Aashto M288 4w194u
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Standard Specification for
Geotextile Specification for Highway Applications AASHTO DESIGNATION: M 288-06
1.
SCOPE
1.1.
This is a materials specification covering geotextile fabrics for use in subsurface drainage; separation; stabilization; erosion control; temporary silt fence; and paving fabrics. This is a material purchasing specification and design review of use is recommended.
1.2.
This specification sets forth a set of physical, mechanical and endurance properties that must be met, or exceeded, by the geotexile being manufactured.
1.3.
In the context of quality systems and management, this specification represents a manufacturing quality control (MQC) document. However, its general use is essentially as a recommended design document.
1.4.
This specification is intended to assure both good quality and performance of geotextiles used as listed in Section 1.1, but is possibly not adequate for the complete specification in a specific situation. Additional tests, or more restrictive values for the tests indicated, may be necessary under conditions of a particular application.
1.5.
This specification is based on geotextile survivability from installation stresses. Designers should be aware that the classes in this specification reflect this basic premise. Refer to Appendix XI of this specification for geotextile construction guidelines.
2.
REFERENCED DOCUMENTS
2.1.
AASHTO Standards T 88, Particle Size Analysis of Soils T 90, Determining the Plastic Limit and Plasticity Index of Soils T 99, The Moisture-Density Relations of Soils Using a 2.5 kg (5.5 lb) Rammer and a 305 mm (12 in.) Drop
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2.2.
ASTM Standards:1 D 123, Standard Terminology Relating to Textiles D 276, Test Method for Identification of Fibers in Textiles D 4354, Practice for Sampling of Geosynthetics for Testing D 4355, Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-Arc Type Apparatus) D 4439, Terminology for Geosynthetics D 4491, Test Methods for Water Permeability of Geotextiles by Permittivity D 4533, Test Method for Trapezoid Tearing Strength of Geotextiles D 4632, Test Method for Grab Breaking Load and Elongation of Geotextiles D 4751, Test Method for Determining Apparent Opening Size of a Geotextile D 4759, Practice for Determining the Specification Conformance of Geosynthetics D 4873, Guide for Identification, Storage, and Handling of Geotextiles D 5141, Test Method to Determine Filtering Efficiency and Flow Rate for Silt Fence Application of a Geotextile Using Site Specific Soils D 5261, Test Method for Measuring Mass per Unit Area of Geotextiles D 6140, Test Method for Determining the Asphalt Retention of Paving Fabrics D 6241, Test Method for Static Puncture Strength of Geotextiles and Geotextile Related Products Using a 50-mm Probe
3.
DEFINITIONS
3.1.
Formulation – The mixture of a unique combination of ingredients identified by type, properties and quantity. For nonwoven geotextiles, a formulation is defined as the exact percentages and types of resin(s), additives and/or carbon black.
3.2.
Manufacturing Quality Control (MQC) – A planned system of inspections that is used to directly monitor and control the manufacture of a material which is factory originated. MQC is normally performed by the manufacturer of geosynthetic materials and is necessary to ensure minimum (or maximum) specified values in the manufactured product. MQC refers to measures taken by the manufacturer to determine compliance with the requirements for materials and workmanship as stated in certification documents and contract specifications [ref. EPA/600/R-93/182].
3.3.
Minimum Average Roll Value (MARV) – For geosynthetics, a manufacturing quality control toot used to allow manufacturers to establish published values such that the /purchaser will have a 97.7 percent confidence that the property in question will 1
Available from ASTM, 1916 Race Street, Philadelphia, PA 19103-1187.
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meet published values. For normally distributed data, "MARV" is calculated as the typical value minus two standard deviations from documented quality control test results for a defined population from one specific test method associated with one specific property. 3.4.
Minimum Value – The lowest sample value from documented manufacturing quality control test results for a defined population from one test method associated with one specific property.
3.5.
Maximum Value – The highest sample value from documented manufacturing quality control test results for a defined population from one test method associated with one specific property.
4.
PHYSICAL REQUIREMENTS
4.1.1
Fibers used in the manufacture of geotextiles, and the threads used in ing geotextiles by sewing, shall consist of long-chain synthetic polymers, composed of at least 95 percent by weight of polyolefins or polyesters. They shall be formed into a stable network such that the filaments or yarns retain their dimensional stability relative to each other, including selvages.
4.2
Geotextiles used for subsurface drainage, separation, stabilization, and permanent erosion control applications shall conform to the physical requirements of Section 8. Geotextiles used for temporary silt fence shall conform to the physical requirements of Section 9 and geotextiles used as paving fabrics shall conform to the physical requirements of Section 10.
4.3
All property values, with the exception of apparent opening size (AOS), in these specifications represent minimum average roll values (MARV) in the weakest principle direction (i.e., average test results of any roll in a lot sampled for conformance or quality assurance testing shall meet or exceed the minimum values provided herein). Values for AOS represent maximum average roll values.
5.
CERTIFICATION
5.1.
The contractor shall provide to the engineer a certificate stating the name of the manufacturer, product name, style number, chemical composition of the filaments or yarns, and other pertinent information to fully describe the geotextile.
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5.2.
The Manufacturer is responsible for establishing and maintaining a quality control program to assure compliance with the requirements of the specification. Documentation describing the quality control program shall be made available upon request.
5.3.
The manufacturer’s certificate shall state that the furnished geotextile meets MARV requirements of the specification as evaluated under the manufacturer’s quality control program. A person having legal authority to bind the manufacturer shall attest to the certificate.
5.4.
Either mislabeling or misrepresentation of materials shall be reason to reject those geotextile products.
6.
SAMPLING, TESTING, AND ACCEPTANCE
6.1.
Geotextiles shall be subject to sampling and testing to conformance with this specification. Sampling shall be in accordance with the most current ASTM D 4354 using the section titled, “Procedure for Sampling for Purchaser’s Specification Conformation Testing.” In the absence of purchaser’s testing, verification may be based on manufacturer’s certifications as a result of a testing by the manufacturer of quality assurance samples obtained using he procedure for Sampling or Manufacturer’s Quality Assurance (MQA) Testing. A lot size shall be considered to be the shipment quantity of the given product or a truckload of the given product, whichever is smaller.
6.2.
Testing shall be performed in accordance with the methods referenced in this specification for the indicated application. The number of specimens to test per sample is specified by each test method. Geotextile product acceptance shall be based on ASTM D 4759. Product acceptance is determined by comparing the average test results of all specimens within a given sample to the specification MARV. Refer to ASTM D 4759 for more details regarding geotextile acceptance procedures.
7.
SHIPMENT AND STORAGE
7.1.
Geotextiles labeling, shipment, and storage shall follow ASTM D 4873. Product labels shall clearly show the manufacturer or supplier name, style name, and roll
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number. Each shipping document shall include a notation certifying that the material is in accordance with the manufacturer’s certificate. 7.2.
Each geotextile roll shall be wrapped with a material that will protect the geotextile, including the ends of the roll, from damage due to shipment, water, sunlight, and contaminants. The protective wrapping shall be maintained during periods of shipment and storage.
7.3
During storage, geotextile rolls shall be elevated off the ground and adequately covered to protect them from the following: site construction damage, precipitation, extended ultraviolet radiation including sunlight, chemicals that are strong acids or strong bases, flames including welding sparks, temperatures in excess of 71°C (160°F), and any other environmental condition that may damage the physical property values of the geotextile.
8.
GEOTEXTILE PROPERTY REQUIREMENTS FOR SUBSURFACE DRAINAGE, SEPARATION, STABILIZATION, AND PERMANENT EROSION CONTROL
8.1
General Requirements:
8.1.1
Table 1 provides strength properties for three geotextile classes. The geotextile shall conform to the properties of Table 1 based on the geotextile class required in Table 2, 3, 4, 5, or 6 for the indicated application.
8.1.2
All numeric values in Table 1 represent MARV in the weaker principal direction. The geotextile properties required for each class are dependent upon geotextile elongation. When sewn seams are required, the seam strength, as measured in accordance with ASTM D 4632, shall be equal to or greater than 90 percent of the specified grab strength.
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Table 1 – Geotextile Strength Property Requirements Geotextile Class Class 1 Test Methods
a,b
Class 2
Class 3
Elongation
Elongation
Elongation
Elongation
Elongation
Elongation
Units
< 50%
> 50%
< 50%
> 50%
< 50%
> 50%
c
c
c
c
c
c
Grab strength
ASTM D 4632
N
1400
900
1100
700
800
500
Sewn seam d strength
ASTM D 4632
N
1260
810
990
630
720
450
Tear strength
ASTM D 4533
N
500
350
400
e
250
300
180
Puncture strength
ASTM D 6241
N
2750
1925
2200
1375
1650
990
Permittivity
ASTM D 4491
sec
Apparent opening size
ASTM D 4751
mm
Ultraviolet stability (retained strength)
ASTM D 4355
%
a
b c d e
-1
Minimum property values for permittivity, AOS, and UV stability are based on geotextile application. Refer to Table 2 subsurface drainage, Table 3 and Table 4 for separation, Table 5 for stabilization, and Table 6 for permanent erosion control.
Required geotextile class is designated in Tables 2, 3, 4, 5, or 6 for the indicated application. The severity of installation conditions for the application generally dictate the required geotextile class. Class 1 is specified for more severe or harsh installation conditions where there is a greater potential for geotextile damage, and Classes 2 and 3 are specified for less severe conditions. All numeric values represent MARV in the weaker principal direction. (See Section 8.1.2) As measured in accordance with ASTM D 4632. When sewn seams are required. Refer to Appendix for overlap seam requirements. The required MARV tear strength for woven monofilament geotextiles is 250 N.
8.2
Subsurface Drainage Requirements:
8.2.1
Description – This specification is applicable to placing a geotextile against a soil to allow for long-term age of water into a subsurface drain system retaining the in situ soil. The primary function of the geotextile in subsurface drainage applications is filtration. Geotextile filtration properties are a function of the in situ soil gradation, plasticity, and hydraulic conditions.
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8.2.2
Geotextile Requirements – The geotextile shall meet the requirements of Table 2. Woven slit film geotextiles (i.e., geotextiles made from yarns of a flat, tape-like character) will not be allowed. All numeric values in Table 2, except AOS represent MARV in the weaker principal direction. Values of AOS represent maximum average roll values.
8.2.3
The property values in Table 2 represent default values that provide sufficient geotextile survivability under most construction conditions. Note b of Table 2 provides for a reduction in the minimum property requirements when sufficient survivability information is available. The engineer may also specify properties different from that listed in Table 2 based on engineering design experience.
8.3
Separation Requirements:
8.3.1
Description – This specification is applicable to the use of a geotextile to prevent mixing of a subgrade soil and an aggregate cover material (subbase, base, select embankment, etc.). This specifications may also apply to situations other than beneath pavements where separation of two dissimilar materials is required, but where water seepage through the geotextile is not a critical function.
8.3.2
The separation application is appropriate for pavement structures constructed over soils with a California Bearing Ratio equal to or greater than 3 (CBR > 3) (shear strength greater than approximately 90 kPa). It is appropriate for unsaturated subgrade soils. The primary function of a geotextile in this application is separation.
8.3.3
Geotextile Requirements – The geotextile shall meet the requirements of Table 3. All numeric values in Table 3 except AOS represent MARV in the weakest principal direction. Values for AOS represent maximum average roll values.
