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February 6, 2024
Mr. John Matney
Russell County Reclamation LLC                  Phone:  423-646-3400
2389 Lee Hwy          E-mail:  [email protected]
Bristol, VA 24201
Subject:  Final Report of ASTM C 330-17a
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Mr. Matney
SGS TEC Services is an AASHTO R18, ANS/ISO/IEC 17025:2017, and is an Army Corps of Engineers
accredited laboratory. SGS TEC Services is pleased to present this interim report of our testing on the
expanded lightweight aggregate submitted to our laboratory in August of 2023. The results of this testing
pertain only to the samples tested. The aggregate was tested in accordance with the applicable sections of
ASTM C330-17 Standard Specification for Lightweight Aggregates for Structural Concrete.
This specification covers lightweight aggregates intended for use in structural concrete in which prime
considerations are reducing the density while maintaining the compressive strength of the concrete. The
maximum and minimum requirements for this specification are presented in Section 5 Chemical
Composition and Section 6 Physical Properties of ASTM C330 and are reported in Table 1. Based on our
results to date, the 1/2 Structural lightweight aggregate labeled as Bloated Material (Russell County
Reclamation) submitted to our laboratory meet and/or exceeds the requirements of ASTM C330.
TEC SERVICES
Testing * Engineering * Consulting
February 6, 2024
Mr. John Matney
Russell County Reclamation LLC Phone: 423-646-3400
2389 Lee Hwy E-mail: [email protected]
Bristol, VA 24201
Subject: Final Report of ASTM C 330-17
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Mr. Matney
SGS TEC Services is an AASHTO R18, ANS/ISO/IEC 17025:2017, and is an Army Corps of Engineers
accredited laboratory. SGS TEC Services is pleased to present this interim report of our testing on the
expanded lightweight aggregate submitted to our laboratory in August of 2023. The results of this testing
pertain only to the samples tested. The aggregate was tested in accordance with the applicable sections of
ASTM C330-17 Standard Specification for Lightweight Aggregates for Structural Conerete.
This specification covers lightweight aggregates intended for use in structural concrete in which prime
considerations are reducing the density while maintaining the compressive strength of the conerete. The
maximum and minimum requirements for this specification are presented in Section 5 Chemical
Composition and Section 6 Physical Properties of ASTM C330 and are reported in Table 1. Based on our
results to date, the 1/2 Structural lightweight aggregate labeled as Bloated Material (Russell County
Reclamation) submitted to our laboratory meet and/or exceeds the requirements of ASTM C330.
ssoa7035 yee 4 fly
bk 770-995-8000 | www.tecservices.com os
Final Report of ASTM C 330-17a                                February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Page 2 of 8
Table 1: Summary of Test Results
Section 5 - Chemical Composition Test Results
ASTM C330
Requirements
Organic Impurities (Color change) < 1 3 (max)
Staining (Stain index) 0 60 (max)
Loss on Ignition 2.33 5% (max)
Section 6 – Physical Properties
Clay Lumps and Friable Particles (Dry mass) 0.3 % 2% (max)
Bulk Density (Loose) 47 lb/ft3 55 lb/ft3 (max)
Relative Density (Specific Gravity) (Saturated Surface-dry) 1.634 ----
Relative Density (Specific Gravity) (Oven-Dry) 1.500 ----
72-Hour Absorption 8.93 % ----
Compressive Strength
(Requirement based off Calculated Equilibrium Density)
4380 3,740 psi (min)
Splitting Tensile
(Requirement based off Calculated Equilibrium Density)
440 325 psi (min)
Drying Shrinkage -0.032 -0.070 % (max)
Popouts No Popouts No Popouts
Grading See Grading Below
Resistance to Freezing and Thawing (Relative Dynamic Modulus, %) 100 ----
Organic Impurities
The organic impurities were tested in accordance with ASTM C40-20 Standard Test Method for Organic
Impurities in Fine Aggregates for Concrete.
Requirement – Lightweight aggregate subjected to the test for organic impurities shall not produce darker
color than standard.
