netting having an approximate 1/2 by 1/2 inch mesh with photodegradable accelerators to provide breakdown of the netting within approximately 45 days, depending upon geographic location and elevation. Sew the blanket together on a maximum 1.5 inch centers with degradable thread. The erosion control blanket shall have the following properties:

Straw 100 percent with approximately 0.50 lb/yd2 weight.

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Netting One side only, photodegradable with photo accelerators and approximately 1.64 lb/1,000 ft2 weight.

NOTE: Photodegradable life a minimum of 10 months with a minimum 90 percent light penetration. Apply to slopes up to a maximum 3:1 gradient.

2.5.3 Erosion Control Blankets Type III

Type III blankets shall be used for erosion control and vegetation establishment on roadside embankments, abutments, berms, shoulders, and median swales where natural vegetation will provide long term stabilization. Erosion control blanket shall be a machine-produced mat consisting of 70 percent straw and 30 percent coconut fiber. The blanket shall be of consistent thickness with the straw and coconut fiber evenly distributed over the entire area of the mat. Cover the blanket on the top side with heavyweight photodegradable polypropylene netting having UV additives to delay breakdown and an approximate 5/8 by 5/8 inch mesh, and on the bottom side with a lightweight photodegradable polypropylene netting with an approximate 1/2 by 1/2 inch mesh. Sew the blanket together on 1/2 inch centers with degradable thread. The erosion control blanket shall have the following properties:

Straw 70 percent by approximately 0.35 lb/yd2.

Coconut Fiber 30 percent by approximately 0.15 lb/yd2 weight.

Netting Top side heavyweight photodegradable with UV additives and approximately 3 lb/1,000 ft2 weight.

Bottom side lightweight photodegradable with approximately penetration. Apply to slopes with a gradient less than 1.5:1.

2.5.4 Erosion Control Blankets Type IV

Erosion control blanket shall be a machine-produced mat of 100 percent straw. The blanket mat. Cover the blanket on the top and bottom sides with lightweight photodegradable polypropylene netting having an approximate ½ inch by 1/2 inch mesh. Sew the blanket together on 1/2 inch centers with degradable thread. The erosion control blanket shall have the following properties:

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Straw 100 percent with approximately 0.5 lb/yd2 weight.

Netting Both sides lightweight photodegradable with approximately

NOTE: Photodegradable life a minimum of 2 months with a minimum 90 percent light penetration. Apply to slopes with a gradient of less than 1.5:1.

2.5.5 Erosion Control Blankets Type V

Erosion control blanket shall be a machine-produced mat of 100 percent straw. The blanket mat. Cover the blanket on the top side with polypropylene netting having an approximate 1/2 by 1/2 inch mesh with photodegradable accelerators to provide breakdown of the netting within approximately 45 days, depending upon geographic location and elevation. Cover the bottom with a polypropylene netting having an approximate ½ inch by 1/2 inch mesh with photo accelerators. Sew the blanket together on 1/2 inch centers with degradable thread.

The erosion control blanket shall have the following properties:

Straw 100 percent with approximately 0.5 lb/yd2 weight.

Netting Top side lightweight photodegradable with photo accelerators with Approximately 1.64 lb/1,000 ft2 weight.

Thread Bottom side lightweight photodegradable with photo accelerators and Approximately 1.64 lb/1,000 ft2 weight.

penetration. Apply to slopes up to a maximum 2:1 gradient.

2.5.6 Erosion Control Blankets Type VI

Erosion control blanket shall be a machine-produced 100 percent biodegradable mat with a 100 percent straw fiber matrix. The blanket shall be of consistent thickness with the straw fiber evenly distributed over the entire area of the mat. Cover the blanket on the top side with a 100 percent biodegradable woven natural organic fiber netting. The netting shall consist of machine directional strands formed from two intertwined yarns with cross directional strands interwoven through the twisted machine strands (commonly referred to as a Leno weave) to form an approximate ½ inch by 1/2 inch mesh. Sew the blanket together with biodegradable thread on 1.5 inch centers. The erosion control blanket shall have the following properties:

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Matrix 100 percent straw fiber with approximately 0.50 lb/yd2 weight

Netting One side only, Leno woven 100% biodegradable natural organic fiber

Weight approximately 9.3 lb/1,000 ft.

