P-2024-006308 ADD 1 Attachment 1.pdf

August 14, 2023

Colome' & Associates, Inc.

530 24th St West Palm Beach, FL 33407 Attn: Mr. Joe O. Colome' email: jcolome@colome-arch.net

RE: Geotechnical Services Report

Melissa's Place Playground, 1749 E Main Street Pahokee, FL TSFGeo Project No. 7111-23-242

Dear Joe:

TIERRA SOUTH FLORIDA, INC. (TSFGeo), is pleased to transmit our Geotechnical Engineering Services Report for the referenced site. This report includes the results of field testing and recommendations for foundation design.

PROJECT INFORMATION

Project Authorization

TSFGeo has completed a geotechnical exploration for the project as outlined in TSFGeo Proposal No. 2303-404, dated June 16, 2023.

Project Description

Based on the information provided to this office, it is our understanding that the planned development will include playground improvements at the address of 1749 E Main Street within the city of Pahokee, Florida.

Loading information is not available at this time. Based on our experience on previous projects with a similar type of project, we anticipate column loads for playground equipment to be on the order of 10 to 20 kips, maximum, and general surface loads for the playground area to be less than 300 psf.

At the time of our field services, the playground area was covered with grass, and trees were present on the site. The geotechnical recommendations presented in this report are based on the available project information, site location, and the subsurface materials described in this report.

If any of the noted information is incorrect, please inform TSFGeo in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. TSFGeo will not be responsible for the implementation of its recommendations when it is not notified of changes in the project.

Attachment #1

Geotechnical Services Report Melissa's Place Playground, 1749 E Main Street Pahokee, FL

Purpose and Scope of Services

The purpose of this study was to explore the subsurface conditions within the proposed site to enable an evaluation of foundations for the proposed improvement.

Our scope of services included:

Two (2) Standard Penetration Test (SPT) borings to a depth of approximately 25 feet below existing grade at each site, The preparation of this geotechnical report.

SUBSURFACE CONDITIONS

Subsurface Conditions

Available soils information in the “Soil Survey of Palm Beach County, Florida” was reviewed. This source of information is prepared by the United States Department of Agriculture (USDA) Soil Conservation Service (SCS). Based on the review completed, these parcels are noted to have mapping units described below. The graphical depiction of the USDA map for each site is presented in the text below and USDA Summary Data attachment, included in the Appendix.

Map Unit - 5 - Arents-Urban land complex, organic substratum Arents Component - The Arents, organic substratum component makes up 55 percent of the Map Unit. Slopes are 0 to 2 percent. This component is on fills, rises on marine terraces on coastal plains. The parent material consists of sandy dredge spoils over organic material over sandy marine deposits. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is somewhat poorly drained. Water movement in the most restrictive layer is high. Available water to a depth of 60 inches or restricted depth - is moderate. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at 30 inches during June, July, August, September, October, November. Organic matter content in the surface horizon is about 0 percent.

Urban Land Component - The Urban land is a miscellaneous area. No soils data exists for miscellaneous areas.

Map Unit 46 - Torry muck - The Torry, drained component makes up 85 percent of the Map Unit. Slopes are 0 to 1 percent. This component is on depressions on marine terraces on coastal plains. The parent material consists of herbaceous organic material over limestone. Depth to a root restrictive layer, bedrock, lithic, is 51 to 80 inches. The natural drainage class is very poorly drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches or restricted depth - is very high. Shrink-swell potential is low. This soil is not flooded. It is frequently ponded. A seasonal zone of water saturation is at 0 inches during June, July, August, September.

Organic matter content in the surface horizon is about 35 percent.

Pahokee, FL

Subsurface conditions at the site was explored with two (2) Standard Penetration Test (SPT) borings completed to a depth of approximately 25 feet below the existing grade. The Boring Location Plan / Soil Profiles - Sheet 1 is presented in the Appendix. The SPT borings were drilled using a B-57 drill rig and mud rotary procedures. Samples of the in-place materials were recovered at frequent intervals using a standard split spoon driven with a 140-pound hammer freely falling 30 inches (the SPT sampling after ASTM D 1586). The samples of the in-place soils were returned to our laboratory for classification by a geotechnical engineer. The samples were classified in general accordance with the Unified Soil Classification System (ASTM D 2488).

