STANDARD MEASUREMENT PROTOCOLS
Florida Radon Research Program
by
Ashley D. Williamson and Joe M. Finkel
Southern Research Institute
2000 Ninth Avenue South
P.O. Box 55305
Birmingham, AL 35255-5305
EPA Interagency Agreement RWFL933783
DCA Contract 89RD-62-15-00-22-003
EPA Cooperative Agreement CR814621
DCA Project Officer: Richard W. Dixon
State of Florida
2740 Centerview Drive
Tallahassee, FL 32399
EPA Project Officer: David C. Sanchez
Air and Energy Engineering Research Laboratory
Research Triangle Park, NC 27711
Prepared for
STATE OF FLORIDA
Department of Community Affairs
2740 Centerview Drive
Tallahassee, FL 32399
and
U. S. ENVIRONMENTAL PROTECTION AGENCY
Office of Research and Development
Washington DC 20460
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TECHNICAL REPORT DATA
(Please read Inunctions on the reverse before compif*'
1. REPORT NO. 2.
EPA-600/8-91-212
i
4. TITLE AMD SUBTITLE
Standard Measurement Protocols, Florida Radon
Research Program
5. REPORI DATb
November 1991
6. PERFORMING ORGANIZATION CODE
?. AUTHOR(S)
Ashley D. Williamson and Joe M. Finkel
8. PERFOHMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AMD ADDRESS
Southern Research Institute
P. 0. Box 55305
Birmingham, Alabama 35255-5305
10. PROGRAM ELEMENT NO.
11. CONTRACT/GRANT NO.
CR814621
12. SPONSORING AGENCY NAME AND ADORESS
EPA, Office of Research and Development
Air and Energy Engineering Research Laboratory
Research Triangle Park, North Carolina 27711
13. TYPE OF REPORT AND PERIOD COVERED
Final; 3-9/90
14. SPONSORING AGENCY CODE
EPA/600/13
id.supplementary notes _aeeRL project officer is David C. Sanchez, Mail Drop 54, 919/
541-2979.
\ v
is. abstractmanua]^ in support of the Florida Radon Research Program, contains
standard protocols for key measurements where data quality is vital to the program.
It contains two sections. The first section, soil measurements, contains field sam-
pling protocols for soil gas permeability and radon concentration, in-situ soil den-
sity, soil classification, and penetrometer analysis. Laboratory procedures include
soil moisture, radium and radon emanation, particle-size analysis, specific gravity,,'
the proctor method for moisture/density relationships, a laboratory gas permeability
test, a radon diffusion coefficient measurement, and two radon flux measurements.
The second section, building measurements, includes diagnostic procedures for sub-
slab radon, sub-slab communication, and differential pressure measurements fol-
lowed by building leakage measurements. ,
w
1 \
17. KEY WORDS AND DOCUMENT ANALYSIS
a. DESCRIPTORS
b. IDENTIFIERS/OPEN ENDED TE RMS
c. COSATi Field/Group
Pollution Density
Radon Radium
Measurement Emission
Sampling Particle Size
Soils Buildings
Permeability Slabs
Pollution Control
Stationary Sources
13B
07B
14 B
08G.08M 13 M
14G 13C
18. DISTRIBUTION STATEMENT
Release to Public
19. SECURITY CLASS (This Report}
Unclassified
21 . NO. OF PAGES
120
20. SECURITY CLASS (This page)
Unclassified
22. PRICE
EPA Form 2220-1 (9-73)
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NOTICE
This document has been reviewed in accordance with
U.S. Environmental Protection Agency policy and
approved for publication. Mention of trade names
or commercial products does not constitute endorse-
ment or recommendation for use.
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ABSTRACT
In support of the Florida Radon Research Program, this manual contains
standard protocols for key measurements where data quality is vital to the
program. This manual is divided into two sections. The first section, soil
measurements, contains field sampling protocols for soil gas permeability and
radon concentration, in eitu-soil density, soil classification, and
penetrometer analysis. Laboratory procedures include soil moisture, radium
and radium emanation, particle-Bize analysis, specific gravity, the proctor
method for moisture/density relationships, a laboratory gas permeability test,
a radon diffusion coefficient measurement, and two radon flux measurements.
The second section, building measurements, includes diagnostic procedures for
sub-Blab radon, sub-slab communications, and differential pressure
measurements followed by building leakage measurements. Indoor radon
measurements are generally to be made by EPA-520/1-89-009, which is
incorporated by reference.
i if
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CONTENTS
Section Page No. Revision
ABSTRACT -ill
CONVERSION FACTORS Vi
INTRODUCTION v-j-j
REFERENCES vi'ii ' '
1.0 SOIL MEASUREMENTS 1-1
1.1 Permeability/Soil Radon/Soil/Fill. . . . 1-2 0
Sample Collection
1.2 In-Situ Soil Density ..... 1-13 0
1.3 Soil Classification 1-18 0
1.4 Penetrometer Analysis 1-23 0
1.5 Soil Moisture 1-41 0
1.6 Soil Radium Content/Radon Emanation. . . 1-42 0
1.7 Soil Particle-Size Analysis 1-47 0
1.8 Specific Gravity of Soils 1-48 0
1.9 Standard Proctor 1-49 0
1.10 Laboratory Permeability 1-50 0
1.11 Radon Diffusion Coefficient 1-54 0
1.12 Radon Flux 1-71 0
2.0 BUILDING MEASUREMENTS. . . 2-1
2.1 Slib-Slab Radon 2-2 0
2.2 Sub-Slab Communications Test ...... 2-9 0
2.3 Differential Pressure Measurements . . . 2-13 0
2.4 Building Leakage 2-16 0
2.4.1 Blower Door 2-16 0
2.4.2 Tracer Dilution 2-21 0
2.4.3 Site Detection 2-25 0
2.5 Indoor Radon . 2-26 0
v
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CONVERSION FACTORS
Readers more familiar with metric units may use the follow
factors to convert to that system.
Nonmetric Times Yields Metric
°F 5/9(°F - 32) °C
^ 0.3 m
ft/min 0.0005 m/s
ft3/min 0.00047 m3/s
gal. 0.0038 m3
in. 0.025 m
in.2 0.00065 m2
in. W.C. 0.249 kPa
lb 0.45 kg
mph 1.61 km/h
psi 6.89 kPa
qt 0.00095 m3
v'i
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INTRODUCTION
As mandated by the 1988 Florida Legislature, the Florida Department of
Community Affairs (DCA) is required to develop construction standards for
radon resistant buildings and for mitigation of radon in existing buildings.
In ordar to lay technical groundwork for these standards, the DCA has
established the Florida Radon Research Program (FRRP), an extensive program of
research and development ranging from fundamental studies to demonstrations
and field validations.
In order to ensure the quality of data generated by multiple research
groups in the FRRP, key measurements b»v« bean identified and standardized.
This document contains standard measurement protocols for these key
measurements, and is intended to be distributed to all research groups
participating in the FRRP.
In compiling the protocols, every attempt was made to use validated
and generally accepted methods for each measurement with minimum of
modification. Thus, methods which have been documented by the American
Society for Testing and Materials (ASTM) were used whenever applicable.
Likewise, several radon-related protocols developed or standardized by the
U.S. Environmental Protection Agency (EPA) have been incorporated into this
document.
In order to facilitate field use and provide for any necessary revisions
of these protocols, each protocol in this publication was written to stand
alone. That is, each protocol may be removed and used without loss of
information. Headers more familiar with metric units may use the factors on
page iv to convert to that system.
vii
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REFERENCES
Basic references cited in this report include:
(1) ASTM D 422-63 - Standard Method for Particle Size Analysis of Soils - 1963
(2) ASTM D 698-78 - Standard Test Methods for Moisture - Density Relations of Soils
and Soil Aggregate Mixture Using 5.5 lb. Rammer and 12 inch Drop - 1978
(3) ASTM D 854-83 - Standard Test Method for Specific Gravity of Soils, 1983
(4) ASTM D 1586-84 - Standard Method for Penetration Test and Split-Barrel Sampling
of Soils, 1984
(5) ASTM D 2216-80 - Standard Method for Laboratory Determination of Water
(Moisture) Content of Soil, Rock and Soil-Aggregate Mixture, 1980
(6) ASTM D 2487-85 - Standard Test Method for Classification of Soils for Engineering
Purposes, 1985
(7) ASTM D 2488-84 - Standard Practice for Description and Identification of Soils,
1984
(8) ASTM D 2937-83 - Standard Test Method for Density of Soil in Place by the Drive-
Cylinder Method, 1983
(9) ASTM E 741-83 - Standard Method for Determining Air Leakage Rate by Tracer
Diluter, 1983
(10) ASTM E 779-87 - Standard Test Method for Determining Air Leakage Rate by Fan
Pressurization, 1987
(11) ASTM E 1186-87 - Standard Practices for Air Leakage Site Detection in Building
Envelopes, 1987
(12) Handbook of Geophysics, Air Force Cambridge Research Center
(13) Soil Texture, Coarse Fragments, Stoniness, and Rockiness,
Appendix I: Terms Used to Describe Soils. In: Soil Taxonomy,
U. S. Department of Agriculture, Washington, DC, December 1975.
(14) Indoor Radon and Radon Decay Product Measurement Protocols,
EPA-520/1-89-009 (NTIS PB89-224273), March 1989
vii i
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STANDARD MEASUREMENT PROTOCOLS
Florida Radon B*s««rcfc Prograa
SECTION 1 SOIL MEASUREMENTS
1-1
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Section Ho.. , X ¦ X
Revision No.: 2,
Date: 01-15-90
1.1 Permeability/Soil Radon/Soil/Fill Sample Collection
Field Procedures for Soil Gas Perneability and Radon Measurement,
and Corresponding In-situ Soil Density Sampling
This protocol is for field neasurenent of soil gas permeabilities and
collection of soil gas radon samples, corresponding field-density soil
samples, and additional soil grab samples for particle size, soil moisture,
and radiological analyses, as veil as other experimental measurements for
special purposes.
In-situ soil densities are measured by sampling according to ASTM
D 2937-83. Additional documentation, in the field notebook, should include a
visual classification or description of the soil.
Applicability
This protocol covers field sampling procedures to be used in the
Foundation Fill Materials project. In this project all sections of the
protocol and other methods specified therein are to be followed.
It is anticipated that modified forms of this protocol will be used for
soil samples from buildings which will be studied intensely (in the EPA
Mitigation Demonstration Project, the Large Scale Building Project, and any
future Research House projects) or at a moderate level of detail (as in the
New House Evaluation Project and perhaps the smaller set of homes in the
Pressure characteristics project). In those projects, a sampling pattern
relative to the structure may be specified, and a reduced set of analyses may
be performed according to the same protocols referenced in this method.
Finally, The procedure for soil gas permeability contained in this
protocol may be used in a "stand-alone" fashion for permeability measurements
using the RP-2 permeometer.
Relationship To Other Methods
This protocol is a field sample collection protocol which incorporates other
methods in this manual by reference. Detailed instructions for In-Situ Soil
Density are contained in Section 1.2. Soil Classification will be performed
according to one of the methods contained in Section 1.3. Penetrometer
Analysis (as specified in Section 1.4) may be required for correlation
purposes. Soil grab samples collected according to this protocol will be
analyzed using several of the protocols in this manual/ including Sections
1.5, 1.6, and 1.7.
1-2
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Section Ro.: 1.1
Revision Ro.: £
01-15.90
Page 1 of 11
Rogers & Associates Engineering Corporation
P.O. Box 330, Salt Lake City, Utah 84110-0330 • (801)263-1600
July 1989
Revised- January 1990
Field Procedures for Soil Gas Permeability and Radon Measurements,
and Coi responding In-Situ Soil Density Sfl i1)ng
1. Purposes.
To measure the in-situ gas permeability of soil and the radon content of the
soil gas, and to collect a soil density sample and supplementary soil that is
representative of the permeability measurements. Because the density sample is
the basis for determining soil porosity and moisture saturation fraction, it is
imperative to take all necessary precautions to assure accuracy in the sampling.
The density sampling and equipment is to conform to ASTM D2937-83.
2. Equipment.
The following equipment is used for the permeability and radon
measurements, and in collecting the soil samples. Equivalent equipment may be
used if the intent of the sample collection and its precision, accuracy and
representativeness are maintained. Alternative soil-gas radon measurement
equipment is available from Eberline Instruments, Santa Fe, NM; Ludlum
Measurements Inc., Sweetwater, TX; and others. ¦ Alternative soil density
sampling equipment is available as model CN-1020, Soiltest, Evanston, IL, or
model E-540/915, Geotest Instrument Corp, Evanston, IL. The bucket auger used
here is available as model 230D4-100, Soil Moisture Equipment Corp., Santa
Barbara, CA.
2.1 Permeability and Radon Measurement Equipment
• MK-II permeameter
• Type GP soil gas sampling probes
* Pylon AB-5 scaler or equivalent
* Calibrated scintillation cells
* Sledge hammer
* Soil probe extraction jack
• Measuring tape
• Permanent field notebook
1-3
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22 Roil Sampling Equipment
Section Ho.: 1.1
Revision No. : £.
Date: 01-15-90
Pag« 2 of -II
• 5-cm diameter x 10-cm thin-wall steel density tubes, sharpened from
outer side at one end
• 4-inch diameter bucket auger (soil conservation type)
• Slide hammer (3" round flange on 0.5"x54" steel pipe, with l"x24" steel
pipefor slide) . •
• One-gallon heavy-gauge Ziploc plastic freezer bags
• Straight-edged steel-blade knife
• Soil trowel
• Shovel
3. Site Description, Layout, and Sampling Points.
Upon arrival at each sampling site, the site is characterized and documented.
Further documentation may be added during or upon completion of sample
collection. All documentation should be recorded in the permanent field notebook,
and should include:
a. Site location (address, coordinates, etc.)
b. Site topography (hilltop, slope, valley, undulating terrain, etc.)
c. Vegetation (type, surface density, root frequency and depth, etc.)
d. History (undisturbed, cut, filled, compacted, farmed, etc.)
e. Proximity (distance & elevation) to nearby surface water and other
features.
A specific sampling location is selected for the measurements and sampling,
and if site duplicates are to be performed, a second location also is selected
approximately 80 feet from the first. The locations should be identified relative to
site features, and sketched on a map of the site to permit possible future sampling
at the same locations.
At each sampling location, permeability measurements should be made from
two separate points, as illustrated in Figure 1. The points should be located
approximately 90-120 cm apart to permit subsequent collection of a soil sample
between them. Permeability measurements should be made at least at nominal
46-cm (18-in), 61-cm (24-in) and 76-cm (30-in) depths, which should be measured
on the probe and recorded. A soil gas radon sample should be collected at a
122-cm (48-in) depth by driving the probe deeper after the first permeability
measurements. A corresponding permeability measurement also should be
made at the radon sampling depth. If permeabilities are vertically uniform
(within 50%) in measurements at the first point, only the central (61-cm) depth
need be measured at the second point. Otherwise measurements should be made
at the 46-cm, 61-cm and 76-cm depths.
Following permeability measurements at both points, a hole is augered
between the points as shown in Figure 1, and a soil density sample is collected at a
depth that is centered on the 61-cm permeability measurement depths. If soil
samples are to be obtained to correspond to the radon sample, they should be
obtained by augering deeper, after collection of the density sample, to the depth
corresponding to that of the radon sample.
1-4
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Section No.: 1.1
Revision No.: 0
D*t«: 01-15-90
Page 4 of 11
90 em -120 cm
46 cm —
61 cm
76 cm-
Density
Tube
il
n
10 cm
Hole
56 cm
66 cm
46 cm
61 cm
76 cm
RAE-103052
FIGURE L RELATIVE LOCATIONS AND DEPTHS OF SOIL DENSITY SAMPLING AND
SOIL GAS PERMEABILITY MEASUREMENTS FOR EACH SAMPLING
LOCATION.
1-5
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Section No.: _1.1
RaviaIon Ho.: 0
Date: 01-15-90
Page 3 of 11
1 1/4"
2 1/2' DIAMETER * 5*
DRIVING HEAD
HOSE BARB
FITTING
AIR-TIGHT
WELD
REINFORCING
PLATES
FIVE HOLES
ON 4 SIDES
1/2*
SCHEDULE 160
PIPE
DRIVING POINT
RA6-102247
FIGURE 2. DESIGN OF TYPE GP SOIL GAS SAMPLING PROBES.
1-6
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4. Soil Gas Permeability Measurements.
Section No.:
Revision No.
Date: 01-15-90
6 of 11
Following instructions in the permeameter users guide, the permeameter is
checked for proper operation, and soil gas permeability measurements and radon
sampling are conducted.
4.1 Soil Gas Prahe Insertion. The soil gas probe (Figure 2) is prepared and
inserted as follows:
a. Install the brass hose barb connector in the driving head of the probe
using Teflon tape to seal the threads. (Hose connectors ordinarily are
removed for shipping to avoid breakage.)
b. Check and clean probe sampling holes to remove any soil or obstructions,
and install driving point. System backpressure on a probe before insertion
should not exceed 0.05 inches H2O on gauge 3 at a flow rate of 200 cCmin.
c. Hold probe on sampling point and drive with a sledge hammer using
short, vertical strokes to avoid damage to the head or probe. Angular or
off-center blows cause most probe damage. In rocky or other dense,
resistant soils, a post driver may be preferred to a sledge hammer. The
brass hose barb usually must be removed during driving with a post
driver to avoid damage.
d. Drive probe to desired measurement depth, gauged from prior markings
on the probe. Five marks at 30-cm intervals from the sampling holes give
nominal measures of sampling depth from the surface.
e. Attach blank end of Tygon tube to hose barb, and filter-trap assembly to
the MK-II permeameter. Make permeability measurement and/or collect
radon sample as described in sections 4.2 and 4.3, and continue with
further probe insertion or remove probe using the probe extraction jack.
4J2 Soil Gaa Permeability Measurement. Soil gas permeability measurements
using the MK-II permeameter (Figures 3 and 4) begin with steps a-b below,
and individual measurements repeat steps c-g as follows:
a. Place the permeameter on the ground, open the case, and connect and
adjust the tumbuckle until the Ud is in a vertical position. Verticality is
indicated when the needle on gauge 4 is zeroed.
b. Connect the battery to the gauge panel, and connect the sampler to the soil
gas probe using the tube and filter trap assembly.
c. Verify that the flowmeter scale switch, V6, is in the xl position, and
switch on the pump while observing the flowmeter. Adjust the flow rate
to 200-300 cc/min using first the motor control and if necessary, valve V5.
If this flow rate cannot be maintained, switch the flowmeter to the xO.l
position and adjust the flow rate to 20-30 cc/min.
d. Observe the filter trap connected to the sampler input for any evidence of
water entry. If water is detected, switch off the unit immediately,
disconnect the filter from the sampler, and drain and clean the filter
assembly. 1_ ? ;—
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>
GAUGE 1
GAUGE 3
GAUGE 2
O
MOTOR
CONTROL^ V JV.
QPILOT
>>
GAUGE
SWITCH
6 VOLT INPUT
CONNECTOR
IMC-
•lIDpiA
m m k •
cm rt
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Section No.: 1.1
fcavlsion Ho.: 0
D»te: 01-15-90
8 of 11
CAUCCl
GAUCC2
CAUCf3
WMH
VALVE
PILOT
r
DTOT
switch
Pf\ Onict)
( eAU9€l \
I (How M*r*o J
RADON
SAMPLES
CONNECTION
—^C3
•&fn
CALIBRATED
ORIFICES
KAMQ2»*a
FIGURE 4. AIR FLOW SCHEMATIC OF THE MK-II RADON/PERMEABILITY SAMPLER.
1-9
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Section Ho.