8.3.4
The property values in Table 3 represent default values that provide for sufficient geotextile survivability under most construction conditions. The engineer may also specify properties different from those listed in Table 3 based on engineering design and experience.
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Table 2 – Subsurface Drainage Geotextile Requirements Requirements Percent In Situ Soil ing 0.075 mma Test Methods
Units
< 15
15 to 50
> 50
Class 2 from Table 1b
Geotextile class Permittivityc,d
ASTM D 4491
sec-1
0.5
0.2
0.1
Apparent opening sizec,d
ASTM D 4751
mm
0.43 max avg roll value
0.25 max avg roll value
0.22e max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
a b
c
d
e
50% after 500 hrs of exposure
Based on grain size analysis of in situ soil in accordance with T 88. Default geotextile selection. The engineer may specify a Class 3 geotextile from Table 1 for trench drain applications based on one or more of the following: 1) The engineer has found Class 3 geotextiles to have sufficient survivability based on field experience. 2) The engineer has found Class 3 geotextiles to have sufficient survivability based on laboratory testing and visual inspection of a geotextile sample removed from a field test section constructed under anticipated field conditions. 3) Subsurface drain depth is less than 2 m; drain aggregate diameter is less than 30 mm; and compaction requirement is less than 95 percent of T 99. These default filtration property values are based on the predominant particle size of in situ soil. In addition to the default permittivity value, the Engineer may require geotextile permeability and/or performance testing based on engineering design for drainage systems in problematic soil environments. Site specific geotextile design should be performed especially if one or more of the following problematic soil environments are encountered: unstable or highly erodible soils such as non-cohesive silts; gap graded soils; alternating sand/silt laminated soils; dispersive clays; and/or rock flour. For cohesive soils with a plasticity index greater than seven, geotextile maximum average roll value for apparent opening size is 0.30 mm.
Table 3 – Separation Geotextile Property Requirements Test Methods
Units
Geotextile Class
Requirements See Table 4
Permittivity
ASTM D 4491
sec-1
0.02a
Apparent opening size
ASTM D 4751
mm
0.60 max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
50% after 500 hrs of exposure
a
Default value. Permittivity of the geotextile should be greater than that of the soil (Ψg > Ψs). The engineer may also require the permeability of the geotextile to be greater than that of the soil (kg > ks).
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Table 4 – Required Degree of Survivability as a Function of Subgrade Conditions, Construction Equipment, and Lift Thickness (Class 1, 2, and 3 properties are given in Table 1; Class 1 + properties are higher than Class 1, but not defined at this time and if used must be specified by the purchaser)a Low-ground pressure equipment < 25 kPa (3.6 psi)
Medium groundpressure equipment > 25 to < 50 kPa (>3.6 to < 7.3 psi)
High groundpressure equipment > 50 kPa (> 7.3 psi)
Subgrade has been cleared of all obstacles except grass, weeds, leaves, and fine wood debris. Surface is smooth and level so that any shallow depressions and Low Moderate High (Class 3) (Class 2) (Class 1) humps do not exceed 450 mm (18 in.) in depth or height. All larger depressions are filled. Alternatively, a smooth working table may be placed. Subgrade has been cleared of obstacles larger than small to moderate-sized tree limbs and rocks. Tree Moderate High Very high trunks and stumps should be removed or covered with a partial working table. Depressions and humps should (Class 2) (Class 1) (Class 1+) not exceed 450 mm (18 in.) in depth or height. Larger depressions should be filled. Minimal site preparation is required. Trees may be felled, delimbed, and left in place. Stumps should be cut to project not more than + 150 mm (+ 6 in.) above subgrade. Geotextile may be draped directly over the High Very high Not tree trunks, stumps, large depressions and humps, (Class 1) (Class 1+) recommended holes, stream channels, and large boulders. Items should be removed only I f placing the geotextile and cover material over them will distort the finished road surface. a Recommendations are for 150 to 300 mm (6 to 12 in.) initial lift thickness. For other initial lift thicknesses: 300 to 450 (12 to 18 in.): reduce survivability requirement by one level; 450 to 600 mm (18 to 24 in.): reduce survivability requirement two levels; > 600 mm ((24 in.): reduce survivability requirement three levels For special construction techniques such as prerutting, increase the geotextile survivability requirement one level. Placement of excessive initial cover material thickness may cause bearing failure of the soft subgrade.
Stabilization Requirements: 8.3.5
Description – This specification is applicable to the use of a geotextile in wet, saturated conditions to provide the coincident functions of separation and filtration. In some installations, the geotextile can also provide the function of reinforcement. Stabilization is applicable to pavement structures constructed over soils with a California Bearing Ratio between one and three (1
<3) (shear strength between approximately 30 kPa and 90 kPa).
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8.3.6
The stabilization application is appropriate for subgrade soils that are saturated due to a high groundwater table or due to prolonged periods of wet weather. This specification is not appropriate for embankment reinforcement where stress conditions may cause global subgrade foundation or stability failure. Reinforcement of the pavement section is a site specific design issue.
8.3.7
Geotextile Requirements – The geotextile shall meet the requirements of Table 5. All numeric values in Table 5 except AOS represent MARV in the weakest principal direction. Values for AOS represent maximum average roll values.
8.3.8
The property values in Table 5 represent default values that provide for sufficient geotextile survivability under most construction conditions. Note 2 of Table 5 provides for a reduction in the minimum property requirements when sufficient survivability information is available. The engineer may also specify properties different from that listed in Table 5 based on engineering design and experience.
Table 5 – Stabilization Geotextile Property Requirements Test Methods
Units
Requirements Class 1 from Table 1a
Geotextile class Permittivity
ASTM D 4491
sec-1
0.05b
Apparent opening size
ASTM D 4751
mm
0.43 max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
50% after 500 hrs of exposure
a
b
Default geotextile selection. The engineer may specify a Class 2 or 3 geotextile from Table 1 based on one or more of the following: 1. The engineer has found the class of geotextile to have sufficient survivability based on field experience. 2. The engineer has found the class of geotextile to have sufficient survivability based on laboratory testing and visual inspection of a geotextile sample removed from a field test section constructed under anticipated field conditions. Default value. Permittivity of the geotextile should be greater than that of the soil (Ψg > Ψs). The engineer may also require the permeability of the geotextile to be greater than that of the soil (kg > ks).
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8.4
Permanent Erosion Control:
8.4.1
Description – This specification is applicable to the use of a geotextile between energy absorbing armor systems and in the in situ soil to prevent soil loss resulting in excessive scour and to prevent hydraulic uplift pressures causing instability of the permanent erosion control system. This specification does not apply to other types of geosynthetic soil erosion control materials such as turf reinforcement mats.
8.4.2
The primary function the geotextile serves in permanent erosion control applications is filtration. Geotextile filtration properties are a function of hydraulic conditions, and in situ soil gradation, density, and plasticity.
8.4.3
Geotextile Requirements – The geotextile shall meet the requirements of Table 6. Woven slit film geotextiles (i.e., geotextiles made from yarns of flat, tape-like character) will not be allowed. All numeric values in Table 6 except AOS represent MARV in the weaker principal direction. Values for AOS represent maximum average roll values.
8.4.4
The property values in Table 6 represent default values which provide for sufficient geotextile survivability under conditions similar to or less severe than those described under Note b of Table 6. Note c of Table 6 provides for a reduction in the minimum property requirements when sufficient survivability information is available or when the potential for construction damage is reduced. The engineer may also specify properties different from that listed in Table 6 based on engineering design and experience.
9.
TEMPORARY SILT FENCE REQUIREMENTS
9.1
Description – This specification is applicable to the use of a geotextile as a vertical, permeable interceptor designed to remove suspended soil from overland water flow. The function of a temporary silt fence is to filter and allow settlement of soil particles from sediment-laden water. The purpose is to prevent the eroded soil from being transported off the construction site by water runoff.
9.2
Geotextile Requirements – The geotextile used for temporary silt fence may or may not be ed between posts with wire or polymeric mesh. The temporary silt fence geotextile shall meet the requirements of Table 7. All numeric values in Table 7 except AOS represent MARV. Values for AOS represent maximum average roll values.
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9.3 Field monitoring shall be performed to that the armor system placement does not damage the geotextile. The minimum height above ground for all silt fence shall be 750 mm. Minimum embedment depth shall be 150 mm. Refer to Appendix X1 for more detailed installation requirements.
Table 6 – Permanent Erosion Control Geotextile Requirements Requirements, Percent In Situ Soil ing 0.075 mma Test Methods
Units
< 15
15 to 50
Geotextile class: Woven monofilament geotextiles All other geotextiles
> 50
Class 2 from Table 1b Class 1 from Table 1b,c
Permittivitya,d
ASTM D 4491
sec-1
0.7
0.2
0.1
Apparent opening sizec,d,e
ASTM D 4751
mm
0.43 max avg roll value
0.25 max avg roll value
0.22e max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
a b
c
d
e
50% after 500 hrs of exposure
Based on grain size analysis of in situ soil in accordance with AASHTO T 88. As a general guideline, the default geotextile selection is appropriate for conditions of equal or less severity than either of the following: 1. Armor layer stone weights do not exceed 100 kg, stone drop height is less than 1 m, and no aggregate bedding is required. 2. Armor layer stone weighs more than 100 kg, stone drop height is less than 1 m, and the geotextile is protected by a 150-mm thick aggregate bedding layer designed to be compatible with the armor layer. More severe applications require an assessment of geotextile survivability based on a field trial section and may require a geotextile with higher strength properties. The engineer may specify a Class 2 geotextile from Table 1 based on one or more of the following: 1. The engineer has found Class 2 geotextiles to have sufficient survivability based on field experience. 2. The engineer has found Class 2 geotextiles to have sufficient survivability based on laboratory testing and visual inspection of a geotextile sample removed from a field test section constructed under anticipated field conditions. 3. Armor layer stone weighs less than 100 kg, stone drop height is less than 1 m, and the geotextile is protected by a 150-mm thick aggregate bedding layer designed to be compatible with the armor layer. 4. Armor layer stone weights do not exceed 100 kg, and stone is placed with a zero drop height. These default filtration property values are based on the predominant particle size of in situ soil. In addition to the default permittivity value, the engineer may require geotextile permeability and/or performance testing based on engineering design for drainage systems in problematic soil environments. See the following: 1. Site specific geotextile design should be performed especially if one or more of the following problematic soil environments are encountered: unstable or highly erodible soils such as non-cohesive silts; gap graded soils; alternating sand/silt laminated soils; dispersive clays; and/or rock flour. 2. For cohesive soils with a plasticity index greater than seven, geotextile maximum average roll values for apparent opening size is 0.30 mm.
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Table 7 – Temporary Silt Fence Property Requirements Requirements Uned Silt Fence Test Methods
Units
Maximum post spacing
ed Silt Fencea
Geotextile Elongation > 50%b
Geotextile Elongation < 50%b
1.2 m
1.2 m
2m
400 400
550 450
550 450
Grab strength Machine direction X-Machine direction
ASTM D 4632
Permittivityc
ASTM D 4491
sec-1
0.05
0.05
0.05
Apparent opening size
ASTM D 4751
mm
0.60 max avg roll value
0.60 max avg roll value
0.60 max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
70% after 500 hrs of exposure
70% after 500 hrs of exposure
a b c
N
Silt fence shall consist of 14-gage steel wire with a mesh spacing of 150 mm by 150 mm or prefabricated polymeric mesh of equivalent strength. As measured in accordance with ASTM D 4632. These default filtration property values are based on empirical evidence with a variety of sediments. For environmentally sensitive areas, a review of previous experience and/or site or regionally specific geotextile tests should be performed by the agency to confirm suitability of these requirements.