Based on visual classification of the soil samples obtained, the soil materials encountered beneath the topsoil typically consisted of organic material, or a sand layer (at Boring B-2) between organic layers below the topsoil. The sand layer at B-2 was classified as SP. Limestone material was encountered below the organic material (classified as Muck (PT)). The organic stratum is common in the project area. The organic material has a layer thickness between 10 to 12 feet below grade and has an interface with the limestone.

Based on the SPT N-values recorded in the borings, the fill material or organic material at the surface is generally in the soft to firm consistency. The limestone layers are predominantly in the stiff to very-stiff consistency, with some layers in the consistency of soft, or firm. The soil profiles are also presented on the Boring Location Plan / Soil Profiles - Sheet 1 in the Appendix.

The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The soil boring profiles should be reviewed for specific information at individual boring locations. These records include soil descriptions, stratifications, and Standard Penetration resistances. The stratifications shown on the soil profiles represent the conditions only at the actual boring location. Variations may occur and should be expected at other locations.

The stratifications represent the approximate boundary between subsurface materials, and the actual transition may be gradual. Water level information obtained during field operations is also shown on these soil profiles. Samples collected for classification and laboratory testing will be retained for 30 days from the date of this report and then will be discarded.

Groundwater Information

Groundwater level was measured in each of the borings upon completion of the drilling activities.

The groundwater table was encountered between a depth of 4 to 5 feet. We expect the groundwater to fluctuate approximately 2 feet with seasonal variations.

In general, the seasonal high groundwater level is not intended to define a limit or ensure that future seasonal fluctuations in groundwater levels will not exceed the estimated levels. The groundwater levels could exceed the normal seasonal high groundwater level estimate as a result of a series of rainfall events, changed conditions at the site that alter surface water drainage characteristics, or

Pahokee, FL variations in the duration, intensity, or total volume of rainfall. We recommend that the contractor determine the actual groundwater levels at the time of the construction to determine groundwater impact on his or her construction procedures.

Laboratory Classification Testing

Representative soil samples collected from the borings were classified and stratified in general accordance with the Unified Soil Classification System. Our classification was based on visual inspection, using the results from the laboratory testing as confirmation. The laboratory tests performed include natural moisture content, grain size analysis, and organic content testing.

Laboratory test results are presented in the Appendix as Summary of Laboratory Tests and Grain Size Data Sheet. Tests were performed in general accordance with the test methods noted in Table 1 below.

Table 1 – Soil Sample Testing Methods Test Type Test Method

Sieve Analysis ASTM C 136 (AASHTO T 27) Moisture Content ASTM D 2216 (AASHTO T 265) Organic Content ASTM D 2974 (AASHTO T 267)

FOUNDATION RECOMMENDATIONS

The geotechnical study completed for the proposed playground area confirms that the site is suitable for the planned construction when viewed from a soil mechanics and foundation engineering perspective, albeit with the more costly deep foundation system.

In their current condition, the soft organic soils will consolidate over time and will not provide safe support to shallow spread foundations, and slab-on-grade systems, or the playground surfaces.

We recommend that the proposed playground equipment items be supported on a system of deep foundation, and that the play area as a whole be constructed on geotextile material.

Helical Piers Recommendations

A helical pile/pier, sometimes called a screw pile, consists of a spiral-shaped head and galvanized steel pipe extension sections (flights). The pile is rotated into a stable bearing stratum, using a high-torque hydraulic motor, until the necessary load capacity has been achieved as verified by means of a pressure gauge. The pile is attached via a bracket to the base of the foundation to transfer the structural load to the pile. Helical pile installation creates no spoil and can be performed in limited access situations. In limestone formations, it is recommended to use a starter section consisting of tubular shaft with rock socket lead. The pile needs to be advanced into the upper limestone to provide sufficient capacities and avoid slippage.

Pahokee, FL

A transition structural steel pile, square to tubular, with a 27/8 inch round (8 or 10 inch helix) double rock socket should provide sufficient support provided it is socketed at least 2 feet into limestone.

Based on the boring log data, the designer can use 4.0 tsf allowable friction of the limestone. Final design recommendations will be provided by Specialty Contractor based on their experience and once structural loading information is finalized.