Ervlilcm No
Dat«: 21
01-15-90
Pigt
of
e. Open valve VI (toggle position up) If the reading on gauge 1 is below 5-in
H20, close valve VI and open valve V2. If a reading below 0.25-in H20 is
obtained on gauge 2, dose valve V2 and open valve V3 for readings on
gauge 3.
f. To operate the system with an external gauge or an electronic digital
micromanometer, close valves VI, V2 and V3. Connect the external
gauge or micromanometer to port PPl using the connector supplied.
g. Head the flowmeter, and using the flowmeter calibration curves on the
instrument panel, determine the actual rate of air flow through the
system. Record the flowmeter gauge reading, the position of the
flowmeter scale switch, the actual flow rate, and the gauge pressure
reading for calculation of permeability. Permeability is calculated ask«
3.5 x 10*10 Q / AP, where k is in cm2, Q is the flowrate in cc/min, and AP is
the suction pressure in inches H2O.
4.3 Radon Grab Sampling. Soil gas samples are obtained by circulating air
through a flow-through scintillation cell associated with a radiation scaler
such as the Pylon AB-5 or an equivalent instrument. The procedures are:
a. After completion of the permeability measurement, connect the
scintillation cell to ports C2 and C3 using the quick-disconnect fittings and
tubing supplied.
b. Start gas flow tbrough tb« cell by opening valve V4 (toggl*
up). See Figure 4 for gas flow schematic.
c. Allow sufficient time for 4 cell volumes of gas to pass through the cell.
The cell volume is 165 cc, and tubing volume is about 10 cc. To estimate
the minimum required time (in minutes), divide 700 by the flow rate in
cc/min. Thus at a flow rate of 200 ccfaiin, 3.5 minutes are required to
flush the cell.
d. Close Valve V4 (toggle down) and remove the cell from the instrument for
counting or storage for equilibration.
4.4 Permeability Profile Measurement. Since soil gas permeability can vary
markedly with depth, the vertical uniformity of the site may require
investigation. The MK-II may be used to semi-continuously monitor soil
permeability as the probe is driven into the soil. After the MK-II is set up as
described in section 4.2, and connected to the soil gas probe, the probe may be
driven in any increments to greater depths while observing the pressure and
flow gauges for changes and recording any pertinent data. In this manner,
layers of varying permeability may be located and specifically sampled for
radon if desired.
5. Soil Sampling.
Density samples should be collected within 2-3 feet of both permeability
sampling points, and at a depth that is centered on the depth of a corresponding
permeability measurement, as illustrated in Figure 1. Soil density sampling
procedures should conform to ASTM D-2937. The thin-wall density tube should
1-10
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Section No.: 1.1
Revision No.: 0
Date: 01-1S-9Q
Page 10 of 11
first be cleaned and calibrated by replicate measurements of its length and
diameter (ASTM-D2937). Its dimensions should be remeasured whenever the
tube is re-sharpened, or after approximately 10-30 uses, depending on
deformation from pounding. Detailed procedures are illustrated in Figure 5, and
should include the following:
a. Mark the bucket auger handle approximately 22 inches (55.9
centimeters) above the tips of the auger blades, and auger a
22 inch deep hole at the sampling site. Adjust this depth,
if necessary, to achieve a density sample that is vertically
centered on the depth of the corresponding permeability
measurements (Figure 5a).
b. Clean all loose soil from the bottom of the hole by hand, until a firm flat
undisturbed bottom surface can be felt that is free of surface debris (Figure
5b). Check nominal hole depth with tape measure or meter stick.
c. Carefully place sharpened end of density tube down on center of bottom
surface of hole without disturbing soil (Figure 5c).
d. Lower slide hammer into hole until flange contacts top of density tube.
Operate slide pipe to drive tube into soil (Figure 5d).
e. Check soil surface for completeness of tube insertion by periodic removal of
hammer and visual or tactile examination (Figure 5e). Insertion also can be
detected by changes in hammer sound/vibrations as the hammer flange
contacts the soil surface. Tube should be pounded completely into the soil
surface, but excess pounding after complete insertion should be avoided to
minimize extra compaction of the soil sample.
f. Insert bucket auger into hole and advance approximately 4-5 inches deeper
(Figure 50.
g. Remove bucket auger with its soil and carefully retrieve density tube (Figure
5g). Save approximately 500g of soil fro,m the bucket auger from outside the
density tube in a labeled Ziploc bag for grain-size or other
supporting analyses.
h. Plane soil from ends of density tube with straight-edge steel blade to be flat
and even with tube length, and remove any soil adhering to the outside of the
tube (Figure 2h). Small voids may be filled if necessary with soil that was
surrounding the tube by pressing it into place and planing to achieve flat
ends. If soil is short over the entire area of the tube end, the sample should
be discarded and sampling repeated beginning in a new hole (step a).
i. Carefully transfer all of the soil from the tube into a labeled plastic bag
(Figure 2i). Seal the bag after all soil is transfered. Double-bag the density
sample by sealing in an outer bag, and record the density tube volume or
identification, sample depth, location, etc. and observations of layering,
nonuniformity, roots, soil description, etc. Weigh samples after return to
lab, and proceed immediately with moisture analysis and grain-size
analysis to avoid moisture losses. Calculate wet density and dry density as
described in ASTM-D2937. 1 -11
-------
Section No.: 1,1
Revision No.: 0
Date: 01-15-90
Page 11 of
a.
Auger 56 cm
Deep Hote
a
n
n
a
d
a
i
H
!
Clean Loom SoB
From Hole And
Check Depth
Center Density
Tube m note
Without Disturbing
Soil
d.
Drive Tube Into
Soft With Slide
Hammer
¥
e.
Check Scrface
For Complete
Tube insertion
A
?>i-:
yd
t.
Auger Around
Tube TO cm - 12 cm
Deeper
g.
Remove Auger
And RetTteve
Density Tube
h.
Plane Sample Ends
To Be Even With
Tube Ends
i.
Transfer Entire
Density Tube
Sample To Bag:
Seal And Label
RAE-103053
FIGURE 5. SOIL DENSITY SAMPLING PROCEDURE.
1-12
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Section No.: 1.2
Revision No.: Q_
Date: 01-15-90
Page 1 of —5.
1.2 In-situ Soil Density
This section contains a sampling procedure for determining in-situ soil
density at locations corresponding to in-situ gas permeability measurements
the ASTM Standard Test Method which is used in the sampling procedure.
Xn-situ Soil Density Sampling Procedure (Rogers & Associates)
This procedure contains Instructions for collecting samples for in-situ
soil density measurements (using ASTM D 2937) at locations which correspond to
in-situ gas permeability measurements using the RP-2 permeometer. This
protocol describes in detail the sampling procedures for the determination of
the in-situ.soil density. The sampling locations and depths are described.
After obtaining the soil samples, the vet and dry density are calculated in
accordance with ASTM D 2937.
ASTM D 2937-83 Standard Test Method for Density of Soil in Place by the
Drive-Cylinder Method
This method is for the determination of in-place density of soil by the drive -
cylinder method. The test method involves obtaining a relatively undisturbed
soil sample by driving a thin-walled cylinder and the subsequent activities
for the determination of in-place density. This method can be used to
determine the in-place density of natural, inorganic, fine-grained soils and
of compacted soils used in construction of structural fill, highway
embankments, or earth dams.
Applicability
These measurements are a required part of field sampling for the
Foundation Fill Materials project (under Section 1.1), and should be used in
other studies in which correlations between gas permeability and soil
characteristics are sought.
This method is not recoonended for use in organic, noncohesive, or
friable soils and is not applicable to soft, highly plastic, or saturated or
other soils that are easily deformed, or which may not be retained in the
drive cylinder. The use in fine-grained soils containing appreciable coarse
materials may sot yield meaningful results and may damage the drive-cylinder
equipment. Thi« method is for sampling below the surface and at or sear the
surface.
folfttipnship 19 Other Httiwds
This procedure is incorporated into Section 1.1. The water content of
the soil is determined in accordance with ASTM D 2216 (Section 1.5).
1-13
-------
Rogers & Associates Engineering Corporation
P.O. Box 330, Salt Lake City, Utah 84110-0330 • (801) 263-1600
December 1989
Section Ho.: 1.2
Revision No.: Q_
Date: 01-15-90
Page _ 2 of 5
In-Situ. Soil Density Sampling Procedure
1. Purpose. To characterize the soil density that corresponds to an in-situ soil
gas permeability measurement Because this density is the basis for subsequent
estimates of soil porosity and moisture saturation fraction, it is imperative to take
all necessary precautions to ensure accuracy in the measurement.
2. Equipment. The following equipment is used in collecting in-situ soil density
samples.
• 2-inch diameter x 4-inch thin-wall steel density tubes
• 4-inch diameter bucket auger (soil conservation type)
• Slide hammer (3" round flange on 0.5"x54" steel pipe, with l"x24n steel
pipe for slide) #
• i-quart heavy-gauge Ziploc plastic bags
• Tape measure
• Straight-edged steel-blade knife
• Supporting permeability measurement equipment
3. Sampling Locations and Depths. Density samples should be collected within
2-3 feet of the permeability sampling location, and at a depth that is centered on
the depth of a corresponding permeability measurement. To best utilize replicate
permeability measurements and assess soil uniformity, the main and
intermediate permeability measurement locations may be conducted 3-4 feet
apart. They should utilize 18-inch, 24-inch and 30-inch depths. If permeabilities
are relatively uniform, the density sample then should be collected at the center
permeability measurement depth, 24-inches (Figure 1).
4. Procedure. Soil density sampling procedures should conform to ASTM-D2937.
The thin-wall density tube should first be cleaned and calibrated by replicate
measurements of its length and diameter (ASTM-D2937). Its dimensions should
be remeasured whenever the tube is re-sharpened, or after approximately 10-30
uses, depending on deformation from pounding.
A. Mark the bucket auger handle approximately 22 inches above the tips of the
auger blades, and auger a 22-inch deep hole at the sampling site. Adjust
this depth, if necessary, to achieve a density sample that is vertically
centered on the depth of the corresponding permeability measurements
(Figure 2A).
B. Clean all loose soil from the bottom of the hole by hand, until a firm flat
undisturbed bottom surface can be felt that is free of surface debris (Figure
2B). Check nominal hole depth with tape measure or meter stick.
C. Carefully place sharpened end of density tube down on center of bottom
surface of hole without disturbing soil (Figure 2C).
1-14
-------
Section Ho.: _LJL
KaviaIon Ho.: 0
D»te: 01-15-90
a_ of _5
D. Lower slide hammer into hole until flange contacts top of density tube.
Operate slide pipe to drive tube into soil (Figure 2D).
E. Check soil surface for completeness of tube insertion by periodic removal of
hammer and visual or tactile examination (Figure 2E). Insertion also <*ari
be detected by changes in hammer sound/vibrations as the hammer flange
contacts the soil surface. Tube should be pounded completely into the soil
surface, but excess pounding after complete insertion should be avoided to
minimize extra compaction of the soil sample.
F. Insert bucket auger into hole and advance approximately 4-5 inches deeper
(Figure 2F).
G. Remove bucket auger with its soil and carefully retrieve density tube (Figure
2G).
5. Save approximately 500g of soil from the bucket auger from outside the
density tube Id labeled riploc® bag for grain-size analysis (Figure 2E).
I. Plane soil from ends of density tube with straight-edge steel blade to be flat
and even with tube length, and remove any soil adhering to the outside of the
tube (Figure 21). Small voids may be filled if necessary with soil that was
surrounding the tube by pressing it into place and planing to achieve flat
ends. If soil is short over the entire area of the tube end, the sample should
be discarded and sampling repeated beginning in a new hole (step A).
J. Carefully transfer all of the soil from the tube into a labeled plastic bag
(Figure 2J). Seal the bag after all soil is transfersd.
K. Double-bag the density sample by sealing in an outer bag (Figure 2K), and
record the density tube volume or identification, sample depth, location, etc.
and observations of layering, nonuniformity, roots, soil description, etc.
L. Weigh samples after return to lab, and proceed immediately with moisture
analysis and grain-size analysis to avoid moisture losses.
M. Calculate wet density and dry density as described in ASTM-D2937.
1-15
-------
Section No.: 1.2
Revision Ho.: 0
2a": 01-15-90
Page 4 of , 5
* 3-4 feet
4" hole
22'
Permeability )
measurements 24'
depths {
24
density tube
Figure 1. Relative locations and depths of soil density sampling and soil
gas permeability measurements.
1-16
-------
Section No.: 1.2
Revision No.: Q,
Dace: 01-15-90
Page 5 of —5.
li
A.
Auger 22"
deep hole
8. C. D- E. F. G.
©•an loose Center density tube into Check surface Auger around Remove auger
soil from hoie tube in hole ^ *°r complete tube tube 4-5* deeper 4 retrieve density
& check depth without dtoturbng
insertion
tube
>il
Save grain-size
sample from soil
outsid* density
tube
I.
Plane sample Transfer entire
ends lo be even density tube
aeoo
OOQO
with tube ends
aampie to bag;
aaal & label
K.
Double-bag
sample & record
information
L
Weigh samples
& measure
moisture
M.
Calculate wet
& dry densities
Figure 2. Soil density sampling procedure
1-17
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Date: Pl-jg-9Q
Page 1 of —L
Section No.:
Revision Ho.:
1.3 Soil Classification
tract
Three methoda for aoll elaaaification are Lnclud«d in this aection.
Since che texrura.1 class of a eoil haa the major impact on its air
permeability and dlffuaion coefficient, the USDA/SCS guidelines are primary
for thia program.
Soil Texture, Coarse Fragments, Stonineaa, and Rockiness. Appendix
I: Tarns Used To Describe Soils. IN: Soil Taxonomy. U.S.
Department of Agriculture, Washington, D.C. Deceiver 1975.
This guidance material provides definitions for soil taxtural classes on the
basis of size distributions. Ohile material greater than 2 an particle size
and organic soils are dealt vith, the primary claases are defined in terms of
percentages of sand (0.05 to 2.0 an), silt (0.002 to 0.05 am), and clay (below
0,002 mm), for primarily inorganic soils. Guidelines for field classification
in terms of viaual-manual procedures are given.
ASTM D 2487-85 Standard Teat Method for Classification of Soils for
Engineering Purposes
This method is for classifying mineral and organo-mineral soils for
engineering purposes based on laboratory determination of particle-size
characteristics, liquid limit, and plasticity index and shall be used when
precise classification is required. As a classification system, this method
is limited to naturally occurring soils. The classification aystern is based
¦on three major soil divisions (coarse-grained soils, fine-grained soils, and
highly organic soils). These three divisions are further subdivided into a
total of 15 basic aoll groups.
ASTM D 2488-84 Standard Practice for Description and Identification of
Soils (Visual-Manual Procedure)
This method is for describing soil for engineering purposes and for
identifying aoils based on the classification system described in ASTM D 2467.
The identification is based on visual examination and manual tests. The
descriptive information should be used to supplement the classification of a
•oil as determined by ASTM D 2487. This method can be used not only for
identification of aoils in the field, but also in the office, laboratory or
wherever soil samples are inspected and described. This method has particular
value in grouping similar soil aaaplea so chat only a minimum number of
laboratory tests need to be run for positive soil classification.
Applicability
Tertural classification, as defined in the tCS procedure is an
intrinsic part of the procedure in Section 1.1. She ASZM methods are included
for reference, since classes as determined by the ASTM methods can be
correlated with the SCS classes.
1-18
-------
Section Ho.:
E*vl«ion Ho.
D*C«: 01-15-90
?•§• 2 of L
ATPSNSa I
SOIL TEXTURE, COARSE FRAGMENTS,
STONINESS, AND ROCKINESS
Sou t*st*n refers to the relative proportion af the
daa mops of individual soil grains la * maas of Mil. Specifically,
H refers to th» proportions of clay, lilt, tad aaad below 2 nulli-
attin in diam«tar.
Th« prMuict of eovM particles larger than wr caareesand
(or 2 mm.) and smaller than 10 Inch— is neognized by modifiers
of textaral clan nemos. Ilka prveetitr candy loam or sodWn loam.
General rfr—— of still larger particle* stones or rock oat-
acp*—an defined in tarma of the influence they have oc soil use,
and is tpacific phyiieal term* for individual soil series. Although
distinctions within a type, aeries, family, or freat soil group
•ecording to stonineas or rockineaa an pkoM, these are indicated
is toil types by an additional adjective added to tbe soil dass
name. Thus, Gloucester stony loam and Gloucester very stony
Iaiw ar« two phaaas of Gloucester loam which could be written
more accurately and more clumsily Gloucester loam, stony phsse.
and Gloucester loam, very stony phase.
Actually, of coarse, sharp distinction* among the size troops
jf particles are more or leas arbitrary. They have been arrived
at after many, many trials in developing classes that can be used
consistently and conveniently to define soil clsssiflcational and
mapping units in such ways that they can be given the most
cpecific interpretations.
The discussion of particle size is therefor* presented under
three principal headings: (1) The designation of soil textural
class baaed primarily upon the pre portion of clay, silt, and sand;
(2) the definition of group* of coarse fragments having diameters
less than 10 inches that stay be regarded as s part of the soil mass
and modify the textural class; and (3) the definition of rlsiirt
of stoniness and rocltineas for stonae ov*r 10 inches in diameter
and for bedrock not considered a part of-the soil mass.
SOU. TXXTUXAL CLASS
The texture of a sdfl horizon is, perhaps, its most nearly
sermanent characteristic. Structure can be quickly modified by
management. Often the texture of the plowed layer of an arable
soil is modified, not by changes within the surface layer, but by
the removal of surfsce horizons and the development of a new
¦urface soil from a lower natural horizon of different texture, or
y the addition of a new aurface horizon, say of wind-blown sand
or of silt loam settling out of muddy irrigation water. Soil blow,
ing during drought may change soil texture by removing the fine
particles from the exposed soil, leaving the surfsce soil richer
in sand and coarse fragments before.
Although texture is a seemingly simple basic concept In aoil
science, its consistent application has not been easy. Texture is
i basic that terms like sand, day, and loam are very-old indeed
Since both consistence and structure are very Important proper,
ties related partly to texture, the textura! terms, aa uaed earlier,
isd some connotations of these qualities as well as of texture. Aa
long as their use was confined to soils in Britain and in the eastern
rnrt of the United State, the lack of correspondence between field
designations of soil textural class and actual size distribution aa
shown by analysis was not obviously great Yet
structure and connate nee depend on the kind and condition of the
clay as well as on the amount of clay, on other toil constituents,
and on tbe living tissue in the soiL As soil scientists began to
deal with all soils, many of which are quite unlike the podzoiized
soils of the temperate forested regions, it became dear that
structure, consistence, and texture had to be measured separately.
Then too, early dispersion methods were so inadequate that fin*
granules of day were actually reported as silt or sand.
Common sources of confusion and error are the agricultural
connotations that were associated with the aoil textural class
names as formerly used. Clay soils were supposed to be sticky
and easily puddled: sand soils were supposed to be looee. struc-
tureless, and droughty. Such connotations do not hold generally,
however, and must be diasociated from general soil textural class
names. Among some soil groups, clay soils are sticky and easily
puddled, but among others they are not at ail Many aand soils
are loose, structureless, and droughty, but some are not. As with
each other soil characteristic, no direct relationship that ean be
applied generally to all soils exists between soil textural class
and fertility, prodoctivtty, or other inferred qualities. To make
such inferences we mast ako know the other important soil
characteristic* Unfortunately, these erroneous correlations are
wefi fixed in some textbooks and other books about soils for
farmers and gardeners. Within tbe universe that the authors of
these books actually consider, say Britain and the northeastern
part of the United States, the correlations may be approximately
correct for most soils; but the writers do not thus clearly limit
their oniveria. As applied to the aretie, the tropics, and the
daeert they are often seriously wrong, even for the principal
¦oils. Standardisation of aoil textural class names in terms of size
distribution aiooe is dearly iintiil if soils of widely different
genetie groops are to be compared.