10.
PAVING FABRIC REQUIREMENTS
10.1
Description – This specification is applicable to the use of a paving fabric, saturated with asphalt cement, between pavement layers. The function of the paving fabric is to act as a waterproofing and stress relieving membrane within the pavement structure. This specification is not intended to describe fabric membrane systems specifically designed for pavement ts and localized (spot) repairs.
10.2
Paving Fabric Requirements – The paving fabric shall meet the requirements of Table 8. All numeric values in Table 8 represent MARV in the weaker principal direction.
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Table 8 – Paving Fabric Property Requirementsa
a b
c
Test Methods
Units
Requirements
Grab Strength
ASTM D 4632
N
450
Ultimate Elongation
ASTM D 4632
%
> 50
Mass Per Unit Area
ASTM D 5261
gm/m2
140
Asphalt Retention1
ASTM D 6140
l/m2
bc
Melting Point
ASTM D 276
C
150
All numeric values represent MARV in the weaker principal direction. (Refer to Section 10.2.) Asphalt required to saturate paving fabric only. Asphalt retention must be provided in manufacturer certification. (Refer to Section 5.) Value does not indicate the asphalt application rate required for construction. Refer to Appendix for discussion of asphalt application rate. Product asphalt retention property must meet the MARV value provided by the manufacturer certification. (Refer to Section 5.)
______________
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APPENDIX (Nonmandatory Information) X1.
CONSTRUCTION/INSTALLATION GUIDELINES
X1.1.
GENERAL
X1.1.1.
This Appendix is intended for use in conjunction with M 288 for Geotextiles. The specification details materials properties for geotextiles used in drainage, erosion control, separation/stabilization, silt fences, and pavement overlay application. The material properties are only one factor in a successful installation involving geotextiles. Proper construction and installation techniques are essential in order to ensure that the intended function of the geotextile is fulfilled.
X1.1.2.
Geotextile Identification, Packaging, and Storage:
X1.1.2.1.
Refer to ASTM D 4873.
X.1.1.3
Geotextile Exposure Following Placement:
X1.1.3.1.
Atmospheric exposure of geotextiles to the elements following lay down shall be a maximum of 14 days to minimize damage potential.
X1.1.4.
Seaming:
X1.1.4.1.
If a sewn seam is to be used for the seaming of the geotextile, the thread used shall consist of high strength polypropylene, or polyester. Nylon thread shall not be used. For erosion control applications, the thread shall also be resistant to ultraviolet radiation. The thread shall be of contrasting color to that of the geotextile itself.
X1.1.4.2.
For seams that are sewn in the field, the contractor shall provide at least a twometer length of sewn seam for sampling by the engineer before the geotextile is installed. For seams that are sewn in the factory, the engineer shall obtain samples of the factory seams at random from any roll of geotextile that is used on the project.
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X1.1.4.2.1.
For seams that are field sewn, the seams sewn for sampling shall be sewn using the same equipment and procedures as will be used for the production seams. If seams are sewn in both the machine and cross machine direction, samples of seams from both directions shall be provided.
X1.1.4.2.2.
The contractor shall submit the seam assembly description along with the sample of the seam. The description shall include the seam type, stitch type, sewing thread, and stitch density.
X1.2.
DRAINAGE GEOTEXTILES2 (See Sections 8.1 & 8.2)
X1.2.1.
Construction:
X1.2.1.1.
Trench excavation shall be done in accordance with details of the project plans. In all instances excavation shall be done in such a way so as to prevent large voids from occurring in the sides and bottom of the trench. The graded surface shall be smooth and free of debris.
X1.2.1.2.
In the placement of the geotextile for drainage applications, the geotextile shall be placed loosely with no wrinkles or folds, and with no void spaces between the geotextile and the ground surface. Successive sheets of geotextiles shall be overlapped a minimum of 300 mm, with the upstream sheet overlapping the downstream sheet.
X1.2.1.2.1.
In trenches equal to or greater than 300 mm in width, after placing the drainage aggregate the geotextile shall be folded over the top of the backfill material in a manner to produce a minimum overlap of 300 mm. In trenches less than 300 mm but greater than 100 mm wide, the overlap shall be equal to the width of the trench. Where the trench is less than 100 mm the geotextile overlap shall be sewn or otherwise bonded. All seams shall be subject to the approval of the engineer.
X1.2.1.2.2.
Should the geotextile be damaged during installation or drainage aggregate placement, a geotextile patch shall be placed over the damaged area extending beyond the damaged area a distance of 300 mm, or the specified seam overlap, whichever is greater.
2
Geotextiles used as sheet drains are not included in the discussions in this section.
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Appendix D September 2007
X1.2.1.3.
Placement of drainage aggregate should proceed immediately following placement of the geotextile. The geotextile should be covered with a minimum of 300 mm of loosely placed aggregate prior to compaction. If a perforated collector pipe is to be installed in the trench, a bedding layer of drainage aggregate should be placed below the pipe, with the remainder of the aggregate placed to the minimum required construction depth.
X1.2.1.3.1.
The aggregate should be compacted with vibratory equipment to a minimum of 95 percent Standard AASHTO density unless the trench is required for structural . If higher compactive effort is required, a Class 1 geotextile as per Table 1 of the M 288 is needed.
X1.2.1.4.
Figures X1.1 through X1.3 illustrate various geotextile drainage application details.
Figure X1.1 – Geotextile Drain Requirements for Permeable Bases
Figure X1.2 – Geotextile Wrapped Longitudinal Edge Drain FHWA NHI-07-092 Geosynthetic Engineering
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Figure X1.3 – Geotextile Wrapped Pavement Under Drain
X1.3
SEPARATION/STABILIZATION GEOTEXTILES (See Sections 8.1, 8.3, and 8.4)
X1.3.1.
Construction:
X1.3.1.1.
The installation site shall be prepared by clearing, grubbing, and excavation or filling the area to the design grade. This includes removal of topsoil and vegetation. NOTE X1— Soft spots and unsuitable areas will be identified during site preparation or subsequent proof rolling. These areas shall be excavated and backfilled with select material and compacted using normal procedures.
X1.3.1.2.
The geotextile shall be laid smooth without wrinkles or folds on the prepared subgrade in the direction of construction traffic. Adjacent geotextile rolls shall be overlapped, sewn or ed as required in the plans. Overlaps shall be in the direction as shown on the plans. See Table X1.1 for overlap requirements.
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TABLE X1.1 – Overlay Requirements Soil CBR
Minimum Overlap
Greater than 3
300 - 450 mm
1-3
0.6 - 1 m
0.5 - 1
1 m or sewn
Less than 0.5
Sewn
All roll ends
1 m or sewn
X1.3.1.2.1.
On curves the geotextile may be folded or cut to conform to the curves. The fold or overlap shall be in the direction of construction and held in place by pins, staples, or piles of fill or rock.
X1.3.1.2.2.
Prior to covering, the geotextile shall be inspected to ensure that the geotextile has not been damaged (i.e., holes, tears, rips) during installation. The inspection shall be done by the engineer or the engineer’s designated representative. It is recommended that the designated representative be a certified inspector. Damaged geotextiles, as identified by the engineer, shall be repaired immediately. Cover the damaged area with a geotextile patch that extends an amount equal to the required overlap beyond the damaged area.
X1.3.1.3.
The subbase shall be placed by end dumping onto the geotextile from the edge of the geotextile, or over previously placed subbase aggregate. Construction vehicles shall not be allowed directly on the geotextile. The subbase shall be placed such that at least the minimum specified lift thickness shall be between the geotextile and equipment tires or tracks at all times. Turning of vehicles shall not be permitted on the first lift above the geotextile. NOTE X2 — On subgrades having a CBR value of less than one, the subbase aggregate should be spread in its full thickness as soon as possible after dumping to minimize the potential of localized subgrade failure due to overloading of the subgrade.
X1.3.1.3.1.
Any ruts occurring during construction shall be filled with additional subbase material, and compacted to the specified density.
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X1.3.1.3.2.
If placement of the backfill material causes damage to the geotextile, the damaged area shall be repaired as previously described in Section X3.1.2.1. The placement procedures shall be then be modified to eliminate further damage from taking place (i.e., increase initial lift thickness, decrease equipment loads, etc.). NOTE X3 — In stabilization applications, the use of vibratory compaction equipment is not recommended with the initial lift of subbase material, as it may cause damage to the geotextile.
X1.4.
EROSION CONTROL GEOTEXTILES (See Section 8.5.)
X1.4.1
Construction:
X1.4.1.1
The geotextile shall be placed in intimate with the soils without wrinkles or folds and anchored on a smooth graded surface approved by the engineer. The geotextile shall be placed in such a manner that placement of the overlying materials will not excessively stretch so as to tear the geotextile. Anchoring of the terminal ends of the geotextile shall be accomplished through the use of key trenches or aprons at the crest and toe of slope. Refer to Figures X1.4 through X1.7 for construction details. NOTE X4 — In certain applications to expedite construction, 450-mm anchoring pins placed on 600- to 1800-mm centers, depending on the slope of the covered area, have been used successfully.
X1.4.1.1.1.
The geotextile shall be placed with the machine direction parallel to the direction of water flow which is normally parallel to the slope for erosion control runoff and wave action (Figure X1.4), and parallel to the stream or channel in the case of streambank and channel protection (Figure X1.6). Adjacent geotextile sheets shall be ed by either sewing or overlapping. Overlapped seams of roll ends shall be a minimum of 300 mm except where placed under water. In such instances the overlap shall be a minimum of 1 m. Overlaps of adjacent rolls shall be a minimum of 300 mm in all instances. NOTE X5 — When overlapping, successive sheets of the geotextile shall be overlapped upstream over downstream, and/or upslope over downslope. In cases where wave action or multidirectional flow is anticipated, all seams perpendicular to the direction of flow shall be sewn.
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Figure X1.4 – Method of Placing Geotextile for Protection of Cut and Fill Slopes
Figure X1.5 – Cross Section of Slopes with Riprap
Figure X1.6 – Geotextile Placement Scheme for Streambank Protection FHWA NHI-07-092 Geosynthetic Engineering
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Figure X.17–Key Detail at Top of Slope for Geotextiles Used for Permanent Erosion Control
X1.4.1.1.2.
Care shall be taken during installation so as to avoid damage occurring to the geotextile as a result of the installation process. Should the geotextile be damaged during installation, a geotextile patch shall be placed over the damaged area extending 1 m beyond the perimeter of the damage.
X1.4.1.2.
The armor system placement shall begin at the toe and proceed up the slope. Placement shall take place so as to avoid stretching and subsequent tearing of the geotextile. Riprap and heavy stone filling shall not be dropped from a height of more than 300 mm. Stone with a mass of more than 100 kg shall not be allowed to roll down the slope.
X1.4.1.2.1.
Slope protection and smaller sizes of stone filling shall not be dropped from a height exceeding 1 m, or a demonstration provided showing that the placement procedures will not damage the geotextile. In underwater applications, the geotextile and backfill material shall be placed the same day. All void spaces in the armor stone shall be backfilled with small stone to ensure full coverage.
X1.4.1.2.2.