As a guide to assist the Contractor with obtaining costs associated with this type of foundation, the below contact is provided.

Helical Piers/Dosdourian Enterprises, Inc., please contact Mr. Sam Dosdourian , cell

(561) 719-8028, e-mail: sam@fixdirt.com

It will be prudent to retain the services of TSFGeo during foundation improvements in order to verify that the recommendations provided herein are being properly followed.

Playground area

In the playground area where the organic material is too thick to remove as a layer a system of aggregate and geofabric should be employed to stabilize the soils. The particular details of installation of geogrid is recommended by the material/product suppliers. In general, the organic material should be excavated approximately 24 inches and have a layer of filter fabric placed on top of the over-excavated surface and then a thin layer (approximately 6 inches) of structural fill (as defined below) should be placed. The geofabric should be placed above the structural fill. A layer of local rock base approximately 12 inches thick should be placed in three layers and compacted to 98% of ASTM D 1557. A second geofabric should be installed above the local rock layer. A final layer (approximately 6 inches) of structural fill should be placed and compacted to attain the foundation level for the playground area. The final layer material should be selected to be suitable to the type of surface application to be used for the playground (i.e. mulch, rubber surface, etc.). See Figure 1 for example of geogrid usage. Sample product material is attached and titled Geotextile Reference Materials.

All placed soil or aggregate material should be compacted to 98% of ASTM D 1557 maximum dry density. Structural fill used to replace excavated material or to raise the site to foundation levels should consist of clean sand and/or sand and gravel (ASTM D 2487), with a maximum of 12 percent passing the U.S. Standard No. 200 sieve.

Figure 1-Example of Geogrid Usage

Pahokee, FL

CONSTRUCTION CONSIDERATIONS

It is recommended that TSFGeo be retained to provide observation and testing of construction activities involved in the foundation and related activities of this project. TSFGeo cannot accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the foundation if not engaged to also provide construction observation and testing for this project.

Excavations

In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its “Construction Standards for Excavations, 29 CFR, part 1926, Subpart P.” This document was issued to better ensure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations, or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced, and if they are not closely followed, the owner and the contractor could be liable for substantial penalties.

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain the stability of both the excavation sides and bottoms. The contractor's "responsible person," as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures.

In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.

We are providing this information solely as a service to our client. TSFGeo does not assume responsibility for construction site safety or the contractor’s or other parties’ compliance with local, state, and federal safety or other regulations.

REPORT LIMITATIONS

The recommendations submitted are based on the available subsurface information obtained by TSFGeo for the proposed project. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, TSFGeo should be notified immediately to determine if changes in the preliminary foundation recommendations are required. If TSFGeo is not retained to perform these functions, TSFGeo will not be responsible for the impact of those conditions of the project.

It is imperative that TSFGeo, be present for observation and testing during construction in order to provide written confirmation (certifications) that the geotechnical engineering study report have been complied with.

Pahokee, FL

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed.

After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents.

This geotechnical report has been prepared for the exclusive use of Colome' & Associates, Inc. and Palm Beach County for the specific application to the proposed improvements to for the playground at 1749 E Main Street, Pahokee, in Palm Beach County, Florida.

CLOSURE

We appreciate the opportunity to perform this Geotechnical Study and look forward to continued participation during the design and construction phase of this project. If you have any questions pertaining to this report, or if we may be of further service, please contact our office.

Respectfully submitted, TSFGeo

Harmon C. Bennett, P.E. Raj Krishnasamy, P.E.

Principal Engineer President FL Reg. No. 53130 FL Reg No. 53567

Appendix Boring Location Plan/Soil Profiles – Sheet 1 Soil Map - Palm Beach County Area, Florida Summary of Laboratory Tests

Grain Size Data Sheet Geotextile Reference Materials

APPENDIX

Boring Location Plan/Soil Profiles – Sheet 1 Soil Map – Palm Beach County Area, Florida