Result – The lightweight aggregate did not show any color change.
Iron Staining
The staining testing was tested in accordance with ASTM C641-17 Standard Test Method for Iron
Staining Materials in Lightweight Concrete Aggregates.
Requirement – Lightweight aggregate shall have a stain index of less than sixty.
Result – The lightweight aggregate showed no stain, which indicates an index of 0.
Loss on Ignition
Final Report of ASTM C330-17a
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Table 1: Summary of Test Results
February 6, 2024
Section 5 - Chemical Composition Test Resutts | ASTM C330
Requirements
‘Organic Impurities (Color change) <1 3 (max)
Staining (Stain index) 0 60 (max)
Loss on Ignition 233 5% (max)
Section 6 — Physical Properties
Clay Lumps and Friable Particles (Dry mass) 03% % (max)
Bulk Density (Loose) 7b | 55 TDA (max)
Relative Density (Specific Gravity) (Saturated Surface-dry) 1.634 =
Relative Density (Specific Gravity) (Oven-Dry) 1.500
72-Hour Absorption 893%
‘Compressive Strength ami
(Requirement aed off Calculated Equilibrium Density) 4380 3.740 psi (min)
Splitiing Tensile
(Requirement based off Calculated Equilibrium Density) 440 325 psi (min)
Drying Shrinkage 0.032 | -0.070 % (max)
Popouts No Popouts | No Popouts
Grading See Grading Below
Resistance to Freezing and Thawing (Relative Dynamic Modulus, %)
100
Organic Impurities
The organic impurities were tested in accordance with ASTM C40-20 Standard Test Method for Organic
Impurities in Fine Aggregates for Concrete
Requirement ~ Lightweight aggregate subjected to the test for organic impurities shall not produce darker
color than standard.
Result ~ The lightweight aggregate did not show any color change.
Iron Staining
The staining testing was tested in accordance with ASTM C641-17 Standard Test Method for Iron
Staining Materials in Lightweight Concrete Aggregates.
Requirement — Lightweight aggregate shall have a stain index of less than sixty.
Result — The lightweight aggregate showed no stain, which indicates an index of 0.
Loss on Ignition
Page 2 of 8
Final Report of ASTM C 330-17a                                February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Page 3 of 8
The loss of ignition was tested in accordance with ASTM C114-18 Standard Test Methods for Chemical
Analysis of Hydraulic Cement.
Requirement – Lightweight aggregate shall have a loss of ignition not more than five percent.
Result – The material had a loss on ignition percentage of 2.33.
Clay Lumps and Friable Particles
The clay lumps and friable particles was tested in accordance with ASTM C142-17 Standard Test Method
for Clay Lumps and Friable Particles in Aggregates.
Requirement – The amount of clay lumps and friable particles shall not exceed two percent by
dry mass.
Results – The lightweight aggregate had 0.3 percent clay lumps and friable aggregate.
Grading
The grading was tested in accordance with ASTM C136-19 Standard Test Method for Sieve Analysis of
Fine and Coarse Aggregates. The grading shall conform to the requirements in Table 1 of ASTM C330.
The Grading and the required grading are reported in Table 2.
Table 2: Grading & Required Grading
Sieve Size % Passing
Required % Passing
(1/2 to #4)
¾ in 100.0 100
½ in 93.2 90 - 100
3/8 in 62.0 40 - 80
#4 13.8 0 - 20
#8 5.8 0 - 10
#16 3.5 —
#50 1.5 —
#100 0.7 —
#200 0.3 0 - 10
NOTE: The received material was crushed in a jaw-type crusher at SGS TEC Services in order to achieve
the grading listed above.
Final Report of ASTM C 330-174 February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
The loss of ignition was tested in accordance with ASTM C1 14-18 Standard Test Methods for Chemical
Analysis of Hydraulic Cement.
Requirement — Lightweight aggregate shall have a loss of ignition not more than five percent.
Result — The material had a loss on ignition percentage of 2.33.