Following placement of the armor stone, grading of the slope shall not be permitted if the grading results in movement of the stone directly above the geotextile.
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X1.4.1.3.
Field monitoring shall be performed to that the armor system placement does not damage the geotextile.
X1.4.1.3.1.
Any geotextile damaged during backfill placement shall be replaced as directed by the engineer at the contractor’s expense.
X1.5.
SILT FENCE GEOTEXTILES (See Section 9.)
X1.5.1.
Related Material Requirements:
X1.5.1.1.
Wood, steel, or synthetic posts having a minimum length of 1 m plus the burial depth may be used. They shall be of sufficient strength to resist damage during installation and to the applied loads due to material build up behind the silt fence. NOTE X6 —It has been found that hardwood post having dimensions of at least 30 mm x 30 mm, No. 2 Southern Pine at least 65 mm x 65 mm, or steel posts of U, T, L, or C shape, weighing 600 g per 300 mm have performed satisfactorily.
X1.5.1.2.
Wire or polymer fence shall be at least 750 mm high and strong enough to applied loads. Polymer fences shall meet the same ultraviolet degradation requirements as the geotextile. NOTE X7 —Wire fences having at least six horizontal wires and being at least 14-gauge wire have performed satisfactorily. Vertical wires should be a maximum of 150 mm apart.
X1.5.2.
Construction:
X1.5.2.1.
The geotextile at the bottom of the fence shall be buried in a “J” configuration to a minimum depth of 150 mm in a trench so that no flow can under the silt fence. The trench shall be backfilled and the soil compacted over the geotextile.
X1.5.2.1.1.
The geotextile shall be spliced together with a sewn seam only at a post, or two sections of fence may be overlapped instead.
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X1.5.2.1.2.
The contractor must demonstrate to the satisfaction of the engineer that the geotextile can withstand the anticipated sediment loading.
X1.5.2.1.3.
See Figure X1.8 for details.
Figure X1.8 – Typical Silt Fence Detail
X1.5.2.2.
The posts shall be placed at spacing as shown on the project plans. Posts should be driven or placed a minimum of 500 mm into the ground. Depth shall be increased to 600 mm if fence is placed on a slope of 3:1 or greater. NOTE X8 —Where 500-mm depth is impossible to attain, the posts should be adequately secured to prevent overturning of the fence due to sediment loading.
X1.5.2.3.
The fence shall be fastened securely to the upslope side of the fence post. The fence shall extend from the ground surface to the top of the geotextile.
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X1.5.2.4.
When self-ed fence is used, the geotextile shall be securely fastened to fence posts.
X1.5.2.5.
Silt fences should be continuous and transverse to the flow. The silt fence should follow the contours of the site as closely as possible. The fence shall also be placed such that the water cannot runoff around the end of the fence.
X1.5.2.5.1.
The silt fence should be limited to handle an area equivalent to 90 square meters per 3 m of fence. Caution should be used where the site slope is greater than 1:1, and water flow rates exceed 3 L per second per 3 m of fence.
X1.5.3.
Maintenance:
X1.5.3.1.
The contractor shall inspect all temporary silt fences immediately after each rainfall, and at least daily during prolonged rainfall. The Contractor shall immediately correct any deficiencies.
X1.5.3.1.1.
The contractor shall also make a daily review of the location of silt fences in areas where construction activities have altered the natural contour and drainage runoff to ensure that the silt fences are properly located for effectiveness. Where deficiencies exist as determined by the engineer, additional silt fence shall be installed as directed by the engineer.
X1.5.3.1.2.
Damaged or otherwise ineffective silt fences shall be repaired or replaced promptly.
X1.5.3.2.
Sediment deposits shall either be removed when the deposit reaches half the height of the fence, or a second silt fence shall be installed as directed by the engineer.
X1.5.3.3.
The silt fence shall remain in place until the engineer directs it be removed. Upon removal, the contractor shall remove and dispose of any excess sediment accumulations, dress the area to give it a pleasing appearance, and cover with vegetation all bare areas in accordance with contract requirements.
X1.5.3.3.1.
Removed silt fence may be used at other locations provided the geotextile and other material requirements continue to be met to the satisfaction of the engineer.
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A6.
PAVING FABRICS (See Section 10.)
X1.6.
Materials:
X1.6.1.1.
The sealant material used to impregnate and seal the paving fabric, as well as bond it to both the base pavement and overlay, shall be a paving grade asphalt recommended by the paving fabric manufacturer, and approved by the engineer.
X1.6.1.1.1.
Uncut asphalt cements are the preferred sealants; however, cationic and anionic emulsions may be used provided the precautions outlined in Section X6.3.3 are followed. Cutbacks and emulsions that contain solvents shall not be used.
X1.6.1.1.2.
The grade of asphalt cement specified for hot-mix design in each geographic location is generally the most acceptable material.
X1.6.1.2.
Washed concrete sand may be spread over an asphalt saturated paving fabric to facilitate movement of equipment during construction or to prevent tearing or delamination of the paving fabric. Hot-mix broadcast in front of construction vehicle tires may also be used to serve this purpose. If sand applied, excess quantities shall be removed from the paving fabric prior to placing the surface course.
X1.6.1.2.1.
Sand is not usually required. However, ambient temperatures are occasionally sufficiently high to cause bleed-through of the asphalt sealant resulting in undesirable paving fabric adhesion to construction vehicle tires.
X1.6.2.
Equipment:
X1.2.1.
The asphalt distributor shall be capable of spraying the asphalt sealant at the prescribed uniform application rate. No streaking, skipping, or dripping will be permitted. The distributor shall also be equipped with a hand spray having a single nozzle and positive shut-off valve.
X1.6.2.2.
Mechanical or manual lay down equipment shall be capable of laying the paving fabric smoothly.
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X1.6.2.3.
The following miscellaneous equipment shall be provided: stiff bristle brooms or squeegees to smooth the paving fabric; scissors or blades to cut the paving fabric; brushes for applying asphalt sealant to paving fabric overlaps.
X1.6.2.4.
Pneumatic rolling equipment to smooth the paving fabric into the sealant and sanding equipment may be required for certain jobs. Rolling is especially required on jobs where thin lifts or chip seals are being placed. Rolling helps ensure paving fabric bond to the ading pavement layers in the absence of heat and weight associated with thicker lifts of asphaltic pavement.
X1.6.3.
Construction:
X1.6.3.1.
Neither the asphalt sealant nor the paving fabric shall be placed when weather conditions, in the opinion of the engineer, are not suitable. Air and pavement temperatures shall be sufficient to allow the asphalt sealant to hold the paving fabric in place. For asphalt cements, air temperature shall be 10ºC and rising. For asphalt emulsions, air temperature shall be 15ºC and rising.
X1.6.3.2.
The surface on which the paving fabric is to be placed shall be reasonably free of dirt, water, vegetation, or other debris. Cracks exceeding 3 mm in width shall be filled with suitable crack filler. Potholes shall be properly repaired as directed by the engineer. Fillers shall be allowed to cure prior to paving fabric placement.
X1.6.3.3.
The specified rate of asphalt sealant application must be sufficient to satisfy the asphalt retention properties of the paving fabric, and bond the paving fabric and overlay to the old pavement. NOTE X9 —When emulsions are used, the application rate must be increased to offset water content of the emulsion.
X1.6.3.3.1.
Application of the sealant shall be by distributor spray bar, with hand spraying kept to a minimum. Temperature of the asphalt sealant shall be sufficiently high to permit uniform spray pattern. For asphalt cements the minimum temperature shall be 145ºC. To avoid damage to the paving fabric, however, the distributor tank temperature shall not exceed 160ºC.
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X1.6.3.3.2.
Spray patterns for asphalt emulsion are improved by heating. Temperatures in the 55ºC to 70ºC range are desirable. A temperature of 70ºC shall not be exceeded since higher temperatures may break the emulsion.
X1.6.3.3.3.
The target width of asphalt sealant application shall be the paving fabric width plus 150 mm. The asphalt sealant shall not be applied any farther in advance of paving fabric placement than the distance the contractor can maintain free of traffic.
X1.6.3.3.4.
Asphalt spills shall be cleaned from the road surface to avoid flushing and paving fabric movement.
X1.6.3.3.5.
When asphalt emulsions are used, the emulsion shall be cured prior to placing the paving fabric and final wearing surface. This means essentially no moisture remaining.
X1.6.3.4.
The paving fabric shall be placed onto the asphalt sealant with minimum wrinkling prior to the time the asphalt has cooled and lost tackiness. As directed by the engineer, wrinkles or folds in excess of 25 mm shall be slit and laid flat.
X1.6.3.4.1.
Brooming and/or pneumatic rolling will be required to maximize paving fabric with the pavement surface.
X1.6.3.4.2.
Overlap of paving fabric ts shall be sufficient to ensure full closure of the t, but should not exceed 150 mm. Transverse ts shall be lapped in the direction of paving to prevent edge pickup by the paver. A second application of asphalt sealant to the paving fabric overlaps will be required if in the judgement of the engineer additional asphalt sealant is needed to ensure proper bonding of the double paving fabric layer.
X1.6.3.4.3.
Removal and replacement of paving fabric that is damaged will be the responsibility of the contractor. NOTE X10 — The problems associated with wrinkles are related to thickness of the asphalt lift being placed over the paving fabric. When wrinkles are large enough to be folded over, there usually is not enough asphalt available from the tack coat to satisfy the requirement of multiple layers of paving fabric. Therefore, wrinkles should be slit and laid flat. Sufficient asphalt sealant should be sprayed on the top of the paving fabric to satisfy the requirement of the lapped paving fabric.
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NOTE X11 —In overlapping adjacent rolls of paving fabric it is desirable to keep the lapped dimension as small as possible and still provide a positive overlap. If the lapped dimension becomes too large, the problem of inadequate tack to satisfy the two lifts of paving fabric and the old pavement may occur. If this problem does occur, then additional asphaltic sealant should be added to the lapped areas. In the application of the additional sealant, care should be taken not to apply too much since excess will cause flushing. X1.6.3.4.4.
Trafficking the paving fabric will be permitted for emergency and construction vehicles only.
X1.6.3.5.
Placement of the hot-mix overlay should closely follow paving fabric laydown. The temperature of the mix shall not exceed 160ºC. In the event asphalt bleeds through the paving fabric causing construction problems before the overlay is placed, the affected areas shall be blotted by spreading sand. To avoid movement of, or damage to, the seal-coat saturated paving fabric, turning of the paver and other vehicles shall be gradual and kept to a minimum.
X1.6.3.6.
Prior to placing a seal coat (or thin overlay such as an open-graded friction 2
course), lightly sand the paving fabric at a spread rate of 0.65 to 1 kg per m , and pneumatically roll the paving fabric tightly into the sealant.
ADVISORY It is recommended that for safety considerations, trafficking of the paving fabric should not be allowed. However, if the contracting agency elects to allow trafficking, the following verbiage is recommended: “If approved by the engineer, the seal-coat saturated paving fabric may be opened to traffic for 24 to 48 hours prior to installing the surface course. Warning signs shall be placed which advise the motorist that the surface may be slippery when wet. The signs shall also post the appropriate safe speed. Excess sand shall be broomed from the surface prior to placing the overlay. If, in the judgement of the engineer, the fabric surface appears dry and lacks tackiness following exposure to traffic, a light tack coat shall be applied prior to the overlay.” FHWA NHI-07-092 Geosynthetic Engineering
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Geotextile Specification for Highway Applications AASHTO DESIGNATION: M 288-06
1.