Summary of Laboratory Tests Grain Size Data Sheet

Geotextile Reference Materials

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Pa lm B ea ch

C ou nt y

Ar ea

, F lo rid a

(M el is sa

's P la ce

P la yg ro un d

(C ol om e an d

As so ci at es

N at ur al

R es ou rc es C on se rv at io n

Se rv ic e

W eb

S oi l S ur ve y

N at io na l C oo pe ra tiv e

So il

Su rv ey 8/

/2

Pa ge o f 3

Map Unit Legend

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

5 Arents-Urban land complex, organic substratum

0.1 26.0%

46 Torry muck 0.2 74.0%

Totals for Area of Interest 0.3 100.0%

Soil Map—Palm Beach County Area, Florida Melissa's Place Playground (Colome and Associates)

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

8/14/2023

3/ 4"

1/ 2"

3/ 8"

#4 #1

#4

#5

#6

#1

#1

#2

B

T O

P T

M U

C K

P

T

.1

7.

O rg an ic on te nt

N at ur al oi st ur e

C on te nt

SU

M

M A

R Y

O F

LA

B

O R

A

TO

R Y

TE

ST

S G eo te ch ni ca l S er vi ce s

R ep or t

M el is sa

's P la ce

P la yg ro un d, E

M ai n St re et

Pa ho ke e, F L

TS

FG

eo P ro je ct N o.

1-

-2

B or in g

N um be r

Sa m pl e

N um be r

Sa m pl e

D ep th

(ft

St ra tu um be r U ni fie d Sy m bo l

Si ev e A na ly si s, P er ce nt ag e

Pa ss in g

W rit te n

D es cr ip tio n

DATE: 8/2/2023

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B2 SAMPLE # 4 DEPTH (ft): 6 TO 8

STRATUM:

SOIL CLASSIFICATION:

MC% 307.3

OC% 80.06

-200% 28

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cc = (D30)^2 / (D10 x D60) =

MUCK (PT)

Cu = D60 / D10 =

GRAIN SIZE DATA SHEET

PROJECT INFORMATION

Geotechnical Services Report Melissa's Place Playground, 1749 E Main Street

Pahokee, FL TSFGeo Project No. 7111-23-242

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110100

P

ER

C

EN

T P A

SS

SIEVE OPENING SIZE (mm)

GRAIN SIZE DISTRIBUTION CURVE

Geosynthetics Pavement Base Reinforcement Subgrade Stabilization

Protective & Outdoor Fabrics Aerospace Composites Armour Composites

Geosynthetics Industrial Fabrics Synthetic Grass

RS580i RS380i RS280i

RSi-Series

GEOTEXTILE REFERENCE MATERIALS - PAGE 1 OF 11

2 Geosynthetics BASE REINFORCEMENT/SUBGRADE STABILIZATION

Superior integration*.

With the new Mirafi® RSi-Series, it’s like comparing apples to oranges for Roadway Reinforcement.

You asked for the impossible...and we responded.

Our new game-changing products, Mirafi® RSi-Series geosynthetics will revolutionize the way you look at geosynthetics for roadway stabilization.

As the leader in geosynthetic solutions, TenCate Geosynthetics began the extensive research and design process of looking for the “perfect” geotextile that could move more water while concurrently retaining more soil within a roadway system.

This product would also need to hold more force with less overall system movement in order to improve the base strength and support heavier loads; thus, resulting in longer life, less maintenance and costs, and better performance.

The solution we developed...

Mirafi® RSi.

We have proven that a geotextile can solve a complex roadway problem, where once upon a time, the only solution considered by some was a geogrid product.

Mirafi® RSi is all about integration...

...Integration of a superior multi-layered construction of woven fibers of various dimensions specifically positioned relative to adjoining fibers to create three times the water flow AND an increase in AOS sieve size.

Because Mirafi® RSi-Series geosynthetics have higher tensile modulus properties than comparable stabilization products on the market today, it is perfect for base course reinforcement and subgrade stabilization in roads, Orange wins.

modulus • water flow • confinement • separation • product identification

Geosynthetic Waterflow ga l/m in /f t2

Mirafi®

500X Mirafi®

FW700

Mirafi®

HP570

Mirafi®

RS580i

MiraSpec Design Solutions Software provides cost savings and “green” savings by incorporating a geosynthetic.