808 separates are the Individual size-groups of mineral par-
tides. Sometimes the large aires miry fragments—are included,
bat usually the groups of particles below 2 mm. is diameter are
the only ones called soil separates. Since so many of the chemical
aad physical reactions in soils occur mainly on the surface of the
graina, the fine part is moat important Only 4 pounds of dry
day partides having a 0f o.ooi mm. have a total surface
area of about an acre. The amount of surface exposed per unit
weight drop* very rapidly with increasing diameter until above
0.006 nun. in diameter the differences are small
Two Khemes sre in common use: (1) The International system
propoaed by Atterberg and (2) the scheme used in the United
States Department of Agriculture, which is now essentially con-
sistent with the International system but makes more separations.
Mechanical analyses of soils in the Department are reported in
both systems aa sh«wn in table 2 and figure 27.
TaiUC Z—Sixt limitt of aotZ separates from toco lehtmcs
of analysis
~
-------
Section No.: 1.3
Revision Ho.: Q_
Dace: 01-15-90
Pag® 3 of 5_
SOIL TAXONOMY
SmsTTwj no.
Locality
5±£ZEL
f*u No..
Laboratory No..
MECHANICAL ANALYSIS
Depth ,
v. a. Diramturr tauccLTDit cuancifliiN
0.1-0.0*
Totu (CtlnM ae M s(
iimiiiM™ »TTW*r» tampte)
otbii cuuu
Lam than 0JXA am
m
Ciaatar thaa U atm
-
Organic carbon
•
-
¦ Nn-hata ¦ Jm. 1. m.
tm urn an ¦*. mr. tea tm imt
tSSLT—St."*-
iwTtm»riONiL cuuimciTioK
I
n
ni
IV
Total (Calrolateri on toi at
Date reported .
Twvmm 37.—!¦ tha Diiisn af Soil Sorrey tlM marhaniral analyiit at neb n0 sample it npntij ce a card Ukt thi*.
interpretations. Using the result! of this research had the effect
of some nearly drastic modifications in the old definitions of
class names id terms of actual percentages of sand, suit, and clay
as determined in the laboratory, and some modifications in field
definitions based upon feeL Whereas laboratory data from
mechanical analyses were formerly regarded as genera! guides
only to soil textural class names, they are now regarded as abso-
lute guides to soils of the mainland of the United States. At the
same time one cannot say that the standards are yet perfect. Espe-
cially may further improvements be expected in the designations
used for the textural class of Tundra soils and of Latosols in
which the days generally have different mineralogical composi-
tions from those of soils in temperate regions. Textural clats
names must be defined wholly in terms of size distribution, bow-
ever, and not used to express differences in consistence or
structure: else the names will lose their fundamental significance.
Definitions of the basic clasnes are set forth in graphic form in
figure 38, in terms of clay, below 0.002 mm; silt, 0.002 to 0.0& mm;
and sand 0.05 to 2.0 ram. Although much improved over previous
charts, this one is still tentative. Those frequently interpreting
laboratory data into aoil textural class names will find an enlarged
copy of this triangle useful Verbal definitions of the soil textural
classes, defined according to size distribution of mineral particles
less than 2 millimeters in diameter, are as follows;
Sen materia) that cm tain S percent or mor* ef
eratag* af ailt, p4oi ]* baas tha parentis* af day, shall
•¦1 Ui
or mor* fine sand (or) lew than
tc. And Mud lets
aad leaa than M twin aay othei so* grade af aand.
» *6 parent or mm eery eaan*. coane, aad media
aad tan than 60 parent flat *r vary fine land.
Fimtmad: (0 permit or mm flat sand (or) lea than 2S percent
"T eoaraa. coarse, aad medium aaad and Ian than 10 parent
vary to* and.
Very fat aaad: 60 ;
I*—y saada^-SoD material that contains at the eppei lhsh IS to SO
pw*ant land, aad th* percentage *# nit plai 1H tunc* th* percntaee
or day is net lau than It; at th* lean liaut it contains net lea than
TO to 18 parent aand. and the percental* af silt nlna tviaa th*
fnnmart i than
to parent tilt, and between 43 percent and 82 percent aand.
Coarer sandy loam. 22 percent or more very coarse and coarse
aand and lata than 80 percent any other one grade of land.
Sandy loam. SO percent or mere eery eoarae. coarse. and medium
aand. bat leu than 25 percent very eaan* aand, aad l*ai than
SO percent evry ftne or floe (and.
Fiat madf Imam: SO percent or more fine aand and lets than
30 percent very ftne aand (or) between 15 asd 3D percent very
eaan*. coarse, aad medium aand.
Very fat aamrfy lomm: SO percent or more very flne aand (orl
mm than 40 percent fine and vary fine aand. at leaat half of
which is very flnt aand and last than 18 percent very eearoe.
eoaraa, aad medium aand.
Learn.— Soil material that contain! t to 17 parent day, 28 to 60 percent
¦ili, aad leae than S2 percent (aad.
SOt laaa Soil material that contains SO percent or nor* cilt and 1!
to 27 patent day (or) M to SO parent ailt aad laaa than 12 percent
day.
8m Soil material that -*—***~- 10 peitent or mora allt and laat than
U percent day.
Sandy day loam. Soil material that contain* 20 to IS percent clay,
lea than 2t pereau ailt, 46 parent or nvira aand.
Qay learn—Soil material that -——*»« 17 to 40 parent dar aid 20
to 46 parent aan&
Sflty liar leem—Soil maurial that 27 to 40 parent clay and
las thas 20 patent aand.
Saadr daj^Sofl material that rrmtaini 38 pel cam or mote day and
46 percent or aore and
SOty day.—Soil material that nmtaint 40 peient or more clay and 4C
patent er mar* tilt.
Gay.—Soil materia! that contains 4A percent or morc day, len than
46 percnt aand, and leat than 40 percent silt.
Necessarily these verbal definitions are somewhat complicated
and, perhaps, not entirely adequate for unusual mixtures near the
boundaries between classes. Some of the definitions are not en-
tirely mutually exclusive, but the information needed to make
them so is lacking. Departures from these definitions should be
made only after careful joint research between field and labora-
tory scientists.
1-20
-------
| Reproduced trom
| bast iveilabla copy.
Section Ho.: 1.3
Raviston Ho.: 0
F#f0 *• of __i
APPXNDIX X
fwon 3«—Cfcart ilwwta* the pereaetaeea af day (Waw &0tt am.),
iilt (O.OOt w 0.M n.), u4 ud (OiM to U n.1 ia tha teak ml
In addition to these basic soil textual elan names, modified
according to th* sixe (roup of the saad fraction, other terns ar*
also added m modifiers.
Muck, peaI, mucky peaf, aad peaty muck tn oaed Is piece of
the textoral class names ia organic soil*—mock for welWecoia-
poeed soil material, peat for raw uadecompoeed material, and
»eaty aoek and mnrky peat for intermediate materials. Former
definitions have also specified a higher mineral contest for muck
than for peat This caaaot be followed, however, since many raw
peats contain high amounts of mineral matter dropped from the
air or washed is by water. The word "mucky" is used as as adjec-
tive on the tertarai eiass name for horizons of mineral soils, espe-
cially of Htnaie-Gley* soils that contain roughly 15 pereent or
more of partially decomposed organic matter. Horizons designated
"mucky loam" or "mucky silt loam" are iatargradaa between
muck and the soil texturml class. . .
The terms for coarse fragments, outlined ia the following sec-
tion, are also added as adjective* to the soil class name sad become
a part of it. Thus a "gravelly saady loam" has shout 20 percent
or more of gravel la the whole soil mass. The basic soil tertaral
class name, however, is determined from the sise distribution of
the material below 2 ma. in diameter. That ia, the percentages
used for the standard soil class designations are net titer the
coarse fragments are excluded.
Phase names for stoninees and rocldaesa, although not a part
of textural soil class names, are used to modify the soil-class part
of a soil-type same, as for example, Gloucester very stony loam,
la the descriptions of all soil horizons, particles lairer than 10
inches an excluded from the soil textural class aaosa. It nee da
to be recalled that classes of stoniness and roddneas are separate
from soil class and have a separate place in soil descriptions.
Terms besides those herein defined, such ss "wet," "ashy,"
"dndery," and the lika. should be avoided la soiWlan names or
as modifiers of soil class ia soil-type names.
rini iimsiiumii op too. luliui Ota
The determination of soil class Is still made in the field mainly
' y feeling of the soil with the fingers, sometimes supplemented
' y examination under the hand lens. This requires skill and experi-
ence, but good accuracy can be had if the Said scientist frequently
cWh» against laboratory results, especially for each soil varying
widely from other soils of the area ia structure, consistence, snd
content of organic matter. Moist soil feels different to the fingers
than dry soil. Frequently clay particles are grouped into small
hard aggregates that give a feel of silt or sand when dry. Because
of differences in relative size within the day fraction itself, soil
horizons of total clay content vary in physical properties.
Variations ia kind of day or ia other constituents may give a
soO ttausual hardness, suggesting a high amount of clay, or aa
oausoal granulation, suggesting a low aaiount of clay. The soil
most be well moistened and nibbed vigorously between the fingers
for • proper designation of textural class by feel
For many years, the field determination of soil textural class
actually took precedence over the results of mechaaical analyses,
which served only as general guides. Some 25 years ago the late
Professor C. F. Shaw* worked out the following definitions of the
basic sail textural classes ia terras of field experience aad feel:
S*ad: Saad is Imm aad enfta-iiaiaad. Tba tedividoai frainj can rvadily
be iaa or fail Sqaaoad ia tha hand whaa dry " will fad apart »»n tha
pnaawa is relaaaad. Squalid whan anal, it will tarm a eaat, but anil
aroabta when rmirliri.
Sendi leai*: A uady loaa ia a aoQ eacuiainr narb and but which haj
aaooffe tilt aad dar to maica it wuiawhae n>h«rrnt. Tha individual land
fraiaa eaa raadily ba a all rmiiiinian at mmarora.
Sack definitions are suggestive only. None coald be made ia
these or similar terms that would apply adequately to all soils.
Variations in the kind of clay mineral and in the proportion of
different exchangeable cations ia the clay are too great among
the great soil groups. Such kinds of definitions are limited to a
group of similar soils.
Thm dependable definitions, the standards, are those developed
from mechanical analyses. Each soil scientist must work out for
the ability to determine soil class by feel, within each
genetic soil group according to the standards established by me-
chanical analysis. In the progress of soil surveys, samples of soil
horizons of doubtful texture should be forwarded to the labora-
tory aad given high priority so that results may be sent back
to the field at once to serve as guides. Soil scientists must recall
that soil horizons of the saate soil textural class, but in different
great soil groups, may have a different feel. The scientist needs
to adjust his field criteria, not the size-distribution standards.
'Taetativa saa
'adad ia
far aaSa
w*th
ia
1-21
, ceutrmc or soa. iuhui runts
The need for fine distinctions la the texture of soil horizons
reaotts ia a large number of soil textural Often it :s con-
venient to speak generally of a broad group of textural classes.
Although the terms "heavy" aad "light" have been used for many
yean, they are confuaing, since the terms arose from the power
required in plowing, not the actual weight of the soil According
to local usage in a few places, "light" soils sre those low in pro-
ductivity. including especially ones of day texture.
Aa outline of acceptable general terms, in three classes snd in
live, in relation to the basic soil textoral class names, is shown
as follows:
•s«aw, C. T. k mn jvffiDN W TDtvi crVD rw sort i* t v —»
Coo*. SoO So. Prae. u4 P*ptn 5: 9-44. Wufcinftaa. 193S.
-------
Section No.: 1,3
Ravia Ion No.: Q_
: 01-15-90
Page 5 of 5
BOIL TiJCONOlC?
r dajr.
BUtf ti*T.
i.o*r-
General References: XSTH Designation D-2C87-65, "Standard last Method for
Classification of Soils for Engineering Purpose*" .
&STM Designation D-2488-84, "Standard Practice for
Description and Identification of Soils (Visual-Manual Procedure)".
1-22
-------
Section No.: 1.4
Revision No.: 0
Date: 01-15-90—
Pag® 1 of 18
1.4 PntttroMCir Analysis
Abatraet
This section contains two protocols for measurement of penetration
resistance of soils. The first protocol is s hand cone penetrometer technique
used by the University of Florida. The second protocol is an ASTM Standard
Method which additionally provides a core sample suitable for some analyses.
Protocol for Soil Density Profiling using a Barkley & Dexter Model HP-
102 Penetrometer
This protocol is for the use of a hand cone penetrometer to profile soil
density gradients of undisturbed native soils, prepared soil fills (pre-slab)
and post-construction sub-slab soils (both fill and native). Specifically,
the operating and maintenance instructions for the Barkley and Dexter Model
HP-102 Soil Penetrometer are gives.
ASTM D 1586-84 Standard Method for Penetration Test and Split-Barrel
Sampling of Soils
This method describes the procedure for driving a split-barrel sampler
to obtain a representative soil sample and a measure of the resistance of the
soil to penetration of the sampler. This method provides a soil sample for
identification purposes and for laboratory tests appropriate for soil obtained
from a sampler that may produce large shear strain disturbance in the sample.
This method is used extensively in a great variety of geotechnical exploration
projects.
APpUcBtlXlhty
The first protocol (using the cone penetrometer) has been specified as
part of the measurements in the Foundation Fill Materials project of the
Florida Radon Research Program. In this project, penetrometer measurements
are taken as possible surrogate measurements vhich may correlate with soil
permeability.
Relationship To Other Methods
These measurements are specified as part of Section 1.1.
: 1-23
V.
-------
PROTOCOL
for
Section R
vision
D*te:
P*ge
of 18
SOIL DENSITY PROnUNG
¦sing a
BARKLEY & DEXTER
MODEL HP-102
PENETROMETER
Hie University of Florida's Indoor Radon Task Force is utilizing hand cone penetrometer
technology to profile soil density gradients of undisturbed native soils, prepared soil fills
(pre-slab) and post-construction sub-slab soils (both fill & native). The instrument currently
in use is the MODEL HP-102 PENETROMETER manufactured by BARKLEY &
DEXTER LABORATORIES, Fitchburg, Massachusetts.
PENETROMETER OPERATING INSTRUCTIONS
1. The HP-102 Penetrometer should be assembled at the test site.
Transportation of the instrument with marker rods installed should be
avoided. When ready to test, install one or two marker rods securely into
the boot flange of the penetrometer and then install a cone point on the end
of the rod. Be careful to keep all threads free of sand and debris.
2. Start the taring when the cone tip is just covered with soiL
Apply loading to the penetrometer at as constant a rate as possible while
keeping the force along the axis of the instrument. Care must be taken not
to buckle the marker rods by unequal or excessive loading. As the tip
penetrates the soil the indicator, behind the dust shield, will register the
penetration force. When the desired depth is reached, as noted on the
marker rod, release the load and record the amount of force registered on
the indicator. After recording the toad, reset the indicator by sliding the dust
shield downward.
Periodically the rod should be raised and lowered in the bole in order to
eliminate any side friction the soil may be placing on the marker rod. The
cone tip is slightly larger in diameter than the marker rod and for a while
the hole stays free of the rod. However, after some depth the hole starts to
dose around the rod and side-wall friction will be generated and will distort
the load readout Withdrawing the rod one penetration interval and returning
it to its last position without any force registering on the indicator will ensure
that side-wall friction is not being measured.
1-24
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Section Ho.: 1.6
iavtsion Ho.: 0
Date: 01-15-90
Page 3 of IB
3. Repeat lading and recording until the desired termination depth is reached ox
untU penetration resistance exceeds the instrument's capacity (refusal)
4. Record and plot the results on the data sheet, see Exhibit A.
The plot will provide a visual representation of density or penetration
resistance versus depth.
NATTVF. soil profiling
L Remove any surface debris which may impede penetration from the test location.
2. Measurements shall be taken in six (6) inch intervals to a final depth of four (4) feet
or as established by the operator.
The terminal depth of penetration may be predetermined or may result from
instrument refusal. In areas where thin layers of soil are to be examined,
the operator may elect to test in one (1) inch depth increments. This
testing increment will produce the most accurate representation of density
versus depth; however, when many test locations are to be examined to a
reasonable depth, the time of testing may become excessive.
3. Record and plot the results on the data sheet, see Exhibit A.
The plot will provide a visual representation of density or penetration
resistance versus depth.
1. Prepare an accurate drawing before testing commences to locate the slab boundary
and any other unusual structural or fill condition.
Plumbing trends locations should be indicated on the drawing if they can be
determined.
2. Establish a four (4) foot grid within the foundation walls commencing with a corner
point located one (1) foot inside each foundation walL
The grid spacing may be adjusted to accommodate irregular foundation
dimensions or additional points may be added for special features; e.g., a
plumbing trench.
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auction no.: 1.u
&*Tlgion Ho.: 0
01-15-90
Page 4 of IB
3. Commence penetration testing using either a six (6) inch penetration interval or a
one (1) inch penetration interval.
This choice should be based upon a consideration of fill material, fill layer
thickness and desired test depth. Where the depth of the penetration test
exceeds the rill/native soil interface, measurements should continue for 18
inches. This zone immediately below the fill/native soQ interface is normally
compacted as a result of the construction process and an attempt to profile
this density gradient should be made.
Repeat testing and recording at each grid point
4. Record and plot the results on the data sheet, see Exhibit A.
The plot will provide a visual representation of density or penetration
resistance versus depth.
POST^QNSTRUCTIQN SUB-SLAB SOILS fBOTH FILL & NATIVE 1
1. Drill a 3/4 inch (minimum) diameter hole through the slab.
Attempts should be made not to allow the drill bit to penetrate the fill any
farther that necessary.
2. Measure the depth of the bole, using the top of the slab as the reference point, and
the slab thickness.
These dimensions will establish the point of commencement for the test. If
the bole depth (from top of slab) is six (6) inches and the slab thickness is
four (4) inches then the firs: penetration measurement should be only four
(4) inches in depth. This would make the following six (6) inch increment
measurements con-elate with the actual depth below the slab.
Care should be taken not to puncture writing plumbng lines when making
these measurements.
3. Record and plot the results on the data sheet, see Exhibit A.
The plot will provide a visual representation of density or penetration
resistance versus depth.
1-26
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Section No.: 1.4
Revision No.: 0
Date: 01-15-90
Page 5 of 18
Tntmwrwni Ho..
Hand Cone Penetrometer Test Data Datc:
Test Location:.
Test Pofa£
Roding
TwtPotan
Reading
0
1
2
3
1
1
t
1
100 200
Force tc Prnrnur (lbs)
0 100 200
Force e Peneosie (lbs)
Test Point:
Hading
Tot Point:
Reading
0
|
1
1
I
1
1
2
3
100 200
FOIOC GO PHICt^Btt (l^)
0
i
i
1
i
2
3
4
100 200
Foroc io Penetrate (lbs)
EXHIBIT A
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Section No.:
Revision No.
Date: Ol-is.gn
Page fi_ of . is
MODEL HP - 102
PENETROMETER
SERIAL NO. 892
1-28
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Section Ho.: 1.4
Revision Ho.: 0
Date: 01-15-90
Page 7 of 18
SOIL BEARING CAPACITY MEASUREMENTS
The bearing capacity of soils can be determined by various
engineering tests, which are closely related to the design of pavements.
Foremost among these teat procedures, and most frequently used are the
California Bearing Ratio, sub-grade Modulus, and cone index. Experimental
determinations of soil strengths required to support wheel load and tire-
pressure combinations have been made by several governmental agencies
reported is 'The Handbook of Geophysics", Air Force Cambridge Research
Center.
The California Bearing Ratio and sub-grade modulus methods of soil
strength determination involve cooplex and heavy apparatus and expenditure
of considerable mechanical energy and observation time. The most simple
and direct determination of soil strength is by the cone penetrometer.