Clay Lumps and Friable Particles
‘The clay lumps and friable particles was tested in accordance with ASTM C142-17 Standard Test Method
for Clay Lumps and Friable Particles in Aggregates.
Requirement ~ The amount of clay lumps and friable particles shall not exceed two percent by
dry mass.
Results ~ The lightweight aggregate had 0.3 percent clay lumps and friable aggregate.
Grading
The grading was tested in accordance with ASTM C136-19 Standard Test Method for Sieve Analysis of
Fine and Coarse Aggregates. The grading shall conform to the requirements in Table 1 of ASTM C330.
The Grading and the required grading are reported in Table 2.
Table 2: Grading & Required Grading
Sieve Size oh Passing Required % Passing
(1/2 to #4)
Yin 100.0 700
’in 93.2 90 - 100
“in 62.0 40-80
#4 13.8 0-20
#8 5.8 0-10
#16 35 =
#50 15 =
#100 07 =
#200 03 0-10
NOTE: The received material was crushed in a jaw-lype crusher at SGS TEC Services in order to achieve
the grading listed above.
Page 3 of &
Final Report of ASTM C 330-17a                                February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Page 4 of 8
Bulk Density (Loose)
The oven dried loose bulk density was tested in accordance with Method C-Shoveling of ASTM C29-17a
Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate.
Requirement – The maximum bulk density (loose) for coarse aggregate is 55 lbs/ft3.
Result – The lightweight aggregate had an average bulk density (loose) of 47 lb/ft3.
Specific Gravity & Absorption
The relative density and absorption were tested in accordance with ASTM C127-15 Standard Test
Method for Density, Relative Density (Specific Gravity) & Absorption of Coarse Aggregate. The sample
was dried to a constant mass and soaked for 72 hours. The specific gravity and absorption are reported in
Table 3.
Table 3: Specific Gravity & Absorption
Absorption after 72-hour Soak
(percent)
Relative Density
(Specific Gravity)
(Oven-Dry)
Relative Density
(Specific Gravity)
(Saturated Surface-Dry)
8.93  1.500 1.634
Concrete mixtures containing the lightweight aggregate were batched to make test specimens for
compressive strength, splitting tensile, drying shrinkage and resistance to freezing and thawing.  The
material sources and amount of material used in the concrete mix are reported in Table 4.  Fresh
properties are reported in Table 5.
Table 4: Mix Proportions
Material Source
Amount
(pcy)
Portland Type I/II Cement Cemex - Clinchfield 564
Fine Aggregate – Natural Sand Lambert, Wiregrass 1450
Lightweight Aggregate – (1/2” to #4) Russel County Reclamation 940
Air Entrainment Vinsol Resin 1.2 oz/yd³
Water Reducer Type F – High Range 4.0 oz/yd³
Water Lawrenceville City Water 278
Total 3,232
Final Report of ASTM C 330-17a February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Bulk Density (Loose)
The oven dried loose bulk density was tested in accordance with Method C-Shoveling of ASTM C29-17a
Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate.
Requirement — The maximum bulk density (loose) for coarse aggregate is 55 Ibs/ft’.
Result ~ The lightweight aggregate had an average bulk density (loose) of 47 Ib/ft
Specific Gravity & Absorption
The relative density and absorption were tested in accordance with ASTM C127-15 Standard Test
Method for Density, Relative Density (Specific Gravity) & Absorption of Coarse Aggregate. The sample
‘was dried to a constant mass and soaked for 72 hours. The specific gravity and absorption are reported in
Table 3
Table 3: Specific Gravity & Absorption
Absorption after 72-hour Soak
(percent)
Relative Density
(Specific Gravity)
(Oven-Dry)
Relative Density
(Specific Gravity)
(Saturated Surface-Dry)
8.93
1,500
1.634
Concrete mixtures containing the lightweight aggregate were batched to make test specimens for
compressive strength, splitting tensile, drying shrinkage and resistance to freezing and thawing. The
material sources and amount of material used in the concrete mix are reported in Table 4, Fresh
properties are reported in Table 5.