MiraSpec Design Solutions Software is easy to use and is available at no cost at www.Mirafi.com

GEOTEXTILE REFERENCE MATERIALS - PAGE 2 OF 11

Geosynthetics BASE REINFORCEMENT/SUBGRADE STABILIZATION 3 modulus • water flow • confinement • separation • product identification railways, runways and haul roads; and for stabilization of embankments on soft foundations. It also performs well for liner support, voids bridging, hazardous pond closures and other environmental purposes. Mirafi® RSi -Series geosynthetics are available in a variety of roll sizes to fit your specific project needs and requirements.

Because no one understands geosynthetics better than TenCate Geosynthetics...our materials make a difference.

Modulus at 2% Strain Cross-Ma chine Direction lb s/ ft

Mirafi®

500X biaxial geogrid

Mirafi®

HP570

Mirafi®

RS580i

100,000

80,000

60,000

40,000

20,000

Walk the Walk

Go with the Flow

Strength at Every Angle

Geogrids vs. Mirafi® RS580i

Product Identification

Mirafi® HP Geotextile (Typical)

Mirafi® RS580i

RS380i & RS580i Patent # 8,333,2200 and 8598,054. RS280i Patent Pending.

Go to www.mirafi.com for product demonstrations video.

Advantages

Integration refers to the overall set of described characteristics based on a review of technical specifications for comparable products published by their respective manufacturers. Individual characteristics of these products vary and may meet, exceed, and fall below one or more of the above described individual characteristics.

GEOTEXTILE REFERENCE MATERIALS - PAGE 3 OF 11

TenCate develops and produces materials that increase performance, reduce costs and enable people to achieve what was once unachieveable.

Our goal is to contribute significantly to progress in the industries in which we work.

365 South Holland Drive Pendergrass, GA 30567

Tel 800 685 9990 Tel 706 693 2226

Fax 706 693 4400 www.mirafi.com

11.14

QUALITY

S S U R A N CE

ACCREDITED

LABORATORY

GAI-LAP-25-97

ISO 9001

FM 61026

The information contained herein is to the best of our knowledge accurate, but since the circumstances and conditions in which it may be used are beyond our control, we do not accept liability for any loss or damage, however arising, which results directly or indirectly from use of such information. Nor do we offer any warranty or immunity against patent infringement.

Mirafi® is a registered trademark of Nicolon Corporation. © 2014 Nicolon Corporation. All Rights Reserved.

GEOTEXTILE REFERENCE MATERIALS - PAGE 4 OF 11

Mirafi® RS380i

TENCATE GEOSYNTHETICS

Americas

Mirafi® RS380i is a specially designed geosynthetic that integrates the key performance characteristics to maximize performance. Extensive performance testing has been performed per AASHTO and FHWA guidelines to validate performance for both paved and unpaved roads. The patented weave pattern and unique Orange identifier yarn make the Mirafi® RS380i a unique performance geotextile.

Roadway Design and Performance Properties

Guidance Document / Test Method

Unit

Design / Calibration Value

Base Course MR Improvement Factor1 AASHTO R50-09 --- 1.3

Traffic Benefit Ratio: TBR2,3,4 AASHTO R50-09 --- 3.9 / 5.2 / 21.75

Cyclic Tensile Modulus @ 2% Permanent Strain: Jcyclic (MARV) ASTM D7556 lb/ft (kN/m)

MD CD

54,406 (794) 72,907 (1064)

Interaction Coefficient: Ci5 ASTM D6706 --- 0.89

Pore Pressure Dissipation Ratio2 Measured --- 1.6

Average Dynamic Filtration Pore Size ASTM D6767 microns

O95 - 392 O85 - 328 O60 - 245 O50 - 195

Tensile Strength @ 2% Strain (MARV)

ASTM D4595

lb/ft (kN/m)

MD CD

600 (8.8) 1,020 (14.9)

Tensile Strength @ 5% Strain (MARV) ASTM D4595 lb/ft (kN/m) 1,800 (26.3) 2,256 (32.9)

Index Properties Test Method Unit Roll Value Apparent Opening Size, AOS

(Maximum Roll Value) ASTM D4751 U.S Sieve

(mm) 40 (0.425)

Hydraulic Flow Rate (MARV) ASTM D4491 gal/min/ft2

(l/min/m2) 75 (3,056)

Permittivity (MARV) ASTM D4491 sec-1 0.9 UV Resistance

(at 500 hours exposure) ASTM D4355 % strength retained 90

Notes:

1 Value Determined from Results of Independent Testing Performed at Kansas State University in accordance with NCHRP Report 512 “Accelerated Pavement Testing: Data Guidelines” and AASHTO R50-09 Geosynthetic Reinforcement of the Aggregate Base Course of Flexible Pavement Structures.” Multiplier for Unbound Granular Material; for SG MR between 4.5 and 6.9 ksi (30.9 and 47.4 MPa).