SCOPE
1.1.
This is a materials specification covering geotextile fabrics for use in subsurface drainage; separation; stabilization; erosion control; temporary silt fence; and paving fabrics. This is a material purchasing specification and design review of use is recommended.
1.2.
This specification sets forth a set of physical, mechanical and endurance properties that must be met, or exceeded, by the geotexile being manufactured.
1.3.
In the context of quality systems and management, this specification represents a manufacturing quality control (MQC) document. However, its general use is essentially as a recommended design document.
1.4.
This specification is intended to assure both good quality and performance of geotextiles used as listed in Section 1.1, but is possibly not adequate for the complete specification in a specific situation. Additional tests, or more restrictive values for the tests indicated, may be necessary under conditions of a particular application.
1.5.
This specification is based on geotextile survivability from installation stresses. Designers should be aware that the classes in this specification reflect this basic premise. Refer to Appendix XI of this specification for geotextile construction guidelines.
2.
REFERENCED DOCUMENTS
2.1.
AASHTO Standards T 88, Particle Size Analysis of Soils T 90, Determining the Plastic Limit and Plasticity Index of Soils T 99, The Moisture-Density Relations of Soils Using a 2.5 kg (5.5 lb) Rammer and a 305 mm (12 in.) Drop
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2.2.
ASTM Standards:1 D 123, Standard Terminology Relating to Textiles D 276, Test Method for Identification of Fibers in Textiles D 4354, Practice for Sampling of Geosynthetics for Testing D 4355, Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-Arc Type Apparatus) D 4439, Terminology for Geosynthetics D 4491, Test Methods for Water Permeability of Geotextiles by Permittivity D 4533, Test Method for Trapezoid Tearing Strength of Geotextiles D 4632, Test Method for Grab Breaking Load and Elongation of Geotextiles D 4751, Test Method for Determining Apparent Opening Size of a Geotextile D 4759, Practice for Determining the Specification Conformance of Geosynthetics D 4873, Guide for Identification, Storage, and Handling of Geotextiles D 5141, Test Method to Determine Filtering Efficiency and Flow Rate for Silt Fence Application of a Geotextile Using Site Specific Soils D 5261, Test Method for Measuring Mass per Unit Area of Geotextiles D 6140, Test Method for Determining the Asphalt Retention of Paving Fabrics D 6241, Test Method for Static Puncture Strength of Geotextiles and Geotextile Related Products Using a 50-mm Probe
3.
DEFINITIONS
3.1.
Formulation – The mixture of a unique combination of ingredients identified by type, properties and quantity. For nonwoven geotextiles, a formulation is defined as the exact percentages and types of resin(s), additives and/or carbon black.
3.2.
Manufacturing Quality Control (MQC) – A planned system of inspections that is used to directly monitor and control the manufacture of a material which is factory originated. MQC is normally performed by the manufacturer of geosynthetic materials and is necessary to ensure minimum (or maximum) specified values in the manufactured product. MQC refers to measures taken by the manufacturer to determine compliance with the requirements for materials and workmanship as stated in certification documents and contract specifications [ref. EPA/600/R-93/182].
3.3.
Minimum Average Roll Value (MARV) – For geosynthetics, a manufacturing quality control toot used to allow manufacturers to establish published values such that the /purchaser will have a 97.7 percent confidence that the property in question will 1
Available from ASTM, 1916 Race Street, Philadelphia, PA 19103-1187.
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meet published values. For normally distributed data, "MARV" is calculated as the typical value minus two standard deviations from documented quality control test results for a defined population from one specific test method associated with one specific property. 3.4.
Minimum Value – The lowest sample value from documented manufacturing quality control test results for a defined population from one test method associated with one specific property.
3.5.
Maximum Value – The highest sample value from documented manufacturing quality control test results for a defined population from one test method associated with one specific property.
4.
PHYSICAL REQUIREMENTS
4.1.1
Fibers used in the manufacture of geotextiles, and the threads used in ing geotextiles by sewing, shall consist of long-chain synthetic polymers, composed of at least 95 percent by weight of polyolefins or polyesters. They shall be formed into a stable network such that the filaments or yarns retain their dimensional stability relative to each other, including selvages.
4.2
Geotextiles used for subsurface drainage, separation, stabilization, and permanent erosion control applications shall conform to the physical requirements of Section 8. Geotextiles used for temporary silt fence shall conform to the physical requirements of Section 9 and geotextiles used as paving fabrics shall conform to the physical requirements of Section 10.
4.3
All property values, with the exception of apparent opening size (AOS), in these specifications represent minimum average roll values (MARV) in the weakest principle direction (i.e., average test results of any roll in a lot sampled for conformance or quality assurance testing shall meet or exceed the minimum values provided herein). Values for AOS represent maximum average roll values.
5.
CERTIFICATION
5.1.
The contractor shall provide to the engineer a certificate stating the name of the manufacturer, product name, style number, chemical composition of the filaments or yarns, and other pertinent information to fully describe the geotextile.
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5.2.
The Manufacturer is responsible for establishing and maintaining a quality control program to assure compliance with the requirements of the specification. Documentation describing the quality control program shall be made available upon request.
5.3.
The manufacturer’s certificate shall state that the furnished geotextile meets MARV requirements of the specification as evaluated under the manufacturer’s quality control program. A person having legal authority to bind the manufacturer shall attest to the certificate.
5.4.
Either mislabeling or misrepresentation of materials shall be reason to reject those geotextile products.
6.
SAMPLING, TESTING, AND ACCEPTANCE
6.1.
Geotextiles shall be subject to sampling and testing to conformance with this specification. Sampling shall be in accordance with the most current ASTM D 4354 using the section titled, “Procedure for Sampling for Purchaser’s Specification Conformation Testing.” In the absence of purchaser’s testing, verification may be based on manufacturer’s certifications as a result of a testing by the manufacturer of quality assurance samples obtained using he procedure for Sampling or Manufacturer’s Quality Assurance (MQA) Testing. A lot size shall be considered to be the shipment quantity of the given product or a truckload of the given product, whichever is smaller.
6.2.
Testing shall be performed in accordance with the methods referenced in this specification for the indicated application. The number of specimens to test per sample is specified by each test method. Geotextile product acceptance shall be based on ASTM D 4759. Product acceptance is determined by comparing the average test results of all specimens within a given sample to the specification MARV. Refer to ASTM D 4759 for more details regarding geotextile acceptance procedures.
7.
SHIPMENT AND STORAGE
7.1.
Geotextiles labeling, shipment, and storage shall follow ASTM D 4873. Product labels shall clearly show the manufacturer or supplier name, style name, and roll
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number. Each shipping document shall include a notation certifying that the material is in accordance with the manufacturer’s certificate. 7.2.
Each geotextile roll shall be wrapped with a material that will protect the geotextile, including the ends of the roll, from damage due to shipment, water, sunlight, and contaminants. The protective wrapping shall be maintained during periods of shipment and storage.
7.3
During storage, geotextile rolls shall be elevated off the ground and adequately covered to protect them from the following: site construction damage, precipitation, extended ultraviolet radiation including sunlight, chemicals that are strong acids or strong bases, flames including welding sparks, temperatures in excess of 71°C (160°F), and any other environmental condition that may damage the physical property values of the geotextile.
8.
GEOTEXTILE PROPERTY REQUIREMENTS FOR SUBSURFACE DRAINAGE, SEPARATION, STABILIZATION, AND PERMANENT EROSION CONTROL
8.1
General Requirements:
8.1.1
Table 1 provides strength properties for three geotextile classes. The geotextile shall conform to the properties of Table 1 based on the geotextile class required in Table 2, 3, 4, 5, or 6 for the indicated application.
8.1.2
All numeric values in Table 1 represent MARV in the weaker principal direction. The geotextile properties required for each class are dependent upon geotextile elongation. When sewn seams are required, the seam strength, as measured in accordance with ASTM D 4632, shall be equal to or greater than 90 percent of the specified grab strength.
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Table 1 – Geotextile Strength Property Requirements Geotextile Class Class 1 Test Methods
a,b
Class 2
Class 3
Elongation
Elongation
Elongation
Elongation
Elongation
Elongation
Units
< 50%
> 50%
< 50%
> 50%
< 50%
> 50%
c
c
c
c
c
c
Grab strength
ASTM D 4632
N
1400
900
1100
700
800
500
Sewn seam d strength
ASTM D 4632
N
1260
810
990
630
720
450
Tear strength
ASTM D 4533
N
500
350
400
e
250
300
180
Puncture strength
ASTM D 6241
N
2750
1925
2200
1375
1650
990
Permittivity
ASTM D 4491
sec
Apparent opening size
ASTM D 4751
mm
Ultraviolet stability (retained strength)
ASTM D 4355
%
a
b c d e
-1
Minimum property values for permittivity, AOS, and UV stability are based on geotextile application. Refer to Table 2 subsurface drainage, Table 3 and Table 4 for separation, Table 5 for stabilization, and Table 6 for permanent erosion control.
Required geotextile class is designated in Tables 2, 3, 4, 5, or 6 for the indicated application. The severity of installation conditions for the application generally dictate the required geotextile class. Class 1 is specified for more severe or harsh installation conditions where there is a greater potential for geotextile damage, and Classes 2 and 3 are specified for less severe conditions. All numeric values represent MARV in the weaker principal direction. (See Section 8.1.2) As measured in accordance with ASTM D 4632. When sewn seams are required. Refer to Appendix for overlap seam requirements. The required MARV tear strength for woven monofilament geotextiles is 250 N.
8.2
Subsurface Drainage Requirements:
8.2.1
Description – This specification is applicable to placing a geotextile against a soil to allow for long-term age of water into a subsurface drain system retaining the in situ soil. The primary function of the geotextile in subsurface drainage applications is filtration. Geotextile filtration properties are a function of the in situ soil gradation, plasticity, and hydraulic conditions.
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8.2.2
Geotextile Requirements – The geotextile shall meet the requirements of Table 2. Woven slit film geotextiles (i.e., geotextiles made from yarns of a flat, tape-like character) will not be allowed. All numeric values in Table 2, except AOS represent MARV in the weaker principal direction. Values of AOS represent maximum average roll values.
8.2.3
The property values in Table 2 represent default values that provide sufficient geotextile survivability under most construction conditions. Note b of Table 2 provides for a reduction in the minimum property requirements when sufficient survivability information is available. The engineer may also specify properties different from that listed in Table 2 based on engineering design experience.
8.3
Separation Requirements:
8.3.1
Description – This specification is applicable to the use of a geotextile to prevent mixing of a subgrade soil and an aggregate cover material (subbase, base, select embankment, etc.). This specifications may also apply to situations other than beneath pavements where separation of two dissimilar materials is required, but where water seepage through the geotextile is not a critical function.
8.3.2
The separation application is appropriate for pavement structures constructed over soils with a California Bearing Ratio equal to or greater than 3 (CBR > 3) (shear strength greater than approximately 90 kPa). It is appropriate for unsaturated subgrade soils. The primary function of a geotextile in this application is separation.
8.3.3
Geotextile Requirements – The geotextile shall meet the requirements of Table 3. All numeric values in Table 3 except AOS represent MARV in the weakest principal direction. Values for AOS represent maximum average roll values.
8.3.4
The property values in Table 3 represent default values that provide for sufficient geotextile survivability under most construction conditions. The engineer may also specify properties different from those listed in Table 3 based on engineering design and experience.