Thread Biodegradable

NOTE: Photodegradable life a minimum of 10 months with a minimum 90 Percent light penetration. Apply to slopes up to a maximum 2:1 gradient.

2.5.7 Erosion Control Blankets Type VII

Erosion control blanket shall be a machine-produced 100 percent biodegradable mat with an herbaceous straw fiber matrix. The blanket shall be of consistent thickness with the straw evenly distributed over the entire area of the mat. Cover the blanket on the top and bottom sides with 100 percent biodegradable woven natural fiber netting. The netting shall consist of machine directional strands formed from two intertwined yarns with cross directional strands interwoven through the twisted machine strands (commonly referred to as a Leno weave) to form an approximate 1/2 by 1/2 inch mesh. Sew the blanket together with biodegradable thread on 1.5 inch centers. The blanket shall have the following properties:

Straw 100 percent straw fiber with approximately 0.5 lb/yd2 weight.

Netting Top and bottom sides, Leno woven 100% biodegradable natural organic fiber with approximately 9.3 lb/1,000ft2 weight.

Note: Photodegradable life a minimum of 18 months with a minimum 90 percent light penetration. Apply to slopes up to a maximum 1.5:1 gradient.

2.5.8 Erosion Control Blankets Type VIII

Erosion control blanket shall be a machine-produced 100 percent biodegradable mat with a 70 percent herbaceous straw and 30 percent coconut fiber blend matrix. The blanket shall be of consistent thickness with the straw and coconut fiber evenly distributed over the entire area of the mat. Cover the blanket on the top and bottom sides with 100 percent biodegradable woven natural organic fiber netting. The netting shall consist of machine directional strands formed from two intertwined yarns with cross directional strands interwoven through the twisted machine strands (commonly referred to as a Leno weave) to form an approximate 1/2 by 1/2 inch mesh. Sew the blanket together with biodegradable

SECTION 31 32 11 SOIL SURFACE EROSION CONTROL Page 14 of 25 thread on 1.5 inch centers. Straw/Coconut fiber erosion control blanket shall have the following properties:

Matrix 70 percent straw fiber with approximately. 0.35 lb/yd2 weight.

30 percent coconut fiber cured in fresh water with approximately

0.15 lb/yd2 weight.

Netting Both sides woven 100% biodegradable natural organic fiber with approximately 9.3 lbs/1,000 ft2 weight.

NOTE: Photodegradable life a minimum of 24 months with a minimum 90 percent light penetration. Apply to slopes up to a maximum 1.5:1 gradient.

2.5.9 Erosion Control Blankets Type IX (Turf Reinforcement Mat)

Permanent erosion control/turf reinforcement mat is constructed of 100 percent coconut fiber stitch bonded between a heavy duty UV stabilized bottom net, and a heavy duty UV stabilized cuspated (crimped) middle netting overlaid with a heavy duty UV stabilized top net. The cuspated netting forms prominent closely spaced ridges across the entire width of the mat. The three nettings are stitched together on 1.5 inch centers with UV stabilized polypropylene thread to form a permanent three dimensional structure. The following list contains further physical properties of the turf erosion control mat.

Property Test Method Value Units

Ground Cover Image Analysis 93 percent Thickness ASTM D 1777 0.63 in Mass Per Unit Area ASTM D 3776 0.92 lb/sy Tensile Strength ASTM D 5035 480 lb/ft Elongation ASTM D 5035 percent Tensile Strength ASTM D 5035 960 lb/ft Elongation ASTM D 5035 31 percent

Tensile Strength ASTM D 5034/ASTM D 5035 177 lbs

Elongation ASTM D 5034/ASTM D 5035 22 percent

Resiliency ASTM D 1777 greater than 80 percent

UV Stability* ASTM D 4355 151 lbs 86 percent Color(permanent net) UV Black

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Porosity(permanent greater than 95 percent net)Calculated Minimum Filament Measured 0.03 in

Diameter (permanent net)

NOTE 1: *ASTM D 5034/ASTM D 5035 Tensile Strength and percent Strength Retention of material after 1000 hours of exposure in Xenon-Arc Weatherometer.