‘Table 4: Mix Proportions
Material Source Amount
(pey)
Portland Type Will Cement Cemex - Clinchfield 564
Fine Aggregate ~ Natural Sand Lambert, Wiregrass 1450
Lightweight Aggregate ~(1/2 to #4) _| Russel County Reclamation 940
‘Air Entrainment Vinsol Resin T2ozye
Waiter Reducer Type F— High Range 40 oziye
Water Lawrenceville City Water 278
Total 3.232
Page 4 of &
Final Report of ASTM C 330-17a                                February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Page 5 of 8
Table 5: Fresh Properties
Slump (inches) 2.25
Unit Weight (lb/ft3) 119.4
Air Content (%) 6.0
Concrete Temperature (°F) 73
The oven-dry density of the concrete mixture was calculated by the mixture quantities, aggregate
moisture content, and the volume of the concrete batch. The calculated equilibrium density of 113.7 lb/ft³
was calculated by adding 3 lb/ft³ to the calculated oven-dry density. The calculated equilibrium density is
used to determine the specification requirements for the compressive and split tensile strengths.
Compressive Strength and Splitting Tensile Strength
Compressive Strength
The compressive strength was tested in accordance with ASTM C39-21 Standard Test Method for
Compressive Strength of Cylindrical Concrete Specimens.
Requirement – For concrete with combinations of normal weight and lightweight aggregates and a
calculated equilibrium density of 113.7 lb/ft3, the minimum compressive strength is 3,740 psi.  This was
calculated by interpolation from the values presented in section 5.2.1 and are reported in Table 6. The
specimens tested were 4” x 8” cylinders and the results are reported in Table 7.
Table 6: Compressive & Splitting Tensile Strength Requirements
Calculated Equilibrium Density
(lbs/ft3)
Splitting Tensile Strength
Requirements (psi)
Compressive Strength
Requirements
(psi)
110 310 3,000
115 330 4,000
Final Report of ASTM C 330-17a February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Table 5: Fresh Properties
‘Slump (inches) 2.25
Unit Weight (Ib/f*) 119.4
Air Content (%) 60
Conerete Temperature °F) 7B
The oven-dry density of the concrete mixture was calculated by the mixture quantities, aggregate
moisture content, and the volume of the conerete batch. The calculated equilibrium density of 113.7 Ib/ft?
was calculated by adding 3 Ib/ft to the calculated oven-dry density. The calculated equilibrium density is
used to determine the specification requirements for the compressive and split tensile strengths,
Compressive Strength and S|
Strength
Compr
The compressive strength was tested in accordance with ASTM C39-21 Standard Test Method for
Compressive Strength of Cylindrical Concrete Specimens
Requirement — For concrete with combinations of normal weight and lightweight aggregates and a
calculated equilibrium density of 113.7 Ib/ft, the minimum compressive strength is 3,740 psi. This was
calculated by interpolation from the values presented in section 5.2.1 and are reported in Table 6. The
specimens tested were 4” x 8” cylinders and the results are reported in Table 7.
Table 6: Compressive & Splitting Tensile Strength Requirements

7" ; ‘Compressive Strength
Calculated Equilibrium Density Splitting Tensile Strength i"
rt’) A . Requirements
(bsift’) Requirements (psi) i

(psi)
110 310 3,000
115 330 4,000
Page 5 of 8
Final Report of ASTM C 330-17a                                February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Page 6 of 8
Table 7: Compressive Strength Results
Sample ID
Compressive Strength
(psi)
23-1479-A 4,200
23-1479-B 4,540
23-1479-C 4,600
23-1479-D 4,190
Average 4,380
Splitting Tensile
The splitting tensile strength was tested in accordance with C496 C496M-17 Standard Test Method for
Splitting Tensile Strength of Cylindrical Concrete Specimens.