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Table 2 – Subsurface Drainage Geotextile Requirements Requirements Percent In Situ Soil ing 0.075 mma Test Methods
Units
< 15
15 to 50
> 50
Class 2 from Table 1b
Geotextile class Permittivityc,d
ASTM D 4491
sec-1
0.5
0.2
0.1
Apparent opening sizec,d
ASTM D 4751
mm
0.43 max avg roll value
0.25 max avg roll value
0.22e max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
a b
c
d
e
50% after 500 hrs of exposure
Based on grain size analysis of in situ soil in accordance with T 88. Default geotextile selection. The engineer may specify a Class 3 geotextile from Table 1 for trench drain applications based on one or more of the following: 1) The engineer has found Class 3 geotextiles to have sufficient survivability based on field experience. 2) The engineer has found Class 3 geotextiles to have sufficient survivability based on laboratory testing and visual inspection of a geotextile sample removed from a field test section constructed under anticipated field conditions. 3) Subsurface drain depth is less than 2 m; drain aggregate diameter is less than 30 mm; and compaction requirement is less than 95 percent of T 99. These default filtration property values are based on the predominant particle size of in situ soil. In addition to the default permittivity value, the Engineer may require geotextile permeability and/or performance testing based on engineering design for drainage systems in problematic soil environments. Site specific geotextile design should be performed especially if one or more of the following problematic soil environments are encountered: unstable or highly erodible soils such as non-cohesive silts; gap graded soils; alternating sand/silt laminated soils; dispersive clays; and/or rock flour. For cohesive soils with a plasticity index greater than seven, geotextile maximum average roll value for apparent opening size is 0.30 mm.
Table 3 – Separation Geotextile Property Requirements Test Methods
Units
Geotextile Class
Requirements See Table 4
Permittivity
ASTM D 4491
sec-1
0.02a
Apparent opening size
ASTM D 4751
mm
0.60 max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
50% after 500 hrs of exposure
a
Default value. Permittivity of the geotextile should be greater than that of the soil (Ψg > Ψs). The engineer may also require the permeability of the geotextile to be greater than that of the soil (kg > ks).
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Table 4 – Required Degree of Survivability as a Function of Subgrade Conditions, Construction Equipment, and Lift Thickness (Class 1, 2, and 3 properties are given in Table 1; Class 1 + properties are higher than Class 1, but not defined at this time and if used must be specified by the purchaser)a Low-ground pressure equipment < 25 kPa (3.6 psi)
Medium groundpressure equipment > 25 to < 50 kPa (>3.6 to < 7.3 psi)
High groundpressure equipment > 50 kPa (> 7.3 psi)
Subgrade has been cleared of all obstacles except grass, weeds, leaves, and fine wood debris. Surface is smooth and level so that any shallow depressions and Low Moderate High (Class 3) (Class 2) (Class 1) humps do not exceed 450 mm (18 in.) in depth or height. All larger depressions are filled. Alternatively, a smooth working table may be placed. Subgrade has been cleared of obstacles larger than small to moderate-sized tree limbs and rocks. Tree Moderate High Very high trunks and stumps should be removed or covered with a partial working table. Depressions and humps should (Class 2) (Class 1) (Class 1+) not exceed 450 mm (18 in.) in depth or height. Larger depressions should be filled. Minimal site preparation is required. Trees may be felled, delimbed, and left in place. Stumps should be cut to project not more than + 150 mm (+ 6 in.) above subgrade. Geotextile may be draped directly over the High Very high Not tree trunks, stumps, large depressions and humps, (Class 1) (Class 1+) recommended holes, stream channels, and large boulders. Items should be removed only I f placing the geotextile and cover material over them will distort the finished road surface. a Recommendations are for 150 to 300 mm (6 to 12 in.) initial lift thickness. For other initial lift thicknesses: 300 to 450 (12 to 18 in.): reduce survivability requirement by one level; 450 to 600 mm (18 to 24 in.): reduce survivability requirement two levels; > 600 mm ((24 in.): reduce survivability requirement three levels For special construction techniques such as prerutting, increase the geotextile survivability requirement one level. Placement of excessive initial cover material thickness may cause bearing failure of the soft subgrade.
Stabilization Requirements: 8.3.5
Description – This specification is applicable to the use of a geotextile in wet, saturated conditions to provide the coincident functions of separation and filtration. In some installations, the geotextile can also provide the function of reinforcement. Stabilization is applicable to pavement structures constructed over soils with a California Bearing Ratio between one and three (1
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8.3.6
The stabilization application is appropriate for subgrade soils that are saturated due to a high groundwater table or due to prolonged periods of wet weather. This specification is not appropriate for embankment reinforcement where stress conditions may cause global subgrade foundation or stability failure. Reinforcement of the pavement section is a site specific design issue.
8.3.7
Geotextile Requirements – The geotextile shall meet the requirements of Table 5. All numeric values in Table 5 except AOS represent MARV in the weakest principal direction. Values for AOS represent maximum average roll values.
8.3.8
The property values in Table 5 represent default values that provide for sufficient geotextile survivability under most construction conditions. Note 2 of Table 5 provides for a reduction in the minimum property requirements when sufficient survivability information is available. The engineer may also specify properties different from that listed in Table 5 based on engineering design and experience.
Table 5 – Stabilization Geotextile Property Requirements Test Methods
Units
Requirements Class 1 from Table 1a
Geotextile class Permittivity
ASTM D 4491
sec-1
0.05b
Apparent opening size
ASTM D 4751
mm
0.43 max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
50% after 500 hrs of exposure
a
b
Default geotextile selection. The engineer may specify a Class 2 or 3 geotextile from Table 1 based on one or more of the following: 1. The engineer has found the class of geotextile to have sufficient survivability based on field experience. 2. The engineer has found the class of geotextile to have sufficient survivability based on laboratory testing and visual inspection of a geotextile sample removed from a field test section constructed under anticipated field conditions. Default value. Permittivity of the geotextile should be greater than that of the soil (Ψg > Ψs). The engineer may also require the permeability of the geotextile to be greater than that of the soil (kg > ks).
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8.4
Permanent Erosion Control:
8.4.1
Description – This specification is applicable to the use of a geotextile between energy absorbing armor systems and in the in situ soil to prevent soil loss resulting in excessive scour and to prevent hydraulic uplift pressures causing instability of the permanent erosion control system. This specification does not apply to other types of geosynthetic soil erosion control materials such as turf reinforcement mats.
8.4.2
The primary function the geotextile serves in permanent erosion control applications is filtration. Geotextile filtration properties are a function of hydraulic conditions, and in situ soil gradation, density, and plasticity.
8.4.3
Geotextile Requirements – The geotextile shall meet the requirements of Table 6. Woven slit film geotextiles (i.e., geotextiles made from yarns of flat, tape-like character) will not be allowed. All numeric values in Table 6 except AOS represent MARV in the weaker principal direction. Values for AOS represent maximum average roll values.
8.4.4
The property values in Table 6 represent default values which provide for sufficient geotextile survivability under conditions similar to or less severe than those described under Note b of Table 6. Note c of Table 6 provides for a reduction in the minimum property requirements when sufficient survivability information is available or when the potential for construction damage is reduced. The engineer may also specify properties different from that listed in Table 6 based on engineering design and experience.
9.
TEMPORARY SILT FENCE REQUIREMENTS
9.1
Description – This specification is applicable to the use of a geotextile as a vertical, permeable interceptor designed to remove suspended soil from overland water flow. The function of a temporary silt fence is to filter and allow settlement of soil particles from sediment-laden water. The purpose is to prevent the eroded soil from being transported off the construction site by water runoff.
9.2
Geotextile Requirements – The geotextile used for temporary silt fence may or may not be ed between posts with wire or polymeric mesh. The temporary silt fence geotextile shall meet the requirements of Table 7. All numeric values in Table 7 except AOS represent MARV. Values for AOS represent maximum average roll values.
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9.3 Field monitoring shall be performed to that the armor system placement does not damage the geotextile. The minimum height above ground for all silt fence shall be 750 mm. Minimum embedment depth shall be 150 mm. Refer to Appendix X1 for more detailed installation requirements.
Table 6 – Permanent Erosion Control Geotextile Requirements Requirements, Percent In Situ Soil ing 0.075 mma Test Methods
Units
< 15
15 to 50
Geotextile class: Woven monofilament geotextiles All other geotextiles
> 50
Class 2 from Table 1b Class 1 from Table 1b,c
Permittivitya,d
ASTM D 4491
sec-1
0.7
0.2
0.1
Apparent opening sizec,d,e
ASTM D 4751
mm
0.43 max avg roll value
0.25 max avg roll value
0.22e max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
a b
c
d
e
50% after 500 hrs of exposure
Based on grain size analysis of in situ soil in accordance with AASHTO T 88. As a general guideline, the default geotextile selection is appropriate for conditions of equal or less severity than either of the following: 1. Armor layer stone weights do not exceed 100 kg, stone drop height is less than 1 m, and no aggregate bedding is required. 2. Armor layer stone weighs more than 100 kg, stone drop height is less than 1 m, and the geotextile is protected by a 150-mm thick aggregate bedding layer designed to be compatible with the armor layer. More severe applications require an assessment of geotextile survivability based on a field trial section and may require a geotextile with higher strength properties. The engineer may specify a Class 2 geotextile from Table 1 based on one or more of the following: 1. The engineer has found Class 2 geotextiles to have sufficient survivability based on field experience. 2. The engineer has found Class 2 geotextiles to have sufficient survivability based on laboratory testing and visual inspection of a geotextile sample removed from a field test section constructed under anticipated field conditions. 3. Armor layer stone weighs less than 100 kg, stone drop height is less than 1 m, and the geotextile is protected by a 150-mm thick aggregate bedding layer designed to be compatible with the armor layer. 4. Armor layer stone weights do not exceed 100 kg, and stone is placed with a zero drop height. These default filtration property values are based on the predominant particle size of in situ soil. In addition to the default permittivity value, the engineer may require geotextile permeability and/or performance testing based on engineering design for drainage systems in problematic soil environments. See the following: 1. Site specific geotextile design should be performed especially if one or more of the following problematic soil environments are encountered: unstable or highly erodible soils such as non-cohesive silts; gap graded soils; alternating sand/silt laminated soils; dispersive clays; and/or rock flour. 2. For cohesive soils with a plasticity index greater than seven, geotextile maximum average roll values for apparent opening size is 0.30 mm.
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Table 7 – Temporary Silt Fence Property Requirements Requirements Uned Silt Fence Test Methods
Units
Maximum post spacing
ed Silt Fencea
Geotextile Elongation > 50%b
Geotextile Elongation < 50%b
1.2 m
1.2 m
2m
400 400
550 450
550 450
Grab strength Machine direction X-Machine direction
ASTM D 4632
Permittivityc
ASTM D 4491
sec-1
0.05
0.05
0.05
Apparent opening size
ASTM D 4751
mm
0.60 max avg roll value
0.60 max avg roll value
0.60 max avg roll value
Ultraviolet stability (retained strength)
ASTM D 4355
%
70% after 500 hrs of exposure
70% after 500 hrs of exposure
a b c
N
Silt fence shall consist of 14-gage steel wire with a mesh spacing of 150 mm by 150 mm or prefabricated polymeric mesh of equivalent strength. As measured in accordance with ASTM D 4632. These default filtration property values are based on empirical evidence with a variety of sediments. For environmentally sensitive areas, a review of previous experience and/or site or regionally specific geotextile tests should be performed by the agency to confirm suitability of these requirements.