The hand operated cone penetrometer, HP-102, was designed for
testing and analyzing the bearing capacity of soils to support land
vehicles as well as aircraft. This field test instrument consists of a
30* cob* with a 1/2 inch diameter base mounted oa a 7/lf inch shaft which is
pushed into soil by hand. The applied load extends a spring lineally.
The load is recorded in 1-inch increments of depth penetration beginning
with zero penetration when the cone itself is just covered.
The record of the load with penetration will normally chow an
increase with increased penetration, although this may not always be the
case depending on the type of soil and its moisture content. The applied
1-29
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Section Ho.: 1.4
Revision
Dace:
Page
of it
load, divided by 10, is the SOIL INDEX. On the average, this SOIL
INDEX is equivalent to the California Bearing Ratio (CBR) familiar to
engineers. However, for any particular soil, the equivalency is not
exact. For example, the SOIL INDEX for sand may be related to the CBR
by a ratio of 1:2, while for clay the ratio Bay be 3:2.
The frontal area of the hand penetrometer is 0.2 square inch,
its lateral area is Q.7S square inch. Assuming its frontal area to be
acting with the applied load, the shearing resistance of the soil in
psi is the load divided by 0.2. Therefore, an applied load of say 10 lbs
would field m soil strength of SO psi. Froe the accompanying graph of
correlation of cone index (in psi) and California Bearing Ratio, it
can be seen that for Shreveport Clayey sandy silt, this is the equiva-
lent of a CBR of 1.0. An applied load of 10 lbs would give a SOIL
INDEX of 1.0. The SOIL INDEX Mill vary with depth, particularly in
mixed soil* and is moist areas. A >ore detailed measure of the SOIL
INDEX curve can be obtained with the recording penetrometer.
1-30
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Correlation of Cone Index and California
Bearing Ratio for a Variety of Soils
Section Ho.;
Revision No.: 0
Date: 01-15-90
Pag* 9 of IB
300
200
w
Q.
Ui
K
¥-
m
©
cn
X
UJ
o
UJ
z
o
V
0.1 .2 .3 .4 .6 .8 LO 2 3 4 6 8 10
CALIFORNIA BEARING RATIO
CURVE NO. SOIL
1. SHR EVEPORT GRAVEL
2. SKREVEP0H7 GRAVELLY SAND
3. MOKROE SILT
k. FORT PIERCE SILTY SAND
5. VICKSBURG CLAYEY SILT (VR-7)
6. SHREVEPORT CLAYEY SANDY SILT
7. NEWPORT CLAYEY SANDY SILT
S. CAMP HULEN SILTY SANDY CLAY
9. PORT HUENEME CLAY
10. VINTERHAVEN CLAY
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Section No.: 1.&
Revision Ho.: 0
Data: 01-15-90
?»!• -12 of 18
OPERATING AND MAINTENANCE INSTROCTIONS
FOR
MODEL BP - 102 SOIL PENETROMETER
The ea^loyraent of the penetrometer principle has been useful not
only is highway development but in airport construction, dam and water-
way improvements as well at in general construction work which requires
a knowledge of soil bearing capabilities.
The bearing capacity as well as the traction capacity of soils
under vehicular loads are a function of shear resistance of the soil.
Shear resistance Bay be aeasured by a coos peoetroaeter and can be
expressed in terms of cone index. The effects of artificially compacting
the soil say be studied by taking readings before and after. Likewise
the effects of weather on surface condition nay be determined by periodic
testing.
This instrument has been designed to provide long and reliable
Barries. However, care is required in its operation and maintenance.
ASSEMBLY:
?igure 1 shows the penetrometer assembled for field use. Figure 2
is a photo guide and gives the nomenclature for each coaponent
part.
The two 6" x 1* pieces of pipe, which are each threaded on one end
screw into the head to forn the T shaped handle bar. These are
tightened by using the 6* x 1/4' handle tightening rod.
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Section Ho.: 1.4
Ravi lion Ko.: 0
Date: 01-1S-90
Page 11 of 18_
The instrument is normally used with two Barker rods; however,
it is possible to employ only one or in the cue of soft soils or sand
banks, as sany as three. Before assembling the rods and/or the cone, make
certain that the threads are clean. Avoid cross threading. Be certain
that each rod as veil as the cone is screwed in tightly using the wrenches
provided. Figure 3 shows the method of tightening the Barker rod to the
boot flange. It is imperative to have the shoulders or outer periphery
of the threaded areas carrying the load. Examine the cane for wear and
replace when wear becomes excessive. If the rods are bent or the threads
damaged they should be discarded. Each kit is supplied with 6 spare
cone points and 4 spare rods.
CAUTION
Frequent cause of rod failure is improper application of force.
All loading must be along the axis of the instrument and applied at
as near a constant rate as possible. Socking back end forth while
the point penetrates the soil puts excessive strain on the rod
joists and contributes to faulty readings.
Before starting field readings, inspect the instrument the roughly.
Make sure the rubber boot is sealed at both ends by the "0" ring boot
clamps in order to keep dirt out of the main bearing.
The transparent dust shield provides protection for the calibrated
measuring system inside the Bousing Tube. Besides being kept clean,
the slots in the Bousing Tube must be kept covered by the Transparent
Dust Shield at all times. Only when Indicator is returned to "0" the
1-33
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Section No.:
Revision No.
D«ce: Ql-jg-
?*g® 12 of 18
±Jl.
¦32.
¦lots Are momentarily opened and closed again. If some soil or dust
does enter the Bousing Tube, it can be removed by separating the
Bousing Tube from the head by unscrewing the head. Use only soft cloth
on a wooden stick to clean inside Housing Tube.
Ho lubrication is required and any oily lubricant increases the
chance of abrasive seizure which can disable the instrument.
Always carry a wiping cloth and keep the instrument clean at all
times. Abrasive sand and dirt in the moving parts can reduce the life
of the instrument.
Avoid dropping the instrument and never throw it against the
ground or other objects. Treating it as a surveying instrument will
result in long service.
DETENT-INDICATOR RESFTi
If the detent-indicator does not hold a reading before being
reset by the dust shield it is necessary to tighten the set screw in
the detent-indicator with the alien wrench provided. The procedure
is as follows:
Remove 2 screws from dust -shield." Unscrew head from main housing.
This can be accomplished by grasping the housing firmly in one hand
(or both hands of another person) and twisting the head (using the
handles) in a counter-clockwise motion. Remove head and replace
"indicator-re turn" on rod and then the "detent-indicator" ("indicator-
return" should be closest to head). NOTE: The blade portion of the
detent-indicator should be away from the head (reversing this relative
position will result in erroneous readings}. Tighten the set screw until
it requires about 1/2 pound to slide the indicator along the rod. Too
1-34
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Section Ho,: 1»4
Reviiion Ho.: 0
»*te: 01-13-90
Fag* 13 of is
tight will result in excessive veer; too loose will result in the
indicator not holding the reading.
To reassemble, slide the detent-indicator end indicator-return
to the lower end of the rod, avay fron the head. Introduce head
esseotoly into the housing so that the indicator lines up in the reading
scale. With the head screwed in place and the indicator-return at the
bottoB position, re-insert the screws in dust shield. NOTE: These
screws go into the indicator-re turn. The indicator-re turn should be
positioned so that its flat side is horizontal. The foregoing operation
should b« carried out in a clean area taking care not to introduce
grit or dirt in the interior mechanism.
ORDERING SPARS PASTS:
If spare parts are required, order from nomenclature in Photo
Parts Guide.
Always specify the serial number when ordering spare parts.
Oeneral Reference: AST* Designation D-1586-84, •Standard Method for
Penetration lest and Split-Barrel Sampling of Soils".
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Section No.: 1-4
la-vlslon So.: 0
D*t.: Ql-»-9Q
P*ge 14 of 16
VTT®
* i
*
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Section Ho.: 1.4
Revision Ho.: Q_
Date:
01-15-90
i
AS ¦ i, 1
A
\
!
HP-ioa penetrometer
' • -jl. 5 ? ' \ i
. * i IKi ii . lili.
1-37
Figure 2
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Section No,; 1,4 ,
Revision Ho.: 0
Date: 01-15-90
of
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Section No.: 1.6
Kavlaion No.: £
Data; 01-15-90
Page 17 of j
'igure 4
1-39
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BARK LEY& DEXTER
IMty CsnM la^cetiM Sinten lor Pidagiat 4 Pnetsiai ladai&ici
HP-102 PENETROMETER CALIBRATION CHART
SERIAL NO. 892
Section No.: 1.4
Revision Ho.: 0
B*te: 01-15-90
Page 18 of UL
LBS.
READING
50
51
100
102
150
155
200
210
250
256
300
J06
I certify that the above calibration has been carried
out in accordance with the approved test procedures and the results
are as shown above.
SIGNED:
Patrick A. Papa, Jr. /
TITLE: Manager, Machine Shop Services
DATE: 24 March 1989
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aeccxoa no.; j- . d
Revision Ho.: 0
Date: 01-15-90
Page 1 of 1
1.5 Soil Moisture
KSTH D 2216-80 Standard Method for Laboratory Determination of Water
(Koiature) Concent of Soil, Rock, and Soil-Aggregate Mixtures
Abstract
This aethod la for the laboratory determination of moisture content of
•oil, rock and aoil-aggregate mixture! by veight. The moisture content is
dafined aa the ratio of the mass of "pore* to "free" vater in a given mass of
material to the maas of the solid material particles.
Applicability
This method is specified as an analytical measurement to be performed in
several projects of the Florida Radon Research Prograa. Aa presented here, it
is a "atand-alone" procedure; it has also been incorporated as a part of
Section 1.6, Soil Radium Content/Radon Emanation.
This method does not give true representative result of materials
containing significant amounts of halloysite, montaorillonite, or gypsun
minerals, for highly organic aoil, or for materials in vhich the pore vater
contains dissolved solida such as salt in the case of marine deposits.
Relationship To Other Methods
This method is incorporated into Section 1.6; it is a specified
analytical technique applicable to grab aanples obtained under Section 1.1.
-------
Section Bo.: 1.6 _
Revision Ho.: 0
Data: 01-15-90
Page 1 of —5—
1.6 Soil Radius Concent/Radon Emanation
Measurement of Radium-226, Radon Insnation Coefficient and Moisture
Content on Large (-Quart) Core and Surface Samples
AfrgtXBCS
This la a combined protocol for the measurement and calculation of
radiua content, amanation coefficient and moisture content of toil samples.
Counting is done vith a high resolution gamma spectroscopy system.
Applicability
This method will be used for analysis of soil and fill materials in the
Florida Radon Research Program. It is suitable for all saoples of soil and
other porous material of a suitable consistency to fit in the Harinelli beaker
used. Errors in the measurement of very low emanation coefficients (less than
5 percent) and low radium soils (less than 0.5 pCi/g) may become large.
1-42
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Sactlon No.: 1 6
La vis lac Ho.:
Date: 01-15-90
P4fe —2— of
Measurement of Radium*226, Radon Emanation Coefficient and Moisture
Content on Large (¦ Quart) Core and Surface Soil Samples
Equipment
Kraft Paper
Drying Oven
"Cake" pans
0.51 Marinelli Beakers with lids
Duco Cement
Plastic Tape
Balance
High Resolution Gaxuna Spectroscopy System (EPGe)
Procedure
1. Incoming samples are maintained in appropriate sealed canisters until
scheduling on gamma systems permits start. Line caks
pan vith kxaft paper. Tare veight. Add about 3/4 quart
of soil sample. Determine gross vet weight. Record data.
2. Oven dry sample for 12-24 krs at 100 to 110* C. Allow to cool to
room temperature approximately 1 hour.
2. Determine gross dry weight and calculate moisture content of incoming
sample.
4. If necessary, crush sample sufficiently to fit into Marinelli uniformly.
5. Tare Marinelli, add sample to interior lip line. Determine gross and
net dry weight Record data.
6. Seal interior of lid with small even bead of Duco cement. Snap lid on
Marinelli and seal outside with plastic tape. Record seal time and
date.
7. Count the sample at least four hours post drying but with 36 hours
of drying.
8. HPGe systems may have different software, however radium-226
concentrations will be calculated (with zero hold time) either by
individual efficiency /abundance values for the 295, 352, and 604 keV
prominent radon daughter peaks or by summation of these
three peak counts and application of an approximate
conversion factor [pCi/(cps - sum}]. Both systems and
•oftvare vill yield pci/g at the time of counting. This
result vill be At, the de-emanated concentration of
radon-222 in the dry sample at time, t.
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S«ctiDn Ho.: 1.6
Kaviiion Ho.: 0
D"®: 01-15-90
3 of 5
9. The sealed sample is then archived for fourteen days to equilibrate
radon with radium. (Fourteen days at a 20% emanation represents a
2% low bias and a sixteenth day count at 20% emanation Ls only a ~l%
low bias.}
10. The equilibrium count should be performed on the same HPGe system.
Record time, date, and radium-226 concentration.
11. Calculations:
Calculation of Moisture Content
Calculate the water content of the material as follows:
( Wj • Wj )
W - ( ) x 100
( w3 - we)
W c water content %
wx ¦= mass of container and moist specimen, g
w2 « mass of container and oven-dried specimen, g
wc « mass of container, g
Report the water content of the specimen to one decimal.
Calculation of Radinm Content and Emanation Coefficient
a. TYa1 Activity (or concentration):
A« « Radon activity observed in sample at time L
A, * Radon activity in sample at lime t=0 (immediately after
de-emanation, at beginning of ingrowth period)
A. « Radon activity at complete equilibrium;
A. * Ra-226 activity
b. Component *}T fiamnle Activity:
AN * Radon activity associated with non-emanatuig radium (a
constant)
AE * Radon activity associated with emanating radium. In a
sealed sample, ingrowth of this activity described by:
AEl - AE. (1 - e ")
1-44
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c. Following De-emanation and Sealing of Sample:
At - AN + AE» - AN + AE- (1 - e^1)
at t«=0 AEo - 0, A» « AN
at t«« AEt « AE_ A, " AN + AE.
& Emanation Coefficient:
Radon released AE.
Section No.: 1.6
Revision Ho.: SL
Dat«: 01-15-90
Pag* 4 of 5
Total radon produced AN + AN.
or, in terms of total sample activity
A,-A.
E «
A.
A, and A. are the unknowns in the equation
e. Msdefc
A< ¦ A, + (A. - A^)(l - e~**)
For two-count procedure, one arrives at
Afj and t^
and A& and tj
and a worksheet iteration is perhaps the most efficient way to
arrive at the best values of At and A,. See attached example
worksheet
WEB:rfm
Attachment
1-45
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Section Ho.: 1.6
Revision No.: Q.
Dace: 01-15-90
Page 5 of i
Radon equilibrium equations with two counts
Quattro worksheet RNMATH.WKZ
lamda « 0-181414 days-1
A
First Guess A eq 0.473 A and t 0.32
Calc. A 0 0.156889
Input A 0 0.157 A and t 0.35 10
Calc. A eq 0.38758
Al: 'Radon equilibrium equations with two counts
A2: 'Quattro worksheet
C2: 'RNKATH.WKZ
B5: 'lamda «
C5: 0.693/3.82
D5: 'days-1
E7: AA
F7: *t
A8: 'First Guess A eq
C8: 0.473
D8: 'A and t
£8: 0.32
F8: 4
A10: 'Calc. A 0
C10: (E8-C8*(1-(@EXP(~C5*F8))))/(§EXP(-C5*F8))
A12: 'Input A 0
C12: 0.157
D12: 'A and t
E12: 0.35
F12: 10
A14: 'Calc. A eq
C14: (E12-C12*(§EXP(-C5*F12)))/(1-§EXP(-CS*F12))
1-46
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Section So.: 1.7
Revision Ho.: Q,
Date: 01-15-90
Page 1 of L
1.7 Soil Particle-Size Analysis
ASTM D 422-63 (Reapproved 1972) Standard Method for Parcicle-Slze
Analysis of Soils
This method is for the quantitative determination of the distribution of
particle sizes in soils. The distribution of particle sizes larger than 75
is determined by sieving and the distribution of particle sizes smaller than
75 (m is determined by a sedimentation process using a hydrometer to obtain
the necessary data.
Grain size distribution data are used in the Foundation Fill Materials
project as input to the predictive model for soil gas permeability.
Relationship To Other Methods
This analysis is specified for grab samples taken according to Section
1.1. For some soils, especially clays, specific gravity measurements using
Section 1.8 may be required.
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Section Ho.: 1.8
Revision Ho.: 0
Data: 01-15-90
Page 1 of —1_
1.8 Specific Gravity of Soils
ASTM D 854-83 Standard Test Method for Specific Gravity of Soils
Abstract
This aethod is for the datenilnatioc of the specific gravity of soils by
Beans of a pyenoaeter. The specific gravity differs froa the bulk density
aeasured in Section 1.2 in that it refers to the density (relative to
distilled water) of the solid portion (exclusive of void zones) of the soil.
The aeasureaents say thus be used to determine porosity of the soil sample.
These aeasureaents are also soaetiaes needed in particle size analysis of high
clay soils by the hydroaeter aethod (Section 1.7; ASTM D 422).
Applicability
This aethod is not currently specified in any Florida Radon Research
Program projects, but aay be needed for aeasureaent of porosity and particle
size.
1-48
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Section No.: 1.9
Revision Ho.: 0
Dat.: 01-15-90
Page 1 of -
1.9 Standard Proctor
ASTK D 698-78 Standard Test Methods for Moisture-Densicy Relations of
Soils and Soil-Aggregate Mixtures Using 5.5-lb (2.49-kg) Euser and 12-
in. (305-m) Drop
Abstract
This method is for Che determination of Che relationship becveen the
moisture content and density of soils and soil-aggregate mixtures vhen
completed in a mold of a jivan sise with a 5.5-lb hammer dropped from a height
of 12 in.
Vhenever practicable, toils should be classified by ASTM D 2487 and noisture
content of the sasple determined in accordance vith ASTM D 2216.
Applicability
This procedure, using 1/30 cubic foot sold, is an integral part of the
Laboratory Air Permeability Measurement procedure in Section 1.10. As used in
* "*tand-alone" measurement, the method fives a maximum density which is used
as a figure of merit for compacted soil or fill.
Relationship To Other Methods
This method is incorporated into Section 1.10.
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Section Ho.: 1.10
Revision Ho.: 0
01-15-90
Fege 1 of 4
1.10 Laboratory Portability
Procedure for laboratory Meajureaents of Air Permeability of Sub-Slab
Land Fill CDnivariity of Florida)
This procedure aeaauraa air permeability of a aoil aaapla by applying a
known vacuus to the aaapla and aaaauring air flow. Th« aaapla la contained in
a aodified A.O inch standard proctor apparatus (ASTM D 698-76; see Section
1.9) asd is Miiurtd at two aoistura levels: own dry and with 3 weight
percent addad water. At aacb Moisture level, the aoil permeability im
measured on both ucoapacted and compactad aaaplas.
These aeasureaents are Bade In soil and fill aaaplas to coapare with
field permeability aeaaureaents using the IP-2 peraeoaeter (see Section 1.1).
¦Btlitlgnahlg Tg Qthtr_Mtshafli
These aeasureaents coapleaent the in«situ peraeability aeasureaents in
several ways. To the extent that the two aeasureaents correlate for the case
soils, the laboratory aeasureaents can broaden the aoil peraeability data base
by inclusion of analyses of existing aaaplas where no field aeasureaents are
available. The laboratory aeaaureaenta also allow prediction of the effect of
compaction and added aoisture on the peraeability to be expected of a fill
soil.
1-50
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Section Ho.: 1.10
Revision No.: 0
Dat0: 01-15-90
2 of 4
Procedure for Laboratory Measurements of Air
Permeability of Sub~Slab Land Fill
Procedure
The sample is confined to a one-thirtieth of a cubic foot Hold.