Requirement – For a concrete with combinations of normal weight and lightweight aggregates and a
calculated equilibrium density of 113.7 lb/ft3, the minimum splitting tensile strength is 325 psi. The
specimens tested were 6” x 12” cylinders and the results are reported in Table 8.
Table 8: Splitting Tensile Strength Result
Sample ID                   Splitting Tensile Strength (psi)
23-1479-1 520
23-1479-2 385
23-1479-3 510
23-1479-4 480
23-1479-5 445
23-1479-6 395
23-1479-7 400
23-1479-8 390
Average 440
Drying Shrinkage
The drying shrinkage testing was tested in accordance with C157-17 Standard Test Method for Length
Change of Hardened Hydraulic-Cement Mortar and Concrete and modified per ASTM C330. Three
length change beams (4” x 4” x 11¼”) were moist cured for seven days.  Upon the completion of the 7-
day moist curing an initial reading was obtained, which was used as the base length for the drying
shrinkage calculations. The samples were then placed in a curing cabinet maintained at 100 ± 2°F with a
relative humidity of 32 ± 2% for 28 days.
Requirement – The drying shrinkage of the concrete specimens shall not exceed 0.07% at 28days.
Final Report of ASTM C 330-174 February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Table 7: Compressive Strength Results
Sample 1D Compressive Strength
(psi)
23-1479-A 4,200
23-1479-B 4540
23-1479-C 4,600
23-1479-D 4,190
‘Average 4,380
Splitting Tensile
The splitting tensile strength was tested in accordance with C496 C496M-17 Standard Test Method for
Splitting Tensile Strength of Cylindrical Concrete Specimens
Requirement ~ For a conerete with combinations of normal weight and lightweight aggregates and a
calculated equilibrium density of 113.7 Ib/ft’, the minimum splitting tensile strength is 325 psi. The
specimens tested were 6” x 12” cylinders and the results are reported in Table 8.
Table 8: Splitting Tensile Strength Result
Sample ID Splitting Tensile Strength (psi)
23-1479-1 520
23-1479-2 385
23-1479-3 310
23-1479-4 480
23-1479-5 445
23-1479-6 395
23-1479-7 400
23-1479-8 390
‘Average 440
Drying Shrinkage
The drying shrinkage testing was tested in accordance with C1S7-17 Standard Test Method for Length
Change of Hardened Hydraulic-Cement Mortar and Concrete and modified per ASTM C330. Three
length change beams (4” x 4” x 11%”) were moist cured for seven days. Upon the completion of the 7-
day moist curing an initial reading was obtained, which was used as the base length for the drying
shrinkage calculations. The samples were then placed in a curing cabinet maintained at 100 + 2°F with a
relative humidity of 32 + 2% for 28 days.
Requirement ~ The drying shrinkage of the concrete specimens shall not exceed 0.07% at 28days
Page 6 of 8
Final Report of ASTM C 330-17a                                February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Page 7 of 8
Table 9: Drying Shrinkage at 28 Days
Sample ID
Length Change at 28 Days
(%)
23-1479 (1) -0.033
23-1479 (2) -0.032
23-1479 (3) -0.032
Average -0.032
Popouts
Requirement – There shall be no popouts observed after test concrete made with the tested lightweight
aggregate is subjected to an autoclave in accordance with ASTM C151-18 Standard Test Method for
Autoclave Expansion of Hydraulic Cement.
Result – No popouts were observed.
Resistance to Freezing and Thawing
The freeze-thaw samples were tested in accordance with ASTM C666-15 Resistance of
Concrete to Rapid Freezing and Thawing – Procedure A (freezing and thawing in water) with
the curing modifications listed in ASTM C330.
Results – The average relative dynamic modulus after 300 cycles was 100%.
Results are reported in Table 10.