10.
PAVING FABRIC REQUIREMENTS
10.1
Description – This specification is applicable to the use of a paving fabric, saturated with asphalt cement, between pavement layers. The function of the paving fabric is to act as a waterproofing and stress relieving membrane within the pavement structure. This specification is not intended to describe fabric membrane systems specifically designed for pavement ts and localized (spot) repairs.
10.2
Paving Fabric Requirements – The paving fabric shall meet the requirements of Table 8. All numeric values in Table 8 represent MARV in the weaker principal direction.
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Table 8 – Paving Fabric Property Requirementsa
a b
c
Test Methods
Units
Requirements
Grab Strength
ASTM D 4632
N
450
Ultimate Elongation
ASTM D 4632
%
> 50
Mass Per Unit Area
ASTM D 5261
gm/m2
140
Asphalt Retention1
ASTM D 6140
l/m2
bc
Melting Point
ASTM D 276
C
150
All numeric values represent MARV in the weaker principal direction. (Refer to Section 10.2.) Asphalt required to saturate paving fabric only. Asphalt retention must be provided in manufacturer certification. (Refer to Section 5.) Value does not indicate the asphalt application rate required for construction. Refer to Appendix for discussion of asphalt application rate. Product asphalt retention property must meet the MARV value provided by the manufacturer certification. (Refer to Section 5.)
______________
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Appendix D September 2007
APPENDIX (Nonmandatory Information) X1.
CONSTRUCTION/INSTALLATION GUIDELINES
X1.1.
GENERAL
X1.1.1.
This Appendix is intended for use in conjunction with M 288 for Geotextiles. The specification details materials properties for geotextiles used in drainage, erosion control, separation/stabilization, silt fences, and pavement overlay application. The material properties are only one factor in a successful installation involving geotextiles. Proper construction and installation techniques are essential in order to ensure that the intended function of the geotextile is fulfilled.
X1.1.2.
Geotextile Identification, Packaging, and Storage:
X1.1.2.1.
Refer to ASTM D 4873.
X.1.1.3
Geotextile Exposure Following Placement:
X1.1.3.1.
Atmospheric exposure of geotextiles to the elements following lay down shall be a maximum of 14 days to minimize damage potential.
X1.1.4.
Seaming:
X1.1.4.1.
If a sewn seam is to be used for the seaming of the geotextile, the thread used shall consist of high strength polypropylene, or polyester. Nylon thread shall not be used. For erosion control applications, the thread shall also be resistant to ultraviolet radiation. The thread shall be of contrasting color to that of the geotextile itself.
X1.1.4.2.
For seams that are sewn in the field, the contractor shall provide at least a twometer length of sewn seam for sampling by the engineer before the geotextile is installed. For seams that are sewn in the factory, the engineer shall obtain samples of the factory seams at random from any roll of geotextile that is used on the project.
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X1.1.4.2.1.
For seams that are field sewn, the seams sewn for sampling shall be sewn using the same equipment and procedures as will be used for the production seams. If seams are sewn in both the machine and cross machine direction, samples of seams from both directions shall be provided.
X1.1.4.2.2.
The contractor shall submit the seam assembly description along with the sample of the seam. The description shall include the seam type, stitch type, sewing thread, and stitch density.
X1.2.
DRAINAGE GEOTEXTILES2 (See Sections 8.1 & 8.2)
X1.2.1.
Construction:
X1.2.1.1.
Trench excavation shall be done in accordance with details of the project plans. In all instances excavation shall be done in such a way so as to prevent large voids from occurring in the sides and bottom of the trench. The graded surface shall be smooth and free of debris.
X1.2.1.2.
In the placement of the geotextile for drainage applications, the geotextile shall be placed loosely with no wrinkles or folds, and with no void spaces between the geotextile and the ground surface. Successive sheets of geotextiles shall be overlapped a minimum of 300 mm, with the upstream sheet overlapping the downstream sheet.
X1.2.1.2.1.
In trenches equal to or greater than 300 mm in width, after placing the drainage aggregate the geotextile shall be folded over the top of the backfill material in a manner to produce a minimum overlap of 300 mm. In trenches less than 300 mm but greater than 100 mm wide, the overlap shall be equal to the width of the trench. Where the trench is less than 100 mm the geotextile overlap shall be sewn or otherwise bonded. All seams shall be subject to the approval of the engineer.
X1.2.1.2.2.
Should the geotextile be damaged during installation or drainage aggregate placement, a geotextile patch shall be placed over the damaged area extending beyond the damaged area a distance of 300 mm, or the specified seam overlap, whichever is greater.
2
Geotextiles used as sheet drains are not included in the discussions in this section.
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X1.2.1.3.
Placement of drainage aggregate should proceed immediately following placement of the geotextile. The geotextile should be covered with a minimum of 300 mm of loosely placed aggregate prior to compaction. If a perforated collector pipe is to be installed in the trench, a bedding layer of drainage aggregate should be placed below the pipe, with the remainder of the aggregate placed to the minimum required construction depth.
X1.2.1.3.1.
The aggregate should be compacted with vibratory equipment to a minimum of 95 percent Standard AASHTO density unless the trench is required for structural . If higher compactive effort is required, a Class 1 geotextile as per Table 1 of the M 288 is needed.
X1.2.1.4.
Figures X1.1 through X1.3 illustrate various geotextile drainage application details.
Figure X1.1 – Geotextile Drain Requirements for Permeable Bases
Figure X1.2 – Geotextile Wrapped Longitudinal Edge Drain FHWA NHI-07-092 Geosynthetic Engineering
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Figure X1.3 – Geotextile Wrapped Pavement Under Drain
X1.3
SEPARATION/STABILIZATION GEOTEXTILES (See Sections 8.1, 8.3, and 8.4)
X1.3.1.
Construction:
X1.3.1.1.
The installation site shall be prepared by clearing, grubbing, and excavation or filling the area to the design grade. This includes removal of topsoil and vegetation. NOTE X1— Soft spots and unsuitable areas will be identified during site preparation or subsequent proof rolling. These areas shall be excavated and backfilled with select material and compacted using normal procedures.
X1.3.1.2.
The geotextile shall be laid smooth without wrinkles or folds on the prepared subgrade in the direction of construction traffic. Adjacent geotextile rolls shall be overlapped, sewn or ed as required in the plans. Overlaps shall be in the direction as shown on the plans. See Table X1.1 for overlap requirements.
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TABLE X1.1 – Overlay Requirements Soil CBR
Minimum Overlap
Greater than 3
300 - 450 mm
1-3
0.6 - 1 m
0.5 - 1
1 m or sewn
Less than 0.5
Sewn
All roll ends
1 m or sewn
X1.3.1.2.1.
On curves the geotextile may be folded or cut to conform to the curves. The fold or overlap shall be in the direction of construction and held in place by pins, staples, or piles of fill or rock.
X1.3.1.2.2.
Prior to covering, the geotextile shall be inspected to ensure that the geotextile has not been damaged (i.e., holes, tears, rips) during installation. The inspection shall be done by the engineer or the engineer’s designated representative. It is recommended that the designated representative be a certified inspector. Damaged geotextiles, as identified by the engineer, shall be repaired immediately. Cover the damaged area with a geotextile patch that extends an amount equal to the required overlap beyond the damaged area.
X1.3.1.3.
The subbase shall be placed by end dumping onto the geotextile from the edge of the geotextile, or over previously placed subbase aggregate. Construction vehicles shall not be allowed directly on the geotextile. The subbase shall be placed such that at least the minimum specified lift thickness shall be between the geotextile and equipment tires or tracks at all times. Turning of vehicles shall not be permitted on the first lift above the geotextile. NOTE X2 — On subgrades having a CBR value of less than one, the subbase aggregate should be spread in its full thickness as soon as possible after dumping to minimize the potential of localized subgrade failure due to overloading of the subgrade.
X1.3.1.3.1.
Any ruts occurring during construction shall be filled with additional subbase material, and compacted to the specified density.
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X1.3.1.3.2.
If placement of the backfill material causes damage to the geotextile, the damaged area shall be repaired as previously described in Section X3.1.2.1. The placement procedures shall be then be modified to eliminate further damage from taking place (i.e., increase initial lift thickness, decrease equipment loads, etc.). NOTE X3 — In stabilization applications, the use of vibratory compaction equipment is not recommended with the initial lift of subbase material, as it may cause damage to the geotextile.
X1.4.
EROSION CONTROL GEOTEXTILES (See Section 8.5.)
X1.4.1
Construction:
X1.4.1.1
The geotextile shall be placed in intimate with the soils without wrinkles or folds and anchored on a smooth graded surface approved by the engineer. The geotextile shall be placed in such a manner that placement of the overlying materials will not excessively stretch so as to tear the geotextile. Anchoring of the terminal ends of the geotextile shall be accomplished through the use of key trenches or aprons at the crest and toe of slope. Refer to Figures X1.4 through X1.7 for construction details. NOTE X4 — In certain applications to expedite construction, 450-mm anchoring pins placed on 600- to 1800-mm centers, depending on the slope of the covered area, have been used successfully.
X1.4.1.1.1.
The geotextile shall be placed with the machine direction parallel to the direction of water flow which is normally parallel to the slope for erosion control runoff and wave action (Figure X1.4), and parallel to the stream or channel in the case of streambank and channel protection (Figure X1.6). Adjacent geotextile sheets shall be ed by either sewing or overlapping. Overlapped seams of roll ends shall be a minimum of 300 mm except where placed under water. In such instances the overlap shall be a minimum of 1 m. Overlaps of adjacent rolls shall be a minimum of 300 mm in all instances. NOTE X5 — When overlapping, successive sheets of the geotextile shall be overlapped upstream over downstream, and/or upslope over downslope. In cases where wave action or multidirectional flow is anticipated, all seams perpendicular to the direction of flow shall be sewn.
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Figure X1.4 – Method of Placing Geotextile for Protection of Cut and Fill Slopes
Figure X1.5 – Cross Section of Slopes with Riprap
Figure X1.6 – Geotextile Placement Scheme for Streambank Protection FHWA NHI-07-092 Geosynthetic Engineering
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Figure X.17–Key Detail at Top of Slope for Geotextiles Used for Permanent Erosion Control
X1.4.1.1.2.
Care shall be taken during installation so as to avoid damage occurring to the geotextile as a result of the installation process. Should the geotextile be damaged during installation, a geotextile patch shall be placed over the damaged area extending 1 m beyond the perimeter of the damage.
X1.4.1.2.
The armor system placement shall begin at the toe and proceed up the slope. Placement shall take place so as to avoid stretching and subsequent tearing of the geotextile. Riprap and heavy stone filling shall not be dropped from a height of more than 300 mm. Stone with a mass of more than 100 kg shall not be allowed to roll down the slope.
X1.4.1.2.1.
Slope protection and smaller sizes of stone filling shall not be dropped from a height exceeding 1 m, or a demonstration provided showing that the placement procedures will not damage the geotextile. In underwater applications, the geotextile and backfill material shall be placed the same day. All void spaces in the armor stone shall be backfilled with small stone to ensure full coverage.
X1.4.1.2.2.
Following placement of the armor stone, grading of the slope shall not be permitted if the grading results in movement of the stone directly above the geotextile.