The sold is sealed and air tight. A km own vacuum is applied to
the sample. The air flow through the sample and the pressure
differential across the sample are measured. The air
permeability is then determined from equation:
Ka. • - % R*r_
vhere Ka - air permeability ^P*7"
qa - volume flux per unit area
na - viscosity of air
pa - pressure of air
Sieve Analysis
Each sample will be weighed and sieved with the following data
collected. (see sieve analysis chart)
Soil Preparation for Permeability Test
Dry sample (at least a volume of three-thirtieths of a cubic foot)
overnight (at least six hours) at 130 F.
Fill mold with dry unconsolidated sample. Add sample to mold by slowly pouring the
sample through a funnel with the opening held at six inches above the top of the mold.
Circulate the opening of the funnel around the mold to ensure uniformity of Till. Level
the sample to the top of the mold. Weigh the full mold to obtain the weight of the
sample. Run the sample through the permeameter recording air flow into and out of
the penneameter and the vacuum pressure in and out of the chamber.
Increase the weight of the sample by three percent by adding water.
Record the weight. Run the wet and unconsolidated sample through the
peraeater again recording airflow and pressure.
To prepare the compacted mold, fill the mold about half way. Compact that portion of
the sample by dropping a five and one-half pound hammer twelve inches above the
sample twenty-five times. Fill the mold till it is almost full and repeat compaction
process. Fill the moid beyond the top of mold and repeat compaction process. This
procedure is done in compliance with the astm standards. Weigh
sample. Sheets used to record the data are shown on Pages 1-52
and 1-53.
Run the compacted dry sample recording air flow and pressure.
Increase the weight of the sample by three percent by adding
water.
Weigh sample. Run wet compacted sample recording air flow and
pressure.
1-51
-------
COMPACTION TEST
SOIL SAMPLE TEST NO.
LOCATION OATE
SAMPLE HO. TESTED BY
DENSITY
DETERMINATION NO.
1
2
3
4
5
6
Wt. Mold + Compacted
Soil in lbs.
Wt. Mold 1n lbs.
Wt. Compacted Soil
1n lbs.
Wet Density in
lbs./cf
Dry Density, d,
in lbs./cf
WATER CONTENT
{^TERMINATION n6.
V
2
3
4
5
6
Container No.
Irft. Container +
rfet Soil in gms.
rft. Container +
Dry Soil in gms.
I
|
dt. Water, W , in gms.
i
I
1
rft. Container in gms.
1
nit. Dry Soil , W ,
in gms.
t
i
i
i
•teter Content, W,
in %
1
f
i
PERCENT SATURATION
w Yd w yd
S - loot 5 = 80".
Section Ho.: 1.10
Bavialon Ho.: 0
Dacb.
3 of 4
-------
Section No.: 1.10
Revision No.: 0
Date: 01-15-90
Page 4 of 4
SX5VE ANALYSIS
SAMPLE DESCRIPTION
Sarole Weight: Grams
Date Tested by:
Opening
in ion
Sieve Size
wt.
Retained
7.
Retcined
Cumulative
7. Retained
Cumulative
7* Passing
25.4
1 inch
12.7
1/2 inch
6.35
No. 4
2.00
o
O
.840
No. 20
1
|
.420
No. 40
1
.250
No. 60
.177
No. 80
•149
No. 100
.074
No. 200
Remarks
1-53
-------
Section Ho.: 1.11
Revision No.: 0
Date: 01-15-90
P*g« I of _1I
1.11 Radon Diffusion coefficient
Comparison of Radon Diffusion Coefficients Measured by Transient-
Diffusion and Steady-State Laboratory Methods (Rogers and Associates)
Afeatract
This method Is for determining radon gas diffusion coefficients based on
measurement of the non-equilibrium or transient aovement of radon through a
sample material, rather than on the aore traditional steady-state transport of
radon through the sasple. Radon froa a constant concentration source is
allowed to diffuse through a 10-ca dlaaeter column of variable length (2.5-40
ca) into an alpha scintillation chanber. The ingrowth of radon in this
detection chamber is fit to a tine dependent solution to the radon diffusion
equation to recover the diffusion coefficient D.
Radon diffusion measurements are to be performed on a representative set
of Florida soils as part of the Foundation Fill Materials project. The
diffusion coefficients will be used In modelling of radon entry processes.
Relationship To Other Methods
Grab samples for diffusion measurements will be performed using
techniques in Section 1.1.
-------
NUREG/CR-2B75
PNL-4370
RAE-18-3
RU
Section No.: l.n
Ravis ton No.: Q
01-15.90
?*g« 2 of _17
Comparison of Radon Diffusion
Coefficients Measured by
Transient-Diffusion and
Steady-State Laboratory Methods
Manuscript Compl«tsd: August 1982
Data Published: November 1382
Praparad by
0. R. Kalkwarf, Projact Managar/PNl.
K. IC Niaison, D. C. Rich, V. C. Rogars/RA£C
Roger* & Associates Engineering Corporation
P.O. Box 330
Salt Laka Cry, UT 84110
Undar Subcontract to:
Pacific Nortfiwest Laboratory
Richland, WA 33352
Prepared for
Division of Health, Siting and Waste Management
Office of Nuclear Regulatory Research
U.S. Nuclear Regulatory Commission
Washington, D.C. 20555
NRC FIN 52269
-------
Revision No.: 0
INTRODUCTION D,lte: Q1-15-9Q
Page 3 of 17
A new method has been developed and tested for measuring radon gas dif-
fusion coefficients. The method 1s based on measurement of the non-equilibrium
or transient movement of radon through a sample material, rather than on the
¦ore traditional steady-state transport of radon through the sample. The
present application and evaluation of this method was conducted as part of a
larger research and development project aimed at reducing radon emissions from
uraniun mill tailings piles. This project 1s being conducted for the U.S.
Nuclear Regulatory Commission under a subcontract with Papific Northwest
Laboratory (PNL).^
222
Due to the potential public health hazards from atmospheric radon ( Rn)
and Its decay products, 1t 1s Important to minimize its release Into the atnos-
phere. Uraniia mill tailings produce radon at nearly constant rates over
periods of thousands of years; therefore permanent covers are being sought for
tailings piles to reduce the fraction of the radon gas which reaches the atmos-
phere. The Sjlort (3.8-day) half-life of radon allows 1t to decay appreciably
1n the cover as long as Its diffusion time through the cover 1s several days
or longer. The radon diffusion coefficients of soils and other potential cover
materials are therefore necessary to choose the proper tailings cover thickness
and other design parameters to minimize radon release.
The present transient-diffusion measurement technique was developed and
tested for two purposes. First, 1t could potentially provide Improved capabil-
ities over many existing methods, Including lower cost, higher precision,
^Operated by Battelle Memorial Institute
i-ro
-------
lection No.: i n
Revision Ho.r q
Dmce: 01-lS.Qn
P«ge 4 of 17
of both methods. Second, 1t could potentially provide Improved capabilities over
¦any existing methods, Including lower cost, higher precision, shorter experiment
tine requirements and greater laboratory versatility.
The capabilities of the present transient-diffusion system are attractive
In comparison with many traditional diffusion measurements. Typical equilibra-
tion tints for large soil test col mm In previoui weriJ1*3^ were one to two
months fir longer, and sample requirements were often on the order of hundreds
of kilograms or more. Smaller-scale diffusion experiments have been proposed^
and recently developed and tested.^ These were equilibrium diffusion measure-
ments, and typically utilized only a few kilograms of sample material. Because
of the snail sample size, equilibria!! was quickly achieved (~3 days). The
present transient measurements utilize samples of similar size, and can be com-
pleted over time Intervals of one to two days for diffusion coefficients as low
- 4 2
as 10 ar/s. Continuous data collection for the transient measurement provides
high precision as well as a monitor of experimental variability.
Comparison of transient-diffusion coefficients for radon with those from
steady-state measurements on the same materials is Important for two reasons.
First, agreement betv^en these two Independent measurements provides a check
on their theoretical validity and their technical accuracy. Second, the nature
of the diffusion process can be examined in greater detail. Steady-state diffu-
sion measurements yield an effective radon diffusion coefficient which Includes
the effects of all experimental variables and mechanisms, such as soil mtrxieture
and moisture effects, absorption and adsorption effects, temperature and pressure
effects, and advective transport. The transient-diffusion measurements can
potentially provide an extra degree of freedom 1n understanding the diffusion
process by Illustrating the effects of any parameters, such as absorption of
radon by water, which may have very different time constants than the radon
diffusion process.
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E*vi«ion No.: 0
D«t«: 01.1S-90
Page 3 of 17
The following sections compart the experimental parameters for transient
and steady-state diffusion Measurenents, and describe the experiaental details
of staple preparation, data acquisition, systea calibration, ind data Inter-
pretation. The results of trans1ent-d1ffusion Measurements on natural soils are
•1 so presented and compared with steady-state Measurements on the same soils.
Transient Measurements on several reference Materials are also reported and
discussed in terms of the precision and accuracy of the Method.
PARAMETERS FOR RADON DIFFUSION MEASUREMENTS
Radon diffusion coefficients for homogeneous Materials are usually meas-
ured by application of a radon concentration gradient across a sample and
measurement of the resulting response 1n terms of steady-state radon flow,
steady -state concentration gradients, or transient radon acciaulation. For
simplicity of Interpretation, the experiments are designed so that one-dimen-
sional diffusion equations are applicable, and occasionally, so that only one
diffusion region needs to be considered. Although only the region defined by
the wntple is strictly of Interest, 1t 1s often necessary to consider the air-
fill ed source or detection regions at either end of the sample region to
adequately Interpret the experimental data.
Four Main parameters can be Measured 1n a radon diffusion experiment. Two
of these four are generally adequate for the diffusion coefficient calculation.
The four parameters are (a) the initial radon flux froa the bare radon source,
(b) the radon flux from the exit end of the sample coluon, (c) the radon concen-
tration at the entrance end of the colurn and (d) the radon concentration at the
exit end of the colwn.
Steady-state radon diffusion Measurements have been conducted using para-
meters (a) and (b), parameters (a) and (c), and parameters (c) and (d). The
1-58
-------
Section Ho.: 1.11
Revision No.: o
Date: 01-Ti-qri
Page 6 of 17
steady-state method used in the present comparisons with the transient techni-
que utilized parameters (a) and (c). As Indicated In References 4 and 5, the
radon diffusion coefficient froo these parameters can generally be determined
fro* the one-region, one-dimensional equation
C„ ttnh
-------
Section Ho.: 1.11
Revision No.: 0
»«•: 01-15-90
7 of 17
0^ » diffusion coefficient of radon 1n air (an^/s)
4 ¦ thickness of the air-filled source region (cm)
A similar phenomenon occurs in the transient diffusion measurement system.
In this case, parameters (c) and (d) art used to determine the diffusion coef-
ficient, with parameter (d) b«1ng ueasured continuously with time. There are
two other experimental differences between the present equilibrium and transient
Measurements. First, the radon source concentration 1s maintained constant in
the transient system instead of the source radon flux being constant. Second,
the radon concentration at the exit end of the colimn Increases with time in
the sealed detection chamber rather than being kept at approximately zero as
in the steady-state measurements. Due to the different boundary conditions,
the thickness of the a1r?-ft]led detection chamber becomes significant in the
transient system rather than the thickness of the source region as in the
steady-state system. In both systems, the thickness of the sealed air-filled
regions is only significant when the radon diffusion coefficient Of the soil
being tested 1s low (0e/Ps<10"3cm2/s).
The basis for Interpreting the transient radon diffusion data is the
one-region, one-dimensional, time-dependent solution to the radon diffusion
equation,
ctt) ¦ (1.eipLt.(2„.1)2 4 t
TTf »(2n-ir/4 * H>V(*D) I 4b^ .
n* i
where
2
D ¦ diffusion coefficient of radon 1n the soil pore fluid (cm /s) ¦
t ¦ time from radon source exposure to concentration measurement (s)
Since the transienfdiffusion measurement system measures the alpha activity
of the radon daughters 218Po and 214Po along with that cf the radon, the
1 -60
-------
Section Ho.: 1.11
ReviaIon No,: o
D*t«: - 01-15.90
8_. of 17
8atesnan equations^ were coupled with Eq (3) 1n a computer progr&a to calcu-
late total alpha activities. This provided for calculating the radon daughter
Ingrowth with t1« for the varying radon concentrations which also Increased
with tine. The coupled equations were analyzed by computer to calculate the
total alpha activity at any tine as a function of soil column length and radon
diffusion coefficient.
Since the two-region transient diffusion problen 1s very cooplicated and
analytical solutions are not available, the one-region analytical solution 1n
Eq (3) was used with two correction factors to account for the air-filled de-
tection region. One of these factors was the ratio of the radon concentration
frosa a steady-state, two-region soil and air problem (Cj) to that from a steady-
state, one region soil problem (C^). and was calculated as
-1
(4)
_2 -i 1 —«_i tanh(ksb) tanh(k^a)
This factor gave an exact correction for the final plateau region of the
transient curves, and was multiplied by the source concentration in £q (3).
-3 2
Its magnitude 1s near unity until diffusion coefficients of about 10 an /s or
less are attained, and 1t approaches a value of 0.5 as the soil diffusion coef-
flcient approaches 10 an /s. Since the correction 1s a constant «ultiplier
of any given transient activity curve, 1t does not directly affect the estima-
tion of diffusion coefficients. Instead, 1t acts as a change In the detector
efficiency calibration, which can even be treated as a variable 1n fitting
transient activity curves.
The second correction factor had a direct effect on the value of the radon
diffusion coefficient, and accounted for Bultidiaensional effects near the
boundary between the soil region and the air-filled detection region. The
1-61
-------
Section Mo.: , j,n
AaviaIon Ko.: 0
D«.C«: 01-15.90
2 of 1?
decrease In radon accumulation rate 1n the detector region 1s related to the
toll porosity, so that this correction 1s equivalent to using 1n place of
0 in Eq (3). It should be noted that this correction was not applied to the
transient-diffusion coefficients reported 1n Reference 7, so that those dif-
fusion coefficients should be regarded as Of. In the present work, the cor-
rection was applied so that the best fit to the measured data yielded
the correct value of 0.
EXPERIMENTAL METHOD FOR TRANSIENT MEASUREMENTS
Based on the foregoing time-dependent equations for radon diffusion, an
experimental apparatus was designed to determine radon diffusion coefficients.
The conceptual basis of the experimental measurements 1$ as follows. A column
containing the soil to be tested 1s exposed on one end at time zero to a large
volume of air containing a known high radon concentration. A continuous alpha
particle detector 1s sealed to the opposite end of the column to measure the
alpha activity from radon and Its daughters. As radon diffuses through the soil,
the measured alpha activity increases to a constant maximum level which corres-
ponds to an equilibria radon distribution throughout the soil. The measured
alpha activity buildup curve is then compared to theoretical curves calculated
for various diffusion coefficients and the actual diffusion coefficient is In-
ferred from the best fit. The following sections describe the experimental
apparatus and procedure, the sample preparation procedure, the calibration
procedure, and the data Interpretation procedure.
Qiffusion Apparatus
The experimental apparatus used for the transient radon diffusion measure-
Bents 1s illustrated 1n Figure 1. The radon source consisted of uranium mill
1-62
-------
S*ccion No.: 1.11
Revision Ho.: 0
D*ce: 01-15-90
Pag. 10 of U
tailings obtained fron the Vitro Tailings pile 1n Salt Lake City. These tail-
ings have been found^ to contain about 1450 pCI/g *^Ra, and to have a radon
•¦anatfon coefficient of about 0.22. Approxisately 150 kg of the tailings were
placed In a 220-11 ter steel drus irlth five perforated tubes to facilitate radon
diffusion. The large air volune at the top of the drua mi sufficient to «a1n-
tain a constant concentration radon source throughout the experiment. A 10-cn
gate valve ms located at the top of the drun to contain the radon between
Measurements and to allow unrestricted access of the radon gas to the test col*
nan i&trinc*. Bj opening t-h* gat* t*1t« onlj with a tupli column s«a.l«d in
positton, the radon concentntion In the dnai accianulated to a steady-state
concentration of about 2.8 x lQ*pC1/l. A subsequent source was later utilized
irfiich reached 4 x lO^pCi/L. A sampling port located at the top of the dram
ALP'-iA
son-tuition
0ETECTOR
mujicmannel
scaler
TIMER
MIXING
FAN
M-«09di
FIGURE 1. TIME-OEPENDENT RADON DIFFUSION APPARATUS
1-63
-------
Section Ho.: I.11
Revision Ho.: 0
Dmce: 01-15-90
-J.1of 17
facilitated sample collection for calibration purposes.
A double 0-rfng fitting was attached to the upper side of the gate valve
for attachment of the sample coluan, »rtiich was Bade from SCH-80 PVC plastic
pipe. A similar fitting was used on the detector assembly to provide a gas-
tight seal to the sanple colon. The detector assembly consisted of a 10-era
diameter alpha scintillation detector, located 2.5-ca from a metal screen
which rested on the top of the sanple col inn. A 300-Y negative bias was main-
tained on the detector face with respect to the screen to attract the positive
radon daughters toward the detector as they were formed. A gas sampling port was
also located 1n the detector assembly to allow collection of calibration samples.
The alpha scintillation detector was powered by a pre-amp/ampllfier com-
bination with adjustable threshold, discriminator, and gain setting. A scaler/
timer and printer assembly provided continuous printouts of alpha activity over
any selectable Integration Interval. Typical Integration Intervals were one,
ten, or twenty minutes.
Sample Preparation and Measurement Procedure
Soil sanples were prepared by first adjusting the moisture of the soil t*>
the approximate desired level by addition of water or by permitting short drying
periods. Once the water content was adjusted and equilibrated, the soil was
packed Into a 10-an diameter PVC pipe in approximate 1-2 ca lifts. Packing was
generally accomplished with a short metal rod, and the desired density could
usually be attained 1n the first one or two attests. Moist or highly compacted
dry samples were self-supporting In the sample tube, but loose dry samples re-
quired a supporting screen at the bottom.
The compacted sanple was then attached to the radon source and detector
assemblies as Illustrated 1n Figure 1. Background counts were then conducted
1-64
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Section No.: 1.11
Revliion No.: 0
01-15-90
P*g* -11— of 17
over approximately one hour, after which the diffusion experiment was started
by opening the gate valve to the radon source. A saall «1x1ng fan located 1n-
• ida t&a (ourc* drua (Figura 1) was kapt runni ng continuouiljr, and aarrad to
quickly six the air immediately beneath the sample col«n with that 1n the
source dnn. Th« data collection process «tas allowed to continue over the next
18-72 hours, after which the gate valve was closed, and the saaple colixsi
ms removed. The actual Moisture and density of the soil saaple Mre then de-
termined by drying the entire saaple at 105-110° C until constant weight ms
attained.
Calibration
In order to interpret the transient alpha activity curves from the diffu-
sion measurements, radon concentrations were required as a function of tine at
both ends of the col unn. For the source concentration, simple Lucas-cell
samples were collected and found to remain constant with time. The continuous
alpha scintillation detector ms calibrated by allowing the radon in the de-
tection chamber to reach equilibrlun and then relating the observed count rate
to the radon concentration neasured from a Lucas cell grab-sample (10 aa3). The
scintillation detector ms found to have a total alpha detection efficiency of
about 14 percent.
Individual efficiencies for radon gas and for and **4Po Mre also
required to properly interpret the transient curves for cases of high diffusion
coefficients. The individual efficiencies Mre determined by allowing a rela-
tively high radon concentration to equilibrate in the detection chamber, and
Observing the decay rates as the chamber ms opened and ventilated. The decay
rates Mre monitored on a one-ainute time scale, and clearly illustrated the
radon gas contribution with an imnediate drop in count rate as the chamber
214
ms ventilated. The contribution of the Po daughter ms determined from
1-65
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R*viiion No.: Q,
01-15-90
Page 13 of _I2
the Utter part of the decay curve (>25 «1n after ventilation) because the
preceding nuclides had nearly all decayed by this tine. The contribution of
**®Po was finally determined from the activity during the first ten ninutes
after correcting for the contribution of the *14Po. The respective relative
efficiencies determined 1n this Banner for ^Rn, **®Po and ***Po were 10 per-
cent, 45 percent, and 45 percent, leading to corresponding absolute efficiencies
of 4 percent, 19 percent, and 19 percent. The radon gas efficiency 1s lower
than the daughter efficiencies because 1t 1s a volun*trie source spread through-
out the 2.5-an thick detection chamber. The daughter efficiencies are higher
because they are attracted by the 300-Y bias to the detector surface, and
therefore have a nore favorable detection geonetry.