Table 10– Freeze-Thaw Testing – Cast Concrete Samples (3 beams)
Final Report of ASTM C330-17a
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-147
9
February 6, 2024
Table 9: Drying Shrinkage at 28 Days
Sample ID Tength Change at 28 Days
(%)
23-1479 (1) 0,033
23-1479 (2) 0.032
23-1479 (3) 0.032
Average 0.032
Popouts
Requirement ~ There shall be no popouts observed after test concrete made with the tested lightweight
aggregate is subjected to an autoclave in accordance with ASTM C151-18 Standard Test Method for
Autoclave Expansion of Hydraulic
Cement.
Result ~ No popouts were observed.
Resistance to Freezing and Thawing
The freeze-thaw samples were tested in accordance with ASTM C666-15 Resistance of
Concrete to Rapid Freezing and Thawing ~ Procedure A (freezing and thawing in water) with
the curing modifications listed i
in ASTM €330,
Results ~ The average relative dynamic modulus after 300 cycles was 100%.
Results are reported in Table 10.
Table 10— Freeze-Thaw Testing — Cast Concrete Samples (3 beams)
Page 7 of 8
Final Report of ASTM C 330-17a                                February 6, 2024
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
Page 8 of 8
Total
Cycles
Completed
Fundamental
Transverse
Frequency, khz
Relative Dynamic
Modulus (%)
Weight Change
(grams)
Length Change
(inches)
Beam
1
Beam
2
Beam
3
Beam
1
Beam
2
Beam
3
Beam
1
Beam
2
Beam
3
Beam
1
Beam
2
Beam
3
0 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
36 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
72 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
108 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
144 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
180 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
216 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
252 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
288 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
300 1.731 1.731 1.731  100  100 100  0  0  0  0  0  0
Average Relative Dynamic Modulus 100  0 0
We appreciate the opportunity of providing our services to you.  If you have any questions pertaining to
this report or need any additional information, please do not hesitate to call us.
Sincerely,
SGS, TEC SERVICES, INC.
Caleb Howard                  Steven Maloof
Project Manager                            Laboratory Principle/Sr. Project Manager
Final Report of ASTM C330-17a
Bloated Material - Russell County Reclamation
SGS TEC Services Sample ID: 23-1479
February 6, 2024
Fundamental . 5 a ,
Total Transverse Relative Dynamic Weight Change | Length Change
Cycles Frequeney, khz Modulus (%) (grams) (inches)
Completed [Beam ] Beam ] Beam | Beam] Beam ] Beam | Beam ] Beam | Beam | Beam | Beam | Beam
1 2 3 1f2f3faf2]3f1f2]s3
0 1731 [1.731 [1.731 | 100 | 100[ 100 f 0 f o [ 0 [ 0 | 0 | 0
36 1731 [1.731 [1.731 | 100 100[ 100 f 0 fo [ 0 [ 0 | 0 | 0
2 1731 [1.731 [1.731 | 100 100[ 100 f 0 fo [ 0 [ 0 | 0 | 0
108 1731 [1.731 [1.731 | 100 100[ 100 f 0 fo [ 0 [ 0 | 0 | 0
144 1731 [1.731 [1.731 | 100 100[ 100 f 0 fo [ 0 [ 0 | 0 | 0
180 1731 [1.731 [1.731 | 100 | 100; 100 f 0 fo [ 0 | 0 | 0 | 0
216 1731 [1.731 [1.731 | 100 | 100[ 100 f 0 fo [ 0 [ 0 | 0 | 0
252 1731 [1.731 [1.731 | 100 | 100[ 100 f 0 fo [ 0 [ 0 | 0 | 0
288 1731 [1.731 [1.731 | 100 | 100[ 100 f 0 fo [ 0 [ 0 | 0 | 0
300 1731 [1.731 [1.731 | 100 | 100; 100 f 0 fo [ 0 | 0 | 0 | 0
‘Average Relative Dynamic Modulus 100 0 0
We appreciate the opportunity of providing our ser
this report or need any additional information, please do not hesitate to call us.
Sincerely,
SGS, TEC SERVICES, INC.
ethene
Caleb Howard
Project Manager
Steven Maloof
es to you, If you have any questions pertaining to
Laboratory Principle/Sr. Project Manager
Page 8 of 8