2 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Georgia Silt Subgrade,” September 1, 2011. 9-kip {40 kN} Wheel Load, SG CBR = 1%, 12-inch (300-mm) Crushed Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth.

3 Value Determined from Results of Independent Testing Performed at LTRC “Performance of Reinforced–Stabilized Unpaved Test Sections Built Over Native Soft Soil Under Full-Scale Moving Wheel Loads,” TRR Volume 2511, 2015. Measured at 0.34-inch (8.64 mm) Rut Depth; Peak Pore Pressure 6-inches (150 mm) Below Geosynthetic.

4 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Montana Clay Subgrade,” September 1, 2011. 9-kip (40 kN) Wheel Load, SG CBR = 1.8%, 8-inch (200-mm) Rounded Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth.

5 Interaction Coefficient value is for sand (SP) or gravel (GW) based on testing conducted by SGI Testing Services.

U.S. Patent 8,333,220 and 8,598,054 TenCate, Mirafi, and the color ORANGE used in connection with geosynthetic or geotextile products are registered and/or unregistered trademarks of Nicolon Corporation.

Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice.

Mirafi® is a registered trademark of Nicolon Corporation. Copyright © 2020 Nicolon Corporation. All Rights Reserved.

FGS000726

ETQR19

GAI-LAP-25-97

GEOTEXTILE REFERENCE MATERIALS - PAGE 5 OF 11

Project Name:

Project Number:

Section 31 32 19

Specification for Woven High Modulus Geotextile Used in Subgrade

Stabilization/Restraint and Base Reinforcement Applications

1. GENERAL

1.1 SECTION INCLUDES

A. Geotextile to stabilize and reinforce an aggregate cover material (subbase, base, select embankment, etc.) of an unpaved or paved roadway.

1.2 RELATED SECTIONS

A. Section 02 50 00 - Site Remediation B. Section 01 89 13 - Site Preparation Performance Requirements C. Section 31 00 00 - Earthwork D. Section 32 10 00 - Bases, Ballasts, Pavements, and Appurtenances

1.3 UNIT PRICES

A. Method of Measurement: By the square yard (or square meter - as indicated in contract documents) including seams, overlaps, and wastage.

B. Basis of Payment: By the square yard (or square meter - as indicated in contract documents) installed.

1.4 REFERENCES

A. AASHTO Standards:

1. T088-10-UL - Particle Size Analysis of Soils

2. T090-00-UL - Determining the Plastic Limit and Plasticity Index of

Soils

3. T099-10-UL - The Moisture-Density Relations of Soils Using a 5.5lb (2.5 kg)

Rammer and a 12in (305 mm) Drop.

4. M288 – Standard Specification for Geosynthetic Specification for Highway

Applications

B. American Society for Testing and Materials (ASTM):

1. D422 - Standard Test Method for Particle-Size Analysis of Soils

GEOTEXTILE REFERENCE MATERIALS - PAGE 6 OF 11

2. D4354 - Practice for Sampling of Geosynthetics for Testing

3. D4355 - Test Method for Deterioration of Geotextiles from Exposure to

Ultraviolet Light and Water (Xenon-Arc Type Apparatus)