Data Description and Analysis
The transient alpha activity curves which result from a diffusion experi-
ment are characterized by an Initial lag period, a transition or breakthrough
region, and a final plateau region which corresponds to an equilibria radon
distribution. Figure 2 Illustrates a family of characteristic alpha activity
curves calculated for various diffusion coefficients for a 14.8-ca diffusion
column. As Illustrated, an empty, air-filled eolurr having a diffusion coeffi-
dent of about 0.1 ca /s would break through alaost ionediately, and would
reach equilibria within a few hours. A soil with a diffusion coefficient of
about X04cmV« would b«gia to fersak through oalj after ••rsrtl hour*, «ad
would not reach equilibria for aore than a day. Materials with lower diffusion
coefficients have even longer lag tines, tnd reach plateaus at lower concentra-
tions due to the significant decay which occurs 1n the sample colum.
In order to provide greater flexibility In neasuring a wide range of dif-
fusion coefficients, the coluwi length nay also be varied. Longer colunns are
typically used for dry, porous wterials with expected high diffusion
1-66
-------
HMO*
<35
•J
«V»o
moac
tapoc
4«fiOO
mpou
mptx
•poa
• fno
AfiOO
tfioo
I.OOC
400
188
COLUMN LCNOTH* H lai
RADON SOURCE • 400pCI/cjn9
&
0
moon nmaioM
COEFFICIENTS
(m'/i) —s.
0.00005
aoojMli.
VIM late |
m jaoo
100,000
RAE • KJ032S
FIGURE 2. TRANSIENT Al PIIA ACTIVITY CURVES FOR VARIOUS DIFFUSION COEFFICIENTS
MOPW
» » • •
•» r» <1 n
• 1» t* r*
m
~* o
O 3
as
}o •*. o
o •
I"
-------
Section No.: 1.11
Revision No.: 0
D«t«: 01-15-90
15 of 17
coefficients and shorter ones ire used for wist, highly compacted clays.
Flgurt 3 Illustrates the predicted alpha curves for columns of varying lengths
»nd with « constant diffusion coefficient of 10 en /s.
Experloental data were analyzed by a computer program which calculated the
transient alpha activity curves as illustrated 1n Figures 2 and 3 using Eq (3)
and (4) and the lateoan •quations. The program utilized ten alpha activity
data points spread primarily throughout the transition or breakthrough region
of the curves, and determined by least-squares fit the diffusion coefficient
which best fit the neasured alpha activity data. The estimate of uncertainty
1n the diffusion coefficient was obtained as the standard deviation of ten dif-
fusion coefficients determined froo pairs of adjacent points taken frocs each of
the ten locations on the curve used 1n the least-square fit. Typical relative
Standard deviations of the radon diffusion coefficients were calculated to be
on the order of 5-12 percent.
1-68
-------
CT>
CD
i
to/too -
toftac -
MpOO -
topoa
4OPO0
I
H^tO
-
•poo ->
BfiO0 -
4JOOO -
4 poo -
UMO -
RADON MFFU8I0M _ _
COEFFICIENT - IO*sw**/«
RADOft BOlWCE • 400pa/amS
COLUMN
iENOTH
leml
RAC-100323
TMM Im|
FIGURE 3. TRANSIENT ALPHA ACTIVITY FOR VARIOUS COLUMN LENGTHS
WUMM
(lib*
00 ft •d o
® • H- r»
P- o
3*
_ 35
O 25 O
H O •
M ••
-------
R*vi«ion No.: £,
C*ce: Q1-13-9Q
P*ge 17 of _IZ
LITERATURE REFERENCES
P.J. Macbeth, ft al"Laboratory Research on Tailings Stabilization
Methods and Their Effectiveness 1n Radiation Containoent," Department
of Energy Report SJT-21, April 1978.
V.C. Rogers, «t al., "Characterization of Uranii* Tailings Cover Materials
for Radon Flux Reduction," Nuclear Regulatory Coeirlssion Report
HUREG/CR-1081, March 1980.
B.J. Thamer, et al., "Radon Diffusion and Cover Material Effectiveness
for Uraniun Tailings Stabilization," Ford, Bacon & Davis Report to
Department of Energy, FBDU-258, May 1980.
B.L. Cohen, "Methods for Predicting the Effectiveness of Uranium Mill
Tailings Covers," Nucl. Instr. and Methods 164, 595-599 (1979).
H.B. SUker, "A Radon Attenuation test Facility," Huclear Regulatory
Commission Report HURES/CR-2243, September 1981.
G.D. Chase and J.L. Rabinowit2, "Principles of Radioisotope Methodology,"
Minneapolis, Burgess Publishing Co., pp. 177-178, 1967.
U.K. Nlelson, et al., "Laboratory Measurements of Radon Diffusion Through
Multilayered Cover Systems for Uranium Tailings," U.S. Department of
Energy Report UMT/0206, Oececber 1981.
-------
Section Ho.: 1,12
Revision No.: 0
Date: 01-15-90
Page 1 of 17
1.12 Radon Flux
Two similar methods for radon flux atwiriM&ti are presented in this
•action. Both have been uaed by Florida Radon Research Program proJ act
¦ambers.
Radon Flux Measurement By Charcoal Cartridge (Univsraity of Florida)
Thif method ia for radon flux measurements made by a charcoal absorber
technique. Charcoal respirator cartridge! are deployed in loosely capped
atandpipas for 24 to 46 hours. The collected radon ia Measured by gamma
counting of the cartridge and the radon flux ia calculated from the measured
radon. This method is based on the premise that the charcoal has a high
efficiency for the adsorption of radon at the air-charcoal interface and that
the concentration gradient across the air column from the substrate interface
to the charcoal interface is an efficient driving force for moving the exhaled
radon to the absorber. The radon collected and retained on the charcoal is
proportional to the cumulative exhaled radon.
Radon Flux Measurements (Florida State University)
This variant of the method is similar in principle to the University of
Florida version, except that 25-g diffusion barrier canisters of the
University of Pittsburgh design are daployed.
Applicability
Radon flux measurements give an indicative measure of radon source
potential of soil at a site. Source potential in turn is affected by soil
radium, radon emanation, and diffusivity. Vhile not currently specified for
Florida Radon Research Prograa projects, radon flux measurements may be useful
in future project work.
1-71
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Section No.: 1.12
Raviilon Ho.: 0
01-15-90
Page —2— of 17
Health Physics Section
Department of Environmental Engineering Sciences
University of Florida
Gainesville, FL 32611
Procedure for:
EADON FUH ¦KASURDfBTT BT GSABOGlAl C&SmiXZ
Prepared by:
C. S. Soeasler, rt.n.
Professor
Revision of 30 November 1987
1-72
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Section No.: 11?
Revision No.: Q
DaM: 01-15-9O
Page 3 of 17
IADQN run MEASUREMENT by C3SABC0AL CAJTIUDGX
Summiry - Radon (lux measurements are made by the charcoal
absorber method. Charcoal cartridges are deployed in loosely
capped standplpes for periods on the order of 24-4B hours.
Following the deployment period, the collected radon Is measured
by famma counting of the cartridge and the radon flux is
calculated from the measured radon.
DISCUSSION
The method used Is the method of Johnson (1983), a
modification of the method published by Countess (1976). In a
review of radon flux Miiuruisti, Coll#', at al. (1981) of the
National Bureau of Standards state "The charcoal canolster method
Is probably now the most widely used method tor determining raaon
flux density."
In the method used here, a charcoal cartridge (Mine Safety
Appliances Model GMC repirator cartridge) is deployed in a
loosely-capped standpipe as indicated in Figure 1. The cartridge
Is elevated above the surface to prevent wetting of the charcoal
from a moist surface or from rain and also to avoid disturbing
the natural boundary layer at the substrate-air interface.
For non-consolidated surfaces such as soils, phosphogypsum
Storage piles, etc., a sharpened-end collector is used as
Indicated in Figure 1. In field deployment, the sharpened end of
the pipe Is inserted Into the surface, an activated charcoal
cartridge is supported by Its rim in the upper end of the pipe
and the pipe is capped. In a typical field deployment, the
lower surface of the cartridge is supported about IS cm above the
surface (Figure 2).
For non-consolidated surfaces such aa soils, phosphogypsum
storage piles, etc., the collector used is indicated in Figure l.In
field deployment, the sharpened end of the pipe is Inserted into the
surface, an activated charcoal cartridge is supported by its rim in
the apper end of the pipe and the pipe is capped. Zn a typical
field deployment, the lower eurfaea of the cartridge is supported
about 15 cm (5.9 inches) above the surface (Figure 2).
A deployment period en the order of 24 to 48 hours is used as
a compromise between a number of competing factors, long deployment
times have the advantage of averaging out short-term temporal
variations in actual radon flux. Long collection times also
minimise the effect of the temporarily enhanced radon flux
stimulated by disturbance of the surface In collector amplacament.
On the other hand, if deployment times are too long, radon can
migrate through the charcoal bed and be desorfeed. Also, with
extensive time, the build-up of adsorbed radon at the collection
front may reduce collection efficiency.
1-73
-------
Section No.: 1.12
Revision No.: 0
Date: 01-15-90
Page 4 of 17
At the end of the collection time, the cartridges are
wrapped in plastic wrap and placed in metal cans and the cans are
taped and shipped to the laboratory.
The cartridges, in their cans, are counted on a gamma
scintillation spectrometer with a 4" x 4" Nal(Tl) crystal. The
contained radon-222 is determined from the 609 keV peak of the
bismuth-214 radon decay product.. The quant i ty of radon-222 is
determined by comparison to a standard consisting of a known
quantity of radium-bearing material sealed into an empty
cartridge housing. The average radon flux (pCi/m -s) is
calculated from the measured radon (pCi) by assuming a uniform
radon exhalation during the collection period, correcting for
radon decay during collection, delay, and counting, and account-
ing for collector area and collection time.
The method is based on the premise that the charcoal has a
high efficiency for adsorption of radon at the air-charcoal
interface and that the concentration gradient across the air
column from the substrate interface to the charcoal interface is
an efficient driving force for moving the exhaled radon to the
adsorber. The assumption is made that under the deployment
configuration and conditions used, the radon collected and
retained on the charcoal is proportional to the cumulative
exhaled radon and that the collection and retention efficiency
for this process is nearly 100%.
References:
Colle' R., Rubin R.J., Knab L.I., and Hutchinson J.M.R., 1981, Radon
Transport Through and Exhalation from BuiIding Materials: A Review and
Assessment, NBS Technical Note 1139, National Bureau of Standards.
Countess R.J., 1976, "Radon flux measurement with a Charcoal
Cannister", Health Physics, 31, 455.
Johnson J., 1983, personal communication, Colorado State
University, Ft. Collins.
Rn Flux by Charcoal Canister, page 2 Rev. 30 Nov 1987
' - 7'-
-------
Section No.: 1 12
B*vi»ion Ho.: Q_
D*t«: O1-15-90
Pag® 5 of 17
jf
-3CBP
Z5 o.n.
. CARTRIDGE
MSR MODEL 6MC
PIPE
HALF SCALE
Figure 1. Radon
Flux Collector
.080
1-75
-------
S.ction No.: 1.12
Revision Ho.: 0
D*te: 01-1S-9Q
P*g® 6 of _12_
ill! = ;;i I « I Itm
*
-------
' 1.
>1
I*
ll
1*
~ »
H
t •
—3
^SQUARE'
CUT END
COLLECTOR
Section No.: 1.12
Revision Ho.: 0
01-15.90
Page 7 of 17
NOT TQ SCA1F
S s y ~
~
/
~
* y
s /
/ /
~ /
Z f
/ /
~
/
~
C
^ EXT.
PLYWOOD
SUPPCRT STAND
CARTRIDGE
C—SUPPORT STAND
F7
,CAULKING
(Pavement)
COLLECTOR JJi £LA££
Figure 3. Apparatus for Radon Flux Sampling From Paving
1 -77
-------
EAIXX FLUX MEASUREMENT
BY CHARCOAL CARTRIDGE
Raviaion No.: 0
Data: 01-15-90
Page 8 of 17
EQUIPMENT AND PROCEDURES
EQUIPMENT
A. Standplpe - 3-inch inside diameter, threaded on one end; with
threaded pipe cap.
- For toils and other unconsolidated surfaces - pipe is
sharpened on unthreaded end_
- For cemented road ba.se, pavement, and other consolidated
surfaces - pipe is cut off square on unthreaded end.
B. Charcoa1 cartridges ~ Mine Safety Appliances Co. (MSA)
Chemical Cartridge Part No. 459317. Counted to verify low
radiure-226 background, activated to remove residual radon-222,
and stored for decay of residual radon. Twenty-oae days decay is
preferred; alternatively, cartridges should be counted to verify
low background if it is not practical to store between activation
and deployment.
C. Count ing sys tern - Gamma scintillation counter with Nal(Tl)
crystal, 4" x 4" or larger, and multichannel analyrer. (Since
interferences are not likely to be present, a single channel
analyzer may be used.}
PROCEDURES
1. Selection and Preparation of Charcoal Cartridges
2. Deployment Procedure - Soils and Similar Surfaces
3. Deployment Procedure - Pavement and Similar Surfaces
4. Radon Analysis
5. Calculation of Redon Flux
1-7S
-------
Seccion Ho.: 1.12
Revision No.: 0
Data: 01-15-90
SELECTION AHP PRIPAKATION OF CHARCOAL CAHTRIDGES Fag® —^— °f
A. Regenerating Charcoal (as per telecom with James Johnson 12/20/83)
1) Place in oven at 100-110 degrees C for at least overnlgtit.
2) Remove, seal in plastic film (Saran Wrap), place in metal cans.
3) Hold In storage for additional decay (usually 21 days).
B. Background Counts
If there is a question about the background or storage time was
short, count for background "
1) Batch count. Count individuals If batch shows elevated
background. Alternatively,
2) Count cartridge that bad ti« graataat Rn activity during
previoua uaa.
1-79
-------
Revision No.: 2.
Date: 01-15-90
Page 10 of 17
DEPLOYMENT PROCEDURE - SOILS AND SIMILAR SURFACES
1. Select site for deployment,- do not disturb surface or this
will produce a terrporary anomaly in flux.
2. Press sharpened end of standpipe into surface being measured,
taking care not to disturb the surface crust.
'• Support cartridge in top of atandpipe by riic on cartridge and
•crew on cap to a loose fit.
4. Record date and time of start of collection.
DEPLOYMENT PROCEDURE - PAVPiENT AND SIMILAR SURFACES
1. Select site for deployment; sweep away dirt, loose stones, etc.
2. Using support stand, put standpipe In place with squared end against
surface baiog Measured. Seal the pip* to tha surface with a generous
bead of caulkisg.
3. Support cartridge in top of atandpipe by rim on cartridge and
screw on cap to a loose fit.
4. Record date and time of start of collection.
RETRIEVAL PROCEDURE
1. A suggested collection tin* is on the order of 24 to 48 hours.
2. Record retrieval date and time.
3. Remove cartridge from standpipe, wrap securely in plastic film
(Saran Wrap), and place in metal ahipping can.
4. Sufcmit cartridge and pertinent data to the laboratory.
5. Telephone the laboratory to advise that a delivery ia on the way.
1-80
-------
RADON ANALYSIS
Section No.: 1.12
E* vis ion Ho.: C__
D*c: 01-15-90
11 Of 17
Cartridges are counted on a shielded Nal scintillation crystal
connected to a multichannel analyzer. Badon is determined from the
area under the 609 keV peak. Blank cartridges from the same batch are
counted to determine a background which represents the sum of the
counter background and residual radium-22S/radon-222/radon daughters
in the cartridge. A standard consisting of a known amount of radiurn-
226 aemled in a canister to prevent radon lose is counted in the
same configuration to provide a calibration factor.
Suggested conditions:
Detector: 4" x 4" Nal crystal
MCA: 256 channels, calibrated to 10 keV/channel
009 peak in channels <0*61.
Region of Interest: Sum channels 56 (555 keV) - 67 (675 keV).
,1-81
-------
occtxon no.: 1. n.
Revision No.: 0
Date: 01.15-90
radon flux measurement BY CHARCOAL CARTRIDGES P*6e —^— of -12—
Calculat ion of Radon Flux
A. BACKGROUND AND STANDARD
1. Compute average count rates, cpm, for:
a) Counter background, BKG
b) Blank cartridge, BL
c) Standard, STD
2. Corrpute calibration factor:
a) Standard net count, cpm: STDK - STD - BKG
b) Calibration factor: F (pCi/cpm) * 216* pCi/fTD (cp«)
B. FOR EACH SAMPLE
1. Conpute count rate, SAM (cpm)
2. Corrpute net count rate: R (cjm) = SAM - BL
3. Ccmpute radon flux:
J (pCi /nf-s) = R 13 F X2/ 60 A [l-txp(- Xtl)Jexp(- Xt2)[l-exp(- X 13 ) J
where: R = net count rate
X = radon decay constant
F = calibration factor, pCi/cpm
60 * sec/min
*>
A = collector area, m"
tl = collection tLme
t2 = decay time, end of collection to beginning or counting
13 = counting time
(tl, t2, t3, RAX itvis: be in consistent time units)
•4. Satisfactory approximations are:
a) Radon activity at the midpoint of counting:
P2(pCi) = R F
b) Radon activity adjusted to sampling midpoint:
Pl(pCi) * P2 exp(X T) = R F exp(X T)
W^ere T - decay time, midpoint of sampling to
midpoint of counting
c) Radon flux:
J (pCi/m2-s) = PI/A tl » R F exp(X TJ/A tl
Tb« standard fom u»»
-------
Revision Ho.:
Date: 01-15
Page 13 ef
RADON' FLUX MEASUREMENT BY OiARCOAL CARTRIDGE
Job Identification
HttttSttttttiUtt FIELD DEPLOYMENT RECORD ###ttlttttttttttttS*
Site Cartridge Deployed Retrieved Corrments
ID No. Date Time Date Time
Contents
Bye
ANALYSIS REQUEST ttttttlttttttltttlttti!
Submitted by: Send Report to (if different):
Authorization: Date:
1-83
-------
Section Ho.: 1.12
Revision Ho.: 0
Date: 01-15 -9C
P*ge 14 of 17
Radon Flux Measurements
The following is excerpted and modified from a proposal
submitted to the SUS Radon Research Program on November 21,
1988. It may be noted that the procedure is quite similar to that of
Dr. Roessler (attached) although not identical.
In order to determine the radon flux from the soil, we use a
method based on charcoal canister deployment at the soil-air
interface (Pearson, 1967; Megumi and Mamuro, 1972; Countess,
1976). A charcoal canister, inside a cylindrical container open on the
bottom, is sealed into the ground surface for approximately one day,
allowing the radon which escapes into the overlying air to adsorb
onto the charcoal surface. The concept is similar to that used for
concentration measurements, except an additional parameter must
be known, the radon adsorption efficiency. In addition, it is
necessary to evaluate what, if any, effect moisture has on this
quantity. After measurement of radon daughters by gamma
spectroscopy, the flux may be calculated according to the equation:
* 2 Xt, _
X • t, • e C_
F =
(1 • (1 - e *eff * *»ds * A
where:
F = 222Rn flux from soil (dpm cnr2 min-1);
Cm = net count rate measured by Nal detector (cpm);
tj = sampling period (min);
t2 = elapsed time from retrieval to counting (min);
t3 = counting time (min);
fcff = counting efficiency (cpm/dpm);
fads = radon adsorption efficiency, fraction;
A = surface area of measurement (cm2); and
1 = decay constant of 222Rn (1.26 x 1CH min*1).