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X1.4.1.3.
Field monitoring shall be performed to that the armor system placement does not damage the geotextile.
X1.4.1.3.1.
Any geotextile damaged during backfill placement shall be replaced as directed by the engineer at the contractor’s expense.
X1.5.
SILT FENCE GEOTEXTILES (See Section 9.)
X1.5.1.
Related Material Requirements:
X1.5.1.1.
Wood, steel, or synthetic posts having a minimum length of 1 m plus the burial depth may be used. They shall be of sufficient strength to resist damage during installation and to the applied loads due to material build up behind the silt fence. NOTE X6 —It has been found that hardwood post having dimensions of at least 30 mm x 30 mm, No. 2 Southern Pine at least 65 mm x 65 mm, or steel posts of U, T, L, or C shape, weighing 600 g per 300 mm have performed satisfactorily.
X1.5.1.2.
Wire or polymer fence shall be at least 750 mm high and strong enough to applied loads. Polymer fences shall meet the same ultraviolet degradation requirements as the geotextile. NOTE X7 —Wire fences having at least six horizontal wires and being at least 14-gauge wire have performed satisfactorily. Vertical wires should be a maximum of 150 mm apart.
X1.5.2.
Construction:
X1.5.2.1.
The geotextile at the bottom of the fence shall be buried in a “J” configuration to a minimum depth of 150 mm in a trench so that no flow can under the silt fence. The trench shall be backfilled and the soil compacted over the geotextile.
X1.5.2.1.1.
The geotextile shall be spliced together with a sewn seam only at a post, or two sections of fence may be overlapped instead.
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X1.5.2.1.2.
The contractor must demonstrate to the satisfaction of the engineer that the geotextile can withstand the anticipated sediment loading.
X1.5.2.1.3.
See Figure X1.8 for details.
Figure X1.8 – Typical Silt Fence Detail
X1.5.2.2.
The posts shall be placed at spacing as shown on the project plans. Posts should be driven or placed a minimum of 500 mm into the ground. Depth shall be increased to 600 mm if fence is placed on a slope of 3:1 or greater. NOTE X8 —Where 500-mm depth is impossible to attain, the posts should be adequately secured to prevent overturning of the fence due to sediment loading.
X1.5.2.3.
The fence shall be fastened securely to the upslope side of the fence post. The fence shall extend from the ground surface to the top of the geotextile.
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X1.5.2.4.
When self-ed fence is used, the geotextile shall be securely fastened to fence posts.
X1.5.2.5.
Silt fences should be continuous and transverse to the flow. The silt fence should follow the contours of the site as closely as possible. The fence shall also be placed such that the water cannot runoff around the end of the fence.
X1.5.2.5.1.
The silt fence should be limited to handle an area equivalent to 90 square meters per 3 m of fence. Caution should be used where the site slope is greater than 1:1, and water flow rates exceed 3 L per second per 3 m of fence.
X1.5.3.
Maintenance:
X1.5.3.1.
The contractor shall inspect all temporary silt fences immediately after each rainfall, and at least daily during prolonged rainfall. The Contractor shall immediately correct any deficiencies.
X1.5.3.1.1.
The contractor shall also make a daily review of the location of silt fences in areas where construction activities have altered the natural contour and drainage runoff to ensure that the silt fences are properly located for effectiveness. Where deficiencies exist as determined by the engineer, additional silt fence shall be installed as directed by the engineer.
X1.5.3.1.2.
Damaged or otherwise ineffective silt fences shall be repaired or replaced promptly.
X1.5.3.2.
Sediment deposits shall either be removed when the deposit reaches half the height of the fence, or a second silt fence shall be installed as directed by the engineer.
X1.5.3.3.
The silt fence shall remain in place until the engineer directs it be removed. Upon removal, the contractor shall remove and dispose of any excess sediment accumulations, dress the area to give it a pleasing appearance, and cover with vegetation all bare areas in accordance with contract requirements.
X1.5.3.3.1.
Removed silt fence may be used at other locations provided the geotextile and other material requirements continue to be met to the satisfaction of the engineer.
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Appendix D September 2007
A6.
PAVING FABRICS (See Section 10.)
X1.6.
Materials:
X1.6.1.1.
The sealant material used to impregnate and seal the paving fabric, as well as bond it to both the base pavement and overlay, shall be a paving grade asphalt recommended by the paving fabric manufacturer, and approved by the engineer.
X1.6.1.1.1.
Uncut asphalt cements are the preferred sealants; however, cationic and anionic emulsions may be used provided the precautions outlined in Section X6.3.3 are followed. Cutbacks and emulsions that contain solvents shall not be used.
X1.6.1.1.2.
The grade of asphalt cement specified for hot-mix design in each geographic location is generally the most acceptable material.
X1.6.1.2.
Washed concrete sand may be spread over an asphalt saturated paving fabric to facilitate movement of equipment during construction or to prevent tearing or delamination of the paving fabric. Hot-mix broadcast in front of construction vehicle tires may also be used to serve this purpose. If sand applied, excess quantities shall be removed from the paving fabric prior to placing the surface course.
X1.6.1.2.1.
Sand is not usually required. However, ambient temperatures are occasionally sufficiently high to cause bleed-through of the asphalt sealant resulting in undesirable paving fabric adhesion to construction vehicle tires.
X1.6.2.
Equipment:
X1.2.1.
The asphalt distributor shall be capable of spraying the asphalt sealant at the prescribed uniform application rate. No streaking, skipping, or dripping will be permitted. The distributor shall also be equipped with a hand spray having a single nozzle and positive shut-off valve.
X1.6.2.2.
Mechanical or manual lay down equipment shall be capable of laying the paving fabric smoothly.
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X1.6.2.3.
The following miscellaneous equipment shall be provided: stiff bristle brooms or squeegees to smooth the paving fabric; scissors or blades to cut the paving fabric; brushes for applying asphalt sealant to paving fabric overlaps.
X1.6.2.4.
Pneumatic rolling equipment to smooth the paving fabric into the sealant and sanding equipment may be required for certain jobs. Rolling is especially required on jobs where thin lifts or chip seals are being placed. Rolling helps ensure paving fabric bond to the ading pavement layers in the absence of heat and weight associated with thicker lifts of asphaltic pavement.
X1.6.3.
Construction:
X1.6.3.1.
Neither the asphalt sealant nor the paving fabric shall be placed when weather conditions, in the opinion of the engineer, are not suitable. Air and pavement temperatures shall be sufficient to allow the asphalt sealant to hold the paving fabric in place. For asphalt cements, air temperature shall be 10ºC and rising. For asphalt emulsions, air temperature shall be 15ºC and rising.
X1.6.3.2.
The surface on which the paving fabric is to be placed shall be reasonably free of dirt, water, vegetation, or other debris. Cracks exceeding 3 mm in width shall be filled with suitable crack filler. Potholes shall be properly repaired as directed by the engineer. Fillers shall be allowed to cure prior to paving fabric placement.
X1.6.3.3.
The specified rate of asphalt sealant application must be sufficient to satisfy the asphalt retention properties of the paving fabric, and bond the paving fabric and overlay to the old pavement. NOTE X9 —When emulsions are used, the application rate must be increased to offset water content of the emulsion.
X1.6.3.3.1.
Application of the sealant shall be by distributor spray bar, with hand spraying kept to a minimum. Temperature of the asphalt sealant shall be sufficiently high to permit uniform spray pattern. For asphalt cements the minimum temperature shall be 145ºC. To avoid damage to the paving fabric, however, the distributor tank temperature shall not exceed 160ºC.
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Appendix D September 2007
X1.6.3.3.2.
Spray patterns for asphalt emulsion are improved by heating. Temperatures in the 55ºC to 70ºC range are desirable. A temperature of 70ºC shall not be exceeded since higher temperatures may break the emulsion.
X1.6.3.3.3.
The target width of asphalt sealant application shall be the paving fabric width plus 150 mm. The asphalt sealant shall not be applied any farther in advance of paving fabric placement than the distance the contractor can maintain free of traffic.
X1.6.3.3.4.
Asphalt spills shall be cleaned from the road surface to avoid flushing and paving fabric movement.
X1.6.3.3.5.
When asphalt emulsions are used, the emulsion shall be cured prior to placing the paving fabric and final wearing surface. This means essentially no moisture remaining.
X1.6.3.4.
The paving fabric shall be placed onto the asphalt sealant with minimum wrinkling prior to the time the asphalt has cooled and lost tackiness. As directed by the engineer, wrinkles or folds in excess of 25 mm shall be slit and laid flat.
X1.6.3.4.1.
Brooming and/or pneumatic rolling will be required to maximize paving fabric with the pavement surface.
X1.6.3.4.2.
Overlap of paving fabric ts shall be sufficient to ensure full closure of the t, but should not exceed 150 mm. Transverse ts shall be lapped in the direction of paving to prevent edge pickup by the paver. A second application of asphalt sealant to the paving fabric overlaps will be required if in the judgement of the engineer additional asphalt sealant is needed to ensure proper bonding of the double paving fabric layer.
X1.6.3.4.3.
Removal and replacement of paving fabric that is damaged will be the responsibility of the contractor. NOTE X10 — The problems associated with wrinkles are related to thickness of the asphalt lift being placed over the paving fabric. When wrinkles are large enough to be folded over, there usually is not enough asphalt available from the tack coat to satisfy the requirement of multiple layers of paving fabric. Therefore, wrinkles should be slit and laid flat. Sufficient asphalt sealant should be sprayed on the top of the paving fabric to satisfy the requirement of the lapped paving fabric.
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NOTE X11 —In overlapping adjacent rolls of paving fabric it is desirable to keep the lapped dimension as small as possible and still provide a positive overlap. If the lapped dimension becomes too large, the problem of inadequate tack to satisfy the two lifts of paving fabric and the old pavement may occur. If this problem does occur, then additional asphaltic sealant should be added to the lapped areas. In the application of the additional sealant, care should be taken not to apply too much since excess will cause flushing. X1.6.3.4.4.
Trafficking the paving fabric will be permitted for emergency and construction vehicles only.
X1.6.3.5.
Placement of the hot-mix overlay should closely follow paving fabric laydown. The temperature of the mix shall not exceed 160ºC. In the event asphalt bleeds through the paving fabric causing construction problems before the overlay is placed, the affected areas shall be blotted by spreading sand. To avoid movement of, or damage to, the seal-coat saturated paving fabric, turning of the paver and other vehicles shall be gradual and kept to a minimum.
X1.6.3.6.
Prior to placing a seal coat (or thin overlay such as an open-graded friction 2
course), lightly sand the paving fabric at a spread rate of 0.65 to 1 kg per m , and pneumatically roll the paving fabric tightly into the sealant.
ADVISORY It is recommended that for safety considerations, trafficking of the paving fabric should not be allowed. However, if the contracting agency elects to allow trafficking, the following verbiage is recommended: “If approved by the engineer, the seal-coat saturated paving fabric may be opened to traffic for 24 to 48 hours prior to installing the surface course. Warning signs shall be placed which advise the motorist that the surface may be slippery when wet. The signs shall also post the appropriate safe speed. Excess sand shall be broomed from the surface prior to placing the overlay. If, in the judgement of the engineer, the fabric surface appears dry and lacks tackiness following exposure to traffic, a light tack coat shall be applied prior to the overlay.” FHWA NHI-07-092 Geosynthetic Engineering
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Appendix D September 2007
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