4. D4439 - Terminology for Geotextiles

5. D4491 - Test Methods for Water Permeability of Geotextiles by Permittivity

6. D4595 - Test Method for Tensile Properties of Geotextiles by the Wide-

Width Strip Method

7. D4751 - Test Method for Determining Apparent Opening Size of a

Geotextile

8. D4759 - Practice for Determining the Specification Conformance of

Geosynthetics

9. D4884 - Standard Test Method for Strength of Sewn or Thermally Bonded

Seams of Geotextiles

10. D4873 - Guide for Identification, Storage, and Handling of Geotextiles

11. D5321 - Test Method for Determining the Coefficient of Soil and

Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method

12. D6241 - Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile-Related Products Using a 50-mm Probe

13. D6706 - Standard Test Method for Measuring Geosynthetic Pullout Resistance in Soil

14. D8102 – Standard Practice for Manufacturing Quality Control of Geotextiles

D. Geosynthetic Accreditation Institute - Laboratory Accreditation Program (GAI-LAP)

E. International Standards Organization (ISO) - 9001:2015

F. National Transportation Product Evaluation Program (NTPEP)

1.5 DEFINITIONS

A. Minimum Average Roll Value (MARV): Property value calculated as typical minus two standard deviations. Statistically, it yields a 97.7 percent degree of confidence that any sample taken during quality assurance testing will exceed value reported.

MARV for geotextiles shall be determined in accordance with ASTM D8102.

1.6 SUBMITTALS

A. Submit the following:

1. Certification: The contractor shall provide to the Engineer a certificate stating the name of the original manufacturer (not private label name), product name, style number, and chemical composition of the filaments or yarns and other pertinent information to fully describe the geotextile. The Certification shall state that the furnished geotextile meets MARV

GEOTEXTILE REFERENCE MATERIALS - PAGE 7 OF 11

requirements of the specification as evaluated under the Manufacturer's quality control program per ASTM D8102 and include supporting QC test results. The Certification shall be attested to by a person having legal authority to bind the Manufacturer. Certifications from Private Label distributors will not be accepted.

2. If an alternate product is submitted, full scale performance testing performed by an independent testing agency shall be provided that quantifies the structural benefit of the geotextile. The benefit must meet or exceed the benefit of the design geotextile. A design including the alternate product must be stamped by a professional engineer in the state where the project is located and submitted for review.

3. Coefficient of Interaction (CI) test results performed by a lab with GAI-LAP accreditation should be provided to confirm conformance to the specified value.

4. Manufacturer’s installation Guidelines shall be provided.

5. Three 1’ x 1’samples shall be provided.

6. Quality Standards: The contractor shall provide to the Engineer the

Manufacturer’s Quality Control Plan along with their current GAI-LAP, and ISO 9001:2015 certificates.

7. Alternate products must be submitted as outlined in Section 1.6A a minimum of 15 days prior to bid date to engineer and should include information on five similar projects in size and scope.

1.7 QUALITY ASSURANCE

A. Manufacturer Qualifications:

1. The geotextile Manufacturer shall have all the following credentials:

a. ISO 9001:2015 Quality Management System

b. Geosynthetic Accreditation Institute- Laboratory Accreditation Program (GAI-LAP)

B. The geotextile Manufacturer shall have a GAI-LAP accredited laboratory at the location of production or receiving location capable of performing the ASTM tests as outlined in the specification and Manufacturers Quality Control Plan.

1.8 DELIVERY, STORAGE, AND HANDLING

GEOTEXTILE REFERENCE MATERIALS - PAGE 8 OF 11

A. Geotextile labeling, shipment, and storage shall follow ASTM D4873. Product labels shall be color-coded to specifically identify each product and clearly show the Manufacturer’s name, style name, and roll number. The geotextile shall be labeled directly on the product at an interval not greater than every 5 meters (15 feet) indicating the product name and manufacturing number per NTPEP GTX labeling requirements.

B. Each geotextile roll shall be wrapped with a material that will protect the geotextile from damage due to shipment, water, sunlight, and contaminants.

C. 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, excess temperatures, and any other environmental conditions that may damage the physical property values of the geotextile.

2. PRODUCTS

2.1 MANUFACTURERS

A. TenCate Geosynthetics Americas 365 South Holland Drive, Pendergrass, GA, USA 30567 1-800-685-9990; 1-706-693-2226; www.tencategeo.us; spec@tencategeo.com

2.2 MATERIALS

A. Geotextile:

1. The geotextile with orange identification yarns and super high-tenacity polypropylene yarns with a weave pattern to maximize strength, water flow, soil interaction and soil retention. The yarns shall be from high-tenacity long-chain synthetic polymers composed of at least 95 percent by weight of polyolefins. They shall form a stable network such that the filaments or yarns retain their dimensional stability relative to each other, including selvages. The geotextile is produced with a unique patented double layer weave pattern utilizing two different weft yarns in weft sets and a stuffer pick, as recited in U.S. Patent 8,598,054.