The counting efficiencies, fcff, of our Nal detectors for the
energies of interest and the canister geometry employed have
already been determined by running canisters with a known amount
of 226Ra dispersed throughout the charcoal. Counting efficiencies and
backgrounds are routinely determined in our laboratory to ensure
-84
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Section Ho.: 1.12
Revision Ho.: 0
Dace: 01-1S-90
Page 15 of _12_
consistency of results. The radon adsorption efficiency, fads, has been
determined using a modified method of Megumi and Mamuro (1972).
This technique relies upon the preparation of a radium-bearing
compound known to lose 100% of the 222^ generated during decay.
We have prepared several such barium palmitate precipitates on
filters, with known amounts of ^Ra, which are then exposed to our
canisters. The adsorption efficiency can then be determined since
the 222Rn emanation rate is known. We are now in the process of
evaluating any differences in fa
-------
E«vi«Ion No.: 0
Dace: 01-15-90
Page 16 of 17
C
I
3
>
£T
0.011
0.010
a 007
y - 1.0689«-2 - 1.0581«-3z RA2 - 0.90S
a 006
0.0C5
1.0 2.0 3.0
Canister Wt. Gain (gms.)
Figure 1. Calibration factor "R" for our charcoal canisters versus
weight gain. Each data point represents a mean and
standard deviation of 4-5 measurements taken in
calibrated radon chambers.
1-86
-------
Section Ho.: 1,12
Revision Fo.: 0
D*t«: 01-15-90
P*ge 17 of 17
RKt't'kFNK "hS
Coontess, RJ., 1976. Rn-222 flux measurement with a charcoal
canister. Health Phys., J/, 455-456.
Megumi, Kw an (J ^Ca^xiiii1 o, X*f 1972* A ^oethod for irmsQim^ radon
and thoron exhalation from the ground. Jour. Geophys. Res., 77,
3052-3056.
Pearson, J.E., 1967. Natural Environmental Radioactivity from Radon-
222. Public Health Service Publ. No. 999-RH-26, U.S. Government
Printing Office, Washington, D.C.
1-87
-------
STANDARD MEASUREMENT PROTOCOLS
Florida Radon Research Program
SECTION 2 BUILDING MEASUREMENTS
2-1
-------
2.1 Sub-slab Radon
Section No.: ? . 1
Revision No.: £
Date: 01-15-90
Page 1 of 7
Alpha Scintillation Cell Sub-slab Grab Saoples (EFA/AEERL)
Abstract
This aethod ia for obtaining sub-slab grab saoples and neasuring
counting data fron scintillation cell staples with a portable photomultiplier
Cube scintillation counter.
Sub-slab radon aaapling is a standard diagnostic aeasureaent which will
be performed in aost test bouses used in the Florida Radon Research Program
for radon entry and aitigation efficiency aeaiureaents.
Relationship To Other Methods
The aethodclogy for sub-slab grab sanples is quite similar to that used
for indoor radon saaples (see Section 2.5).
2-2
-------
Section No.: 2.1
Revision No.: 0
Date: 01-15-90
Fag® 2 of 7
Alpha Scintillation Call Sub-slab Crab Samples
PURPOSE
Sub-slab grab samples art used to identify the location and relative
strength of potential sources of radon.
KETHODOLOGY
1. A visual inspection of the house is made to identify and tag locations for
obtaining radon grab saaples. Sub-slab Comunication Test holes should be
aaong the sample points identified.
As in other limited sample point diagnostics, good engineering judgment
¦ust be used to select a strategic, representative and manageable number of
sampling locations.
2. Sample point communication test holes should be closed off to prevent
infiltration of ambient air into the space being sampled. This isolation
of the sampling space nay be done by plugging gaps around sampling lines
vith rope caulk or using plastic sheet and tape on flat surfaces such as
vails and floors.
3. Grab samples are taken under normal representative house conditions, that
is, as influenced by existing environmental conditions such as vind,
precipitation, temperatures, and existing bouse operating conditions,
such as during the operation oc tne heating and air conditioning systems
or other household appliances.
4. The following equipment is used:
Alpha scintillation (flow through) cells, 100-200 ml
Air or nitrogen compressed gas cylinder (optional)
Portable photomultiplier tube scintillation counter (several commercial
radon monitors also have this capability)
Small diameter flexible cubing
0.8 ^m filter assembly
Small hand or battery pump
5. Prior to use, the scintillation cells are purged with aged compressed gas
(air or nitrogen) or low-radon outdoor air and a 2-minute background count
is performed vith a portable photomultiplier tube scintillation counter.
Data for each cell should be entered on a Background Log as attached.
Cells vith background counts greater than 10 counts per 2 minutes should
not be used.
2-3
-------
Revision No.: 0
D*te: 01-15-90
P*ge 3 of 7
6. Crab samples are taken from sample points through a aample train made up
of a sample probe consisting of the minimum length of snail diameter
tubing, followed by a 0.8 pa filter, the scintillation cell, and a small
hand-operated or battery-operated pump. The pump is used to draw at least
3 cell volumes of sample air through the scintillation cell. The third
volume becomes the volume for analysis.
7. Scintillation cell samples nay be counted 15 minutes after collection but
not before; this vill discount the potential affect of thoron and thoron
decay products on the Measured alpha activity. While scintillation cells
are traditionally left to reach •quilibriua before covin ting, nethods exist
to precisely relate counts takan after 16-60 minutes to the equilibrium
count rate.
Scintillation cells counting periods should be selected to reflect the
source activities measured and the accuracy needed. Concentration
estimate accuracies are not significantly affected once aore than 100
counts are accumulated. Counting tines should be in the range of 2-10
minutes.
HOTE: To avoid counting spurious scintillations as produced by
exposing cell vails to bright ambient light, allow a 1 ninute
delay after the cell is placed in the counter before commencing
counting.
8. After counting, cells should be purged vith aged air to minimize buildup
of the cell background.
OUTPUT
Counting data are recorded for aach scintillation cell sample on a forn as
attached (Grab Sample Data Sheet). NOTE: The data sheet as shown assumes over
3 hours delay to reach equilibrium. For shorter ingrowth tines, "A" and "C*
factors can be substituted for the values in Table A-l.
INTERPRETATION
Scintillation cell results are usually expressed as activity
concentrations of radon in a unit volume of air sample, e.g., pCi/L or Bq/m3.
The information derived from the radon grab sample results is obtained by
looking at the difference in source strengths and location of those sources.
Elevated and large differences In subslab radon soil gas concentrations,
(e.g., greater than 3X) are important to note and should influence not only the
kind of mitigation but also the specific design of the mitigation system
appropriate for the house under investigation.
-------
turn cut 6*c*coouhd tog
iuc« cm
Dole
Cowtlnt Inalrunciit
Slart/atop tin*
Elapitd 11m (>M »ln) aaca
/
/
/
/
/
/
/
/
/
t
Count*
•ackgrowi lit* (cta/aln)
(ill
Cowllnf InalruMfit
lurl/itop tie*
11 tpitd Via* (>20 aln) MM
Cotrtti
5 ••ckgreml lilt (cta/aln)
/
/
t
/
/
/
/
t
/
t
t
Dal*
Cowling tmtruaant
Start/atop IIm
Elapitd Tina (>20 «ln) iki
(OUltl
lackground Rat* (cti/aln)
/
/
/
/
/
/
/
/
/
/
Data
Counting Inatrtaacnt
Start/atop tlaw
Elipttd 1 la* (»?0 aaln) iki
Coinla
Background lata ft
Oq rt < O
» R» ft
• • h*
H* O
O 3
3 2S
bzo
H O •
o
»-n
h-1
LH
hO
o
-------
Section No.:
Revision No.:
01-15-90
CRAB SAMPLE DATA SHEET p4ge 5 0f i_
House ID: Dace: _ Technician:
Sample Number: 12 3
(Harked on Site Plan) Y/N Y/N Y/N
Scintillation Cell No:
Background Rate (cts/m):
Sample Location:
Time Saaple Collected:
Counting Instruaents
Date/Tiae Started: / I /
Elapsed Delay Tiae (sin) t
Tiae Stop: ________
Total Counts:
Elapsed Counting Tiae (¦) : _________ ^_____
Cell Efficiency:
Concentration:
Calculation: Calculate the radon concentration aS follows:
C - (IE - BR) t CE ~ DF
CT
where C - concentration, pCi/L
TC • total counts
CT - counting tine, aln
BR - background rate, cpm
CE •» cell efficiency, epm/pCi/L
DF - decay factor (see Table A-l)
2-6
-------
S«ccion No.: .2.1
Revision No.: Q_
Date: 01-1S-90
Page __fi of —2-
Table A-l: Radon Correction Factors
A.
C.
Corxaction for radon decay from time of collection tc
•tart of counting
Correction for radon decay during counting
A C
Ti*e
Mlnatea
Boar*
Days
0
1.00000
1.00000
1.00000
1
0.99987
0.99248
0.33431
2
0.99975
0.93502
0.89907
3
0.99982
0.97781
0.58074
4
0.99950
0.97028
0.48451
5
0.99937
0.98298
0.40423
«
0.99925
0.95572
0.33728
T
0.99912
0.94354
0.29138
S
0.99399
0.94140
0.23475
t
0.99837
0.93432
0.19538
10
0.99874
0.92730
0.18341
11
0.99882
0.92033
0.13833
12
0.99849
0.91340
0.11374
13
0.99837
0.90854
0.09490
14
0.99324
0.89972
0.07917
15
0.99811
0.39295
0.08805
18
0.99799
0.88624
0.05511
17
0.99738
0.37958
0.04598
18
0.99774
0.37298
0.03838
19
0.99781
0.38840
0.03200
20
0.99749
0.35938
0.02870
21
0.99738
0.38342
0.02223
22
0.99724
0.34700
0.01359
23
0.99711
0.34083
0.01551
24
0.99899
0.33431
0.01294
25
0.99888
0.32803
0.01079
28
0.9987 3
0.82131
0.00901
27
0.99881
0.31583
0.00751
28
0.99848
0.30950
0.00827
29
0.99838
0.30341
0.00523
30
0.99823
0.79737
0.00438
Hoari
1.00000
1.00378
1.00757
1.01138
1-01517
1.01399
1.02231
1.02895
1.03050
1.03435
1.03821
1.0420 9
1.04597
1.04988
1.05377
1.05788
1.08160
1.08553
1.08947
1.07342
1.07738
1.08135
1.08532
1.03931
1.09331
1.09732
1.10133
1.10538
1.10939
1.11344
1.11749
A-4
(continued)
2-7
-------
Section No.: 2.1
Revision No.: Q.
Date: 01-15-90
Page 7 of I
Table A-l: Radon Correction Factors (Continued)
A - Correction for radon decay from time of collection to
start of counting
C - Correction for radon decay during counting
A C
Tlae
Minate*
Hoars
0*71
Boars
31
0.99611
0.79137
0.00384
1.12155
32
0.99598
0.78542
0.00304
1.12562
33
0.99586
0.77951
0.002S3
1.12971
34
0.99573
0.77365
0.00211
1.13380
35
0.99561
0.76784
0.00176
1.13790
36
0.99548
0.76206
0.00147
1.14201
37
0.99536
0.75633
0.00123
1.14813
38
0.99523
0.75064
0.00102
1.15028
39
0.99511
0.74500
0.00085
1.18440
40
0.99498
0.73940
0.00071
1.15854
41
0.99486
0.73384
0.00059
1.18270
42
0.99473
0.72832
0.00050
1.18887
43
0.99461
0.72284
0.00041
1.17105
44
0.99448
0.71741
0.00035
1.17523
45
0.99435
0.71201
0.00029
1.17943
46
0.99423
0.T0668
0.00024
1.18363
47
0.99410
0.70134
0.00020
1.18784
48
0.99398
0.69607
0.00017
1.19207
49
0.99385
0.69084
0.00014
1.19630
60
0.99373
0.68564
0.00012
1.20054
51
0.99380
0.68049
0.00010
1.20479
52
0.99348
0.67537
0.00008
1.20905
53
0.99335
0.87029
0.00007
1.21332
54
0.99323
0.66525
0.00006
1.21760
55
0.99310
0.88025
O.OOOOS
1.22189
56
0.99298
0.65528
0.00004
1.22619
57
0.99286
0.65036
0.00003
1.23060
58
0.99273
0.64547
0.00003
1.23481
59
0.99261
0.64061
0.00002
1.23914
60
0.99248
0.63579
0.00002
1.24347
A-S
2-8
-------
Section No.: 2.2
Revision Ho.: 0
Date: 01-15-90
Fage 1 of ^
2.2 Bub-*lab Communication Test
Bub-Slab Communication Test
Abstract
Thia method la for Che quantitative characterization of the potential
for airflow and preaaure field extensions along all house shell surfaces in
contact with soil by inducing sub-slab depressurization using a vacuum cleaner.
The data generated by this Mthod vill provide a basis for determining the
applicability of a sub-slab depressuriiatioo system to a particular house and
indication of the mngineering design features for an effective sub-slab
system.
Applicability
This »ethod is a house diagnostic method useful in evaluating
applicability and potential effectiveness of sub-slab depressurization
systems. It is performed on projects in the sub-slab depressurization
apecifieations area.
-------
Sub-Blab Communication Test
Section No.;
Envision No.: Q_
Date: 01*15-90
Pag* 2 of 6
PURPOSE
Quantitative characterization of the potential for airflow and pressure
field extensions along all house shell surfaces in contact with soil can be
accomplished by inducing sub-slab depresouriration. The results of this
test will provide a basis for determining 1) the applicability of a sub-slab
depressurization system to a particular house and 2) an indication of the
engineering design features for an effective sub-slab system.
KETHODOLOCY
1. A visual inspection of the bouse substructure is made noting the area
of belov grade and on grade floor slabs and vails and their
distribution in the house layout. Note this information on a sketch
of the house.
2. From the above assessment with consideration given to sub-slab system
requirements and the degree of wall and floor finish and the existing
use of house space determine the location for (1) suction test holes
and (2) pressure and air velocity sample holes. Suction test holes
should not be located closer than about 10 meters (30 ft) one to
another and should be located so as to maximize the potential floor
and floor/wall joint area coverage within 5 meters (15 ft) radius of
the suction hole.
3. Pressure and air velocity (P&V) sample holes should be located, as
available, at radial distances of lm, 3b, and 5 meters from suction
test holes. P&V sample holes should be located in 2 or 3 directions
from the suction test hole.
4. Industrial vacuum cleaner, 170 m'h-1 , 100 cfm@ 80 in VC
Micromanoaeter, 0-5000 Pa, ±1% § 1 Fa
Device to measure flow through slab and wall holes
Hot wire anemometer, 30 ft/min, ± 2%
Device to measure flow & pressures at vacuum cleaner inlet
Pitot tube or electronic anemometer or calibrated orifice(s)
Smoke bottle
Speed control for vacuum
Rotary hammer drill
3/8" variable speed hand drill (optional)
3/8" or 1/2" hammer drill masonry and impact drill bits
1.25 or 1.5" hammer drill masonry and impact drill bits
5. A (scaling baseline) pressure sample bole should be located about
300 pm (12 in.) from each suction test hole.
?-10
i
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Revision No.: 0
Date: 01-15-90
Page 3 of 4
6. 32 or 38mm (1.25 or 1.5 in.) suction test holes ere drilled through
designated slab and/or vail locations and temporarily sealed vith a
rope caulk (e.g. Mortite)
7. A subset of pressure and velocity sample holes (10 or 12.7 mm 0.375
or 0.5 in.), including the baseline F&V sample hole, are drilled
through designated slab and/or vail locations and temporarily sealed
irith rope caulk (e.g. Kortite)
NOTE: At this stage in the communication test procedure sub-slab and wall
grab air samples could be taken to nap radon concentrations at points
in the house shell under normal house operating conditions, i.e.,
depressurizing appliances off or on or under induced
depressurization, blower door conditions. Differential pressure
measurement may also be made at this point under normal or induced
depressurisation conditions.
8. The industrial (variable speed) vacuum cleaner is connected vith an
air tight seal to the suction test hole and operated at the baseline
hole pressures of 0.5, 2.0, and 5.0 kPa while measuring the induced
flow from the suction hole and the pressures and flows at the sample
holes.
9. After measurements have been made through holes drilled just through
the slabs, the holes should be drilled to the full extent of the bits
being used and the same measurements made again.
OUTPUT
Test results are recorded on a form similar to the attached.
INTERPRETATION
If the results of the sub-slab communication test show that a
depressurised condition 0.25-1.0 Pa can be extended to all slab surfaces and
vails in contact vith substructure soil this indicates a high confidence that
a sub-slab depressurization system can be installed to remediate the entry of
¦oil gas borne radon.
2-11
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Section No.: 2.2
Revision No.: 2,
Dace: 01-15-90
Page 1 of 4
Subslab Cooautiication Data Sheet
Investigator: Dace / / House
Location of 1.5" Hole: .
I. Flow vs Differancial Pressure (DP) at 1.5" Test Hole Using Sho Vac
Differential Pressure (KPa) Air Velocity (m/s) Air Plow (l/.mln)
II. Differential Pressure and Air Velocity Sample Holes
Shop Vac DP
5000 Pa
Remote Hole DP Air
Location* (In H20) Flow (m/s)
2000 pa
DP
(In H20)
Air
Flow (m/s)
500 pa
DP Air
(In H20) Flow (m/s)
* Croisrafsrance to Housa Plan Radon crab Saaple Identification Number¦ and
Differantial Pressure Measurement Identification Numbers
2-12
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Section Ho.: 2.3
Eeviai on Ho. : £
01-15-90
Page 1 of 1
2.3 Differential Pressure IUu'jrw«Dti
Differential Pressure Haasureaent Protocol
This »ethod la for measuring of preasure differences which occur within
a house end across Che houaa envelope, including the floor/slab, &j a result
of a*bient affects and the effects of aecbanical »quip»ent. These pressure
differences iarpact infiltration end cha rata at which radon and other
•ubstances are drawn out of the soil into the house. The protocol covers
aeasuresent location, aquipnent, and data recording.
AgpUsrtlllrr
This ia a diagnostic protocol uaed in bouse evaluation studies.
Differential pressures are also a portion of the measurements to be performed
in the Pressure Characteriatica of Houses project of Che Florida Sadon
Research Prograa.
2-13
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Section No.: 2.3
Envision No.: Q_
I>ace: 01-15-90
Differential Pressure Measurement Protocol P*ge __2 of —L
Eyjpqss
The purpose 1s to ueasure pressure differences which occur within a house and
icross the house envelope, Including the floor/slab, as a result of ambient
effects (wind and temperature effects) and mechanical equipment (leaks in air
distribution systems, closed interior doors with air handler running, exhaust
fans, dryers, flues, etc.). These pressure differences impact infiltration and
the rate at which gases (radon, pesticides, herbicides, moisture, etc.) are drawn
out of the soil into the house.
Hethodolqqy
1. Identify locations 1n the house where pressure differences are likely to
occur.
2. Measure the pressure differences from these locations to:
a. outdoors
b. across the slab/Floor/basement floor
c. other rooms
3. Measure these pressures with various combinations of equipment operating
and with interior doors open and closed, so that the full range of
pressures which might occur in a house are recorded. All pressures should
be referenced to outdoor pressure. Measurements should also be taken with
all the equipment turned off to observe the impact of only wind and
temperature.
4. Measure the pressure differences by positioning air tight tubes from one
pressure zone to another. These tubes must seal tightly to the pressure
measurement devices. The tubes should not be pinched so as to restrict
the air-flow passage when the tube passes under doors or to the outdoors.