NOTE 2: Photodegradable life a minimum of 36 months with a minimum 90 percent light penetration. Apply to slopes up to a maximum 1:1 gradient.

2.5.10 Erosion Control Blankets Type X (Turf Reinforcement Mat)

Permanent erosion control/turf reinforcement mat shall be constructed of 100 percent UV stabilized high denier polypropylene fiber sewn between a black UV stabilized 1/2 inch mesh polypropylene netting on the top 5 lbs/1000 square ft and a black UV stabilized 5/8 inch mesh polypropylene netting on the bottom 3 lbs/1000 square ft with polypropylene thread.

The mat shall be resistant to photo and chemical degradation. The following list contains further physical properties of the turf reinforcement mat.

Property Test Method Value Units Thickness ASTM D 1777 0.56 in Resiliency 100 PSI-3 cycles 94 percent

Mass Per Unit Area ASTM D 3776 11.2 oz/sq yd

Tensile Strength ASTM D 4632 35.2 lbs Elongation ASTM D 4632 25.5 percent

Tensile Strength ASTM D 4595 259.2 lbs/ft Elongation ASTM D 4995 20.9 percent Tensile Strength ASTM D 5035 300 lbs/ft Elongation ASTM D 5035 51 percent

Tensile Strength

ASTM D

5034/ASTM D 5035 89 lbs

Elongation

ASTM D

5034/ASTM D 5035 21 percent uv Stability* ASTM D 4355 81* lbs 90* percent

NOTE 1: *ASTM D 5034/ASTM D 5035 Tensile Strength and percent Strength Retention of material after 1000 hours of exposure in Xenon-Arc Weatherometer.

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NOTE 2: Photodegradable life a minimum of 36 months with a minimum 90 percent light penetration. Apply to slopes up to a maximum 1:1 gradient.

2.5.11 Erosion Control Blankets Type XI (Re-vegetation Mat)

Seed-incorporated blanket option shall consist of 2-ply 100 percent recycled, unbleached, cellulose tissue. Uniformly distribute a seed mix upon the bottom ply of cellulose tissue and fully overlaid with a top cellulose ply to provide complete envelopment of the seed layer.

Sew the seed-incorporated cellulose medium to the bottom side of the specified erosion control blanket.

Top ply 1-ply 100 percent recycled unbleached cellulose tissue with approximately

4.3 lbs/1,000 ft2 weight.

Seed 0.033 lbs/yd2 (160 lbs/acre)

0.017 lbs/yd2 (80 lbs/acre)

Bottom ply 1-ply recycled unbleached cellulose issue with approximately

4.3 lbs/(1,000 ft2) weight.

NOTE: Photodegradable life a minimum of 36 months with a minimum 90 percent light penetration. Apply to slopes up to a minimum 1:1 gradient.

2.5.13 Seed

2.5.13.1 Seed Classification

State-certified native seed mix of the latest season's crop shall be provided in original sealed packages bearing the producer's guaranteed analysis for percentages of mixture, purity, germination, hard seed, weed seed content, and inert material. Conform labels to the AMS Seed Act and applicable state seed laws. Submit the Seed Establishment Period information as specified in the Submittals paragraph.

2.5.13.2 Permanent Seed Species and Mixtures

Proportion permanent seed species and mixtures by weight as follows:

Seed shall be installed in accordance with Section 32 92 19 SEEDING.

2.5.13.3 Quality

Weed seed shall be a maximum 1 percent by weight of the total mixture.

2.5.15 Staples

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Staples shall be as recommended by the manufacturer.

2.6 SYNTHETIC GRID AND SHEET…