2. The geotextile shall meet the requirements of Table 1. Values for AOS represent maximum average roll values.

GEOTEXTILE REFERENCE MATERIALS - PAGE 9 OF 11

http://www.tencategeo.us/ mailto:spec@tencategeo.com

TABLE 1 - SUBGRADE STABILIZATION GEOTEXTILE

Roadway Design and Performance Properties

Guidance Document / Test Method

Unit Design / Calibration Value

Base Course MR Improvement Factor1 AASHTO R50-09 --- 1.30

Traffic Benefit Ratio: TBR2,3,4 AASHTO R50-09 --- 3.9 / 5.2 / 21.75

Interaction Coefficient: Ci5 ASTM D6706 --- 0.89

Pore Pressure Dissipation Ratio6 Measured --- 1.6

Typical Dynamic Filtration Pore Size 095 / 050 7 ASTM D6767 microns 365 / 185

Tensile Strength @ 2% Strain (MD/CD) (MARV) ASTM D4595 lb/ft (kN/m)

MD CD

600 (8.8) 1,020 (14.9) Tensile Strength @ 5% Strain (MD/CD)

(MARV) ASTM D4595 lb/ft (kN/m) 1,800 (26.3) 2,256 (32.9)

Index Properties Test Method Unit Roll Value

Apparent Opening Size, AOS (Maximum Roll Value) ASTM D4751 U.S Sieve

(mm) 40 (0.425)

Hydraulic Flow Rate (MARV) ASTM D4491 gal/min/ft2 (l/min/m2) 75 (3,056)

Permittivity (MARV) ASTM D4491 sec-1 0.9

UV Resistance

(at 500 hours exposure) ASTM D4355 % strength retained 90

Notes:

1 Value Determined from Results of Independent Testing Performed at Kansas State University in accordance with NCHRP Report 512 “Accelerated Pavement Testing: Data Guidelines” and AASHTO R50-09 Geosynthetic Reinforcement of the Aggregate Base Course of Flexible Pavement Structures.” Multiplier for Unbound Granular Material; for SG MR between 4.5 and 6.9 ksi (30.9 and 47.4 MPa).

2 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Georgia Silt Subgrade,” September 1, 2011. 9-kip {40 kN} Wheel Load, SG CBR = 1%, 12-inch (300-mm) Crushed Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth.

3 Value Determined from Results of Independent Testing Performed at LTRC “Performance of Reinforced–Stabilized Unpaved Test Sections Built Over Native Soft Soil Under Full-Scale Moving Wheel Loads,” TRR Volume 2511, 2015. Measured at 0.34-inch (8.64 mm) Rut Depth; Peak Pore Pressure 6-inches (150 mm) Below Geosynthetic.

4 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Montana Clay Subgrade,” September 1, 2011. 9-kip (40 kN) Wheel Load, SG CBR = 1.8%, 8-inch (200-mm) Rounded Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth.

5 Interaction Coefficient value is for sand (SP) or gravel (GW) based on testing conducted by SGI Testing Services.

7 Typical Value Determined from Specimen Results of Independent Testing Performed at TRI Environmental, Various Dates.

3. Approved geotextile is Mirafi® RS380i. Any submitted product other than Mirafi® RS380i is considered an alternate.

GEOTEXTILE REFERENCE MATERIALS - PAGE 10 OF 11

2.3 QUALITY CONTROL

A. Manufacturing Quality Control: Testing shall be performed at an on-site laboratory accredited by GAI-LAP for tests required for the geotextile, at frequency meeting or exceeding ASTM D4354 and reported MARV values per ASTM D8102.

B. Manufacturer's certifications and testing of quality assurance samples obtained using Procedure B of ASTM D4354. A lot size for conformance or quality assurance sampling shall be the shipment quantity of the given product or a truckload of the given product, whichever is smaller.

3. EXECUTION

3.1 See Manufacturer’s Installation guidelines provided in the submittal.

END OF SECTION

GEOTEXTILE REFERENCE MATERIALS - PAGE 11 OF 11

csi_rs380i