5. The oressure measurement device should have resolution to the nearest
1/10 of a pascal (Pa), and have a range up to 250 Pa.
6. Measurements from Indoors to outdoors should use an averaging approach to
minimize outdoor pressure fluctuations resulting from the wind. One
approach is to run tubes to four sides of the house to "balance" the
positive and negative pressures produced by the wind. In addition, it may
be useful to use measurement equipment which has averaging capabilities.
7. Electronic pressure measurement devices should be checked periodically
against a high accuracy Inclined manometer.
8. Ambient conditions should be recorded:
air temperature
wind speed
9. Indoor condition
air temperature
2-14
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Section No.: 2.3
Revision No.: £,
Date: 01-15-90
DIFFERENTIAL PRESSURE MEASUREMENT LOG Page —of —1
House ID # Technician
Date Instrument
Air Temperature - Inside Outside Wind Speed
DIFFERENTIAL PRESSURE MEASUREMENTS/SMOKE
Measurement Number 12 3
Locations
signal
reference
Measurement Conditions
bouse (open/closed)
appliances (list) (on/off)
air handler (on/off)
other (list)
Time
Measurement
Measurement Number 4 5 6
Locations
signal
reference
Measurement Conditions
house (open/closed)
appliances (list) (on/off)
air handler (on/off)
other (list)
Time
Measurement
Measurement Number 7 8 9
Locations
signal
reference
Measurement Conditions
house (open/closed)
appliances (list) (on/off)
air handler (on/off)
other (list)
Time
Measurement
2-15
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Section Ho.: 2.A.1
Revi« i on No. : 0
Date: 01-15-90
Page 1 of 5
2 A Building Leakage
2.4.1 Blower Door
Abstract
This section c o n Ca i rj the primary ASTK rafaranca for fan pressurization,
followed by a one page suggested addendum by FSEC. Also Included is an
•pplicatioD of son of the technique! of A.STX E 779 to ettiure duct eystea
leak-age rather than whole building leakage,
ASTM E 779-87 Standard Teat Method for Determining Air Leakage Rate by
Fan Pressurization
This aechod is for measuring air-leakage rates through a building
envelope under controlled pressurization and depressuriiation. The aethod is
applicable to small temperature differentials and low-wind pressure
conditions. The fan-pressurization aethod is a simple measurement and
produces a result that characterizes the air tightness of Che building
envelope. It can be used to compare the relative air tightness of several
•toiler buildings, to identify the leakage sources and races of leakage from
different components of the sane building envelope, and to determine the air
leakage reduction for individual retrofit measures applied incrementally to an
existing building.
Test Method for Determining HAC Duct System Leakage
This aethod is for measuring Che air-leakage rates through a HAC duct
system under controlled depressurization. This aethod consists of mechanical
depressurization of a building and its HAC duct system and measurements of the
resulting air flow rates at five indoor-outdoor atatic pressure differences.
The first portion of the procedure is with the duct system as operated and the
second is with the duct system sealed from Che interior air. From the
relationship of the various air flow rates and pressure differentials, the air
leakage characteristics of the HAC duct system can be evaluated.
Applicability
This aethod will be used as a building diagnostic cool on several
Florida Radon Research Program projects, including Che Pressure
Characteristics project, Che EPA Mitigation Demonstration projects, and other
house evaluation projects. Strong winds and large indoor-outdoor tenperature
differentials should be avoided. Because of differences between natural load
and test conditions such aeasurements cannot be interpreted as direct
measurements of air change rates that would occur under natural conditions.
^ 2-16
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Section Ho.: 2.4,1
Revision Ho.: 0
Date: 01-15-90
Page 2 of —§—
Relationship To Other Methods
This method complements tha Tracer Dilution Method (Section 2.4.2; ASTM
E 741). Leakage area aa measured by thia method is an intrinsic building
property somewhat independent of environaental conditions, whereas the Tracer
Dilution method gives a more direct measure of air infiltration as determined
by the current anvironaental conditions and building characteristics. When
the absolute infiltration rate Is needed, tha tracer dilution method according
to ASTM E 741 should be used over • vide range of wind speeds and directions
and indoor-outdoor taoperature differences. However it is better to use the
fan-pressuxization method for diagnostic purpose.
2-17
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Section No.: _„2 u ¦ I
Revision Ko.: 0
Date: 01-15-90—
Page 3— of 5
6 . .Apparatus
6.1 The following description of apparatus is general
in nature. Any arrangement of equipment using the same
principles and capable of performing the test procedure
vithin the allowable tolerances is acceptable.
6.2 Major components
6.2.1 Same equipment and devices as prescribed in ASTM
E779. These include: 1) air moving equipment, 2) pressure
measuring device, 3) air flow or velocity-measuring
system, 4) wind speed measuring device, 5) temperature
measuring device, and 6} air flow regulating system.
6.2.2 Blower door assembly is a variation as described
is ASTM E779. This assembly consists of an adjustable
door mount for the fan or blower to fit many common door
sizes. The blower or fan should be variable speed to
accommodate a wide range of required air flow rates up to
1.4 cubic meters/second (3000 cubic feet/minute).
6.2.3 Smoke gun - A smoke gun is used to locate
leakage points (or isolate an area of leakage). This
device should be one that is designed for the purpose of
detecting low velocity air currents. Typically, a white
smoke is produced whereby the observer can visually see
direction and magnitude of air flow.
7. Hazards
7.1 Same as ASTM E779.
7.2 Smoke guns - Some smoke guns use chemicals which
can be harmful to humans. The manufacturer's guidelines
must be followed when using this device.
8. Procedure
8.1 Turn off all HAC systems and ventilating systems
within the house.
8.2 Perform an airtightness test per ASTM E779
excluding the pressurization portion of the test.
8.3 Seal all supply and return registers of the HAC
system using a low air impermeable material "such as
painter's masking paper or plastic.
8.4 Depressurize the house to a minimum of 30 pascals
with the blower door. While the house is depressurized,
perform a visual inspection of the sealing material to
ensure that a tight seal exists.
8.5 Complete another airtightness test as in section
8.2 with the registers sealed.
8.6 Remove all applied supply and return register
sealants.
8.7 Pressurize the entire bouse to a pressure of 10 to
15 Dascals. With the smoke gun, check air flow at each
supply and return grill, noting smoke flow.
e.8 Return the house to as found condition. Be sure
to return the HAC system to normal operation.
2-18
-------
Section No.: 2.4.1
Revision No.: 0
Date: 01-15-90
P*ge 4 of . 5.
8.9 The preferred test conditions are wind speed of 0
to 10 mph and an outside temperature of 41°F to 95°F.
9. Data Analysis and Calculations
9.1 Complete a measured air leakage versus pressure
differential as in ASTM E779
9.2 Calculation of Equivalent Duct Leakage Area:
9.2.1 The data as calculated in 9.1 shall be used to
determine the coefficients C and n using a least square
technique as follows:
Q - C (dP)n
where:
Q - flow rate (cfm) and
dp = pressure differential in pascals (Pa).
In determining the fit of the above equation, the
coefficient of correlation r2 should also be calculated.
9.2.2 The equivalent duct leakage area in square
inches can be determined by the difference of the house
equivalent leakage area with the HVAC system operating and
the house equivalent leakage area with the HVAC system off.
9.2.2.1 The equivalent leakages areas, L, can be
calculated from the leakage coefficient, C, the exponent,
n, a reference pressure, dPr, and the air density, &, at
the indoor temperature and pressure as follows:
L - C (dPr) (n_-5> (Si/2) -5
The reference pressure to be used is 50 pascals. If the
conditions of section 8.9 are not met, then the leakage
area shall not be calculated.
10. Report
10.1 Same as in ASTM E779; this includes building
description, condition of the openings in the exterior
shell (or air barrier), flow measurement equipment and
data, and weather conditions.
10.1.1 HAC system: a) furnace and/or air conditioner,
b)blower capacity, c) duct location and type, and d) duct
diagram showing leakage areas.
10.2 The leakage coefficient and ejqponent for both
duct system open and closed depressurization tests.
10.3 The equivalent leakage areas of both duct system
operating and off and the derived equivalent duct system
leakage area.
10.4 The correlation coefficient of the fit to
equation in both the duct system operating and the duct
system off tests.
10.5 The standard error of the equivalent leakage
area.
2- .9
-------
Section No.: 2.4.1
Revi.iion Ho.: 0
Date: 01-15-90
Page —5— of 5
11. Precision and Bias
11.1 It is more accurate to take data points at a
higher pressure difference than at a lower difference
because of wind and stack effects. Therefore, special
care should be exercised vhen taking readings at lover
pressure differences.
11.1.1 At lower pressure differences it is important
to carefully note wind speed. Even slight winds can cause
pressure differences that can influence the measurements.
2-20
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Section Ho.: 2.6.2
Revision Ho.: 0
Date: 01-15-90
Page 1 of 4
2.4.2 Tracer Dilution
Abstract
This section contains the primary ASTH reference for tracer dilution,
followed by a modified procedure used by FSEC to measure changes in
infiltration rate induced by mechanical air handling systems.
ASTH E 741-83 Standard Test Hethod for Determining Air Leakage Rate by
Tracer Dilution
This nethod is for determining air change rate in buildings under
natural meteorological conditions by tracer gas dilution. This method is
conducted by introducing a small amount of tracer gas into a structure,
thoroughly mixing it, and measuring the rate of change or decay in tracer
concentration. The air change rate can be estimated from the decay race of
tracer conditions with respect to time. On-site meteorological conditions are
measured concurrently. In the on-site monitor variant, tracer concentrations
as a function of time are measured on site as air samples are obtained. In
the container sample variant, after the tracer gas has thoroughly mixed, an
initial air sample container is filled. The .tracer gas is allowed to decay
for a period of several hours during vhich a second and perhaps third sample
container is filled. The air change rate can be determined from the decay in
tracer concentrations.
Tracer Gas Infiltration Test Method (FSEC)
This method is for determining the air change rates in a house by tracer
gas dilution. This method vlll determine the infiltration rate of a house
with the air handler off, with the air handler off and all mechanical
ventilation equipment operating, with the air handler on, and with the air
handler on and interior doors closed, including a summary of pressure drops
across interior doors, and from inside to outside. Also the total air flow
rate of the air distribution systen including a summary of supply and return
flows at each register can be determined.
Applicability
These methods will be used in the Pressure Characterization project and
other house evaluation projects as needed. The ASTH document cautions that
the method should not be used to determine the individual contribution of
various building components to the air change rates of a building.
Relationship To Other Methods
As noted under Section 2.4.1, the Tracer Dilution and Fan Pressuri2ation
methods are complementary.
2-21
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Section No.: 2.4.2
Ravi aion Ho.: 0
Data: 01-15-90
Tr»c#r Gas Infiltration Taat Method page 2 nf 4
infiltration in houses is driven by pressure differences across
openings in the house envelope, pressures in the house are
generated by wind and temperature effects/ air handler operation
in conjunction with duct leaks or closed interior doors, and
aechanical equipment vhich ventilates the house. In our testing,
infiltration testing by tracer gas dilution vill be performed in
each house in several configurations.
1. natural Infiltration — no mechanical systems operating
2. air handler off and all exhaust equipment operating
3. air handler on continuously and all exhaust equipment off
4. air handler on continuously and interior doors closed with all exhaust
equipment off
Our tracer gas Infiltration test method falls within the guidelines of ASTM E741 -
83. Each of our test periods will be a minimum of 1 hour In duration. During
each test data will be obtained for a minimum of seven time periods. The
infiltration rate for each test will be obtained using equation 2 from the ASTM
standard:
ACH - 60/N InCq/Cf) (1)
where ACH - air changes per hour
N - number of minutes of the test
- concentration at initiation of the test period
Cf • concentration at finish of the test period
This method is similar to the graphical method listed in the ASTM protocol except
that it rejects the assumption implicit in the graphical method that the log of
the concentration should fall on a straight line. The data points should fall
on a straight line only if the infiltration rate is constant over the test
period. There is no reason to expect a constant infiltration rate over the test
period because the driving forces are typically not constant. In addition, this
method does not accept that artificial points on the "line of best fit" are
preferred over the initial and final measured concentrations, because this again
is based upon an assumption of constant infiltration over the test period.
Tracer gas concentrations are measured, in our case, by a device which detects sulfur
hexaflouride (SFJ by measuring infrared absorption at 10.7 wavelength. It is a portable
18 pound instrument which draws 30 L/min of air through its detection chamber. Tubing
can be attached to its pump to sample from remote locations. Because it is sensitive to
changes in temperature, a warm-up period of one hour minimum and fairly constant room
temperatures are recommended. Ambient air temperature, ambient wind speed, and indoor
air temperature are recorded at the beginning and end of each test period.
The following section describes the tracer gas dillution procedures which we use:
1. Hixing Period Tracer gas (in our case sulfur hexafluoride, SF6) is Injected
into the return register of the air distribution system while the air handler
1s running. Interior doors must be open and all exterior doors and windows
closed. All supply registers should be open. The air handler is left on for
a period of 15 minutes or more. Concentrations are then samoled at several
2-22
-------
Eavision No.: 0
01-15-90
Paga —2— of —3—
distributed locations throughout the house to ensure uniformity. If greater
than 5 X variance exists, mixing 1s continued for an additional 15 minutes.
2. natural Infiltration The purpose of the first test 1s to measure "natural"
infiltration cauaad by wind and taaparatura affacta alooa. Tba ca&tral air
handler and all exhaust equipment are turned off. In order to ensure good mixing
of the tracer gas, oscillating fans or ceiling fans should be operated. Tracer
gas should be sampled at a minimum of four locations in order to provide a good
ipproximation of the total house air.
3. Exhaust Equipwent Infiltration The purpose of this test is to observe the
Impact of various mechanical equipment upon the infiltration rate of the house.
The air handler shall be turned off. All mechanical equipment which exhausts
house air to the outdoors shall be turned on continuously during this test
period. This will include kitchen and bathroom exhaust fans, dryers located
within the conditioned space, and Jenn-Air type grill exhaust fans. Oscillating
or ceiling fans shall be used to maintain uniform mixing throughout the house.
Sampling shall be done at a minimum of four locations in the house.
4. Air Handler On Infiltration This test will detect the impact of the air
handler and duct leaks (if any) upon infiltration. The air handler will be on
continously during this test. All other ventilation equipment will be turned
off. Fans will not be needed because the air distribution system will maintain
uniform mixing. Sampling will be done at one location only; near the return
register. If there are multiple returns, then samples will be taken at each.
At the same tine, samples will be taken at a supply register.
Based on the drop in concentration of tracer gas from the return to the supply
registers, the proportion of return air which is leaking from outdoors can be
calculated. This return leak fraction (RLF) is calculated by:
RIF - (A - B)/A (2)
where
A is the tracer gas concentration near the return register
B is the tracer gas concentration 1n the supply
If the outdoor air (originating in buffer 2ones such as attics, garages, or crawl
spaces) leaking into the return air stream has some tracer gas in 1t, then the
RLF calculation in Equation 2 underestimates the return leak. If the
concentration of tracer gas can be measured (by sampling at the location of the
major leak), then equation 2 can be modified to correctly calculate the leak
fraction:
RLF - (A - B)/(A - C) (3)
where C 1s the concentration of tracer gas 1n the stream of outdoor air entering
the return air stream.
The return leak fraction is a most valuable measure of duct leakage because it
is a fairly accurate quantification of the leak. If the total air flow of the
air distribution system is measured with a velometer or other device, then the
return leak can be converted to CFM. This in turn can be comDared to the total
infiltration rate of the house with the air handler on. If the return leak and
2-23
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Section Ho.: 2 - A.2
Revision No.: 0
Date: 01-15-90
Page 4 of 4
the house Infiltration rate are similar 1n size, then 1t can be assumed that the
return leak 1s larger than or equal to the supply leaks. If the infiltration
rate 1s significantly larger than the return leak, then there 1s a good chance
that the supply leaks are larger than the return leaks, and that the supply leaks
are approximately equal to the Infiltration rate of the house.
5. Interior Doors Closed Infiltration - This ta«t Mill detect the impact of
closing Interior doors upon the bouse infiltration rats whan the air handler
is running continuously. Zn houses with a single return (or returns located
in only one lone of the house), closing interior doors blocks return air flow
froa the rooms. This creates high pressure and exfiltration in the closed
rooas. Zn the main body of the house, the air handler becoaes 'starved" for
air creating negative pressure and infiltration. All exhaust equipaent will
be turned off during this test. Mixing fans will not be required during this
test. However, saapling aust be dona both at the return register and in one
of the closed rooas, because the decay rate in tracer gas concentration is
saaller in the closed rooas. The calculated infiltration will be determined
by combining the infiltration rates of the two portions of the house.
ACHc - {ACHr x arear + ACHg x area1B)/areac (4)
where
ACH 1s the air changes per hour for total house (t), the closed rooms (r),
and the main body of the house (m)
area is the floor area of the total house (t), the closed rooms (r), and the
main body of the house (n).
Summary Report
The collected data will later be analyzed and written as a separate report for
each house. The report will include:
1. Infiltration rate of the house with the air handler off.
2. Infiltration rate of the house with the air handler off
and all mechanical ventilation equipment operating.
3. infiltration rate of the house with the air handler on.
4. infiltration rate of the house with the air handler on and
interior doors closed, including a summary of pressure
drops across Interior doors and from inside to outside.
5. total air flow rate of air distribution system, including
a summary of supply and return flows at each register.
2-24
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2.4.3 Sice Detection
Section No.: 2.4.3
Revision No.: 0
Date: 01-15-90
Page 1 of —1
ASTM B 1186-87 Standard Practices for Air Leakage Site Detection in
Building Envelopes
Abstract
These practices are for locating air leakage in building envelopes.
Several techniques are given. These practices are for qualitative
measurements and not for determining quantitative leakage rates. The
techniques Include combined building depressurization and infrared scanning,
building pressuri2ation and saoke tracers, building depressurization and
airflov measurement devices, generated sound and sound detection to locate air
leakage sites, and detection of tracer gas concentration after adding tracer
gas upstream of the leakage site.
The smoke tracer method Is used as building diagnostics in several house
evaluation projects. The remaining methods are included for reference, but
require specialized equipment and are not mandated for use in Florida Radon
Research Program projects.
2-25
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Section No.: 2.5
Revision No.: 0
Date: 01-15-90
Page 1 of L
2.5 Indoor Radon
Indoor Radon and Radon Decay Product Measurement Protocols.
EPA 520/1-89-009, D.S. Environmental Protection Agency, Washington, D.C.
Abstract
This document contains indoor radon measurement protocols by several
commonly used techniques. The methods most suitable for use in FRRP projects
are Protocols 2.1 (Continuous Radon Monitor), 2.2 (Alpha-Track Detector),
2.3 (Electret Ion Chamber), 2.4 (Charcoal Canisters), and 2.8 (Grab Sampling).
Other radon and decay product methods are also included which are less likely
to be applicable to the project. The protocols describe sampler deployment,
operation, calculations, and quality assurance. An introductory section
covers screening measurements and deployment strategy. Due to the length of
this document, it is incorporated by reference.
AppllsafriUtY
These methods are generally applicable to all FRRP projects. Protocols
2.1 through 2.4 are all investigated in the Alternate Performance Standard
project. Generally, vhen detailed examination of radon concentrations along
with other dynamic variables is required, continuous radon monitors (2.1) are
to be preferred. Short-term screening measurements are best performed using
charcoal canisters (2.4) or electret-ion chambers (2.3), and longer term
screening or confirmatory measurements are best performed using alpha track
detectors (2.2) or electret-ion chambers (2.3). Grab samples (2.8) are useful
for diagnostic measurements; for many of these special-purpose measurements,
standard deployment procedures (closed house conditions, whole room/house
measurements, etc.) may deliberately be ignored. It is not contemplated that
grab samples be used in the FRRP as measurements of typical indoor radon
levels.
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