United States
Environmental Protection
Agency
Office of Research and
Development
Washington DC 20460
EPA/600/R-95/129
August 1995
vvEPA
Municipal Solid Waste
Combustor Ash
Demonstration Program
"The Boathouse"
-------
CONTACT
Diana Kirk is the EPA contact for this report. She is presently with the newly organized
National Risk Management Research Laboratory's new Sustainable Technology Division in
Cincinnati, OH (formerly the Risk Reduction Engineering Laboratory). The National Risk
Management Research Laboratory is headquartered in Cincinnati, OH, and is now responsible for
research conducted by the Land Remediation and Pollution Control Division in Cincinnati.
-------
EPA/600/R-95/129
August 1995
MUNICIPAL SOLID WASTE COMBUSTOR ASH DEMONSTRATION PROGRAM
"THE BOATHOUSE"
by
Frank J. Roethel and Vincent T. Breslin
Waste Management Institute
Marine Sciences Research Center
State University of New York at Stony Brook
Stony Brook, New York 11794-5000
CR 818172
Project Officer
Diana Kirk
Sustainable Technology Division
National Risk Management Research Laboratory
Cincinnati, Ohio 45224
NATIONAL RISK MANAGEMENT RESEARCH LABORATORY
OFFICE OF RESEARCH AND DEVELOPMENT
U. S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO 45224 ,
Printed on Recycled Paper
-------
DISCLAIMER
The information in this document has been funded wholly or in part by the United
States Environmental Protection Agency, under Cooperative Agreement No. CR-818172
to the Waste Management Institute at the State University of New York. It has been
subject to the Agency's review and it has been approved for publication as an EPA
document. Mention of trade names or commercial products does not constitute an
endorsement or recommendation for use.
11
-------
FOREWORD
The U.S. Environmental Protection Agency is charged by Congress with protecting the Nation's land,
air, and water resources. Under a mandate of national environmental laws, the Agency strives to formulate and
implement actions leading to a compatible balance between human activities and the ability of natural systems
to support and nurture life. To meet this mandate, EPA's research program is providing data and technical
support for solving environmental problems today and building a science knowledge base necessary to manage
our ecological resources wisely, understand how pollutants affect our health, and prevent or reduce environmental
risks in the future.
The National Risk Management Research Laboratory is the Agency's center for investigation of
technological and management approaches for reducing risks from threats to human health and the environment.
The focus of the Laboratory's research program is on methods for the prevention and control of pollution to air,
land, water and subsurface resources; protection of water quality in public water systems ; remediation of
contaminated sites and ground water; and prevention and control of indoor air pollution. The goal of this research
effort is to catalyze development and implementation of innovative, cost-effective environmental technologies;
develop scientific and engineering information needed by EPA to support regulatory and policy decisions; and
provide technical support and information transfer to ensure effective implementation of environmental
regulations and strategies.
This publication has been produced as part of the Laboratory's strategic long-term research plan. It is
published and made available by EPA's Office of Research and Development to assist the user community and
to link researchers with their clients.
E. Timothy Oppelt, Director
National Risk Management Research Laboratory
in
-------
ABSTRACT
This report presents the results of a research program designed to examine the
engineering and environmental acceptability of using municipal solid waste (MSW)
combustor ash as an aggregate substitute in the manufacture of construction quality
cement blocks. Approximately 350 tons of MSW combustor ash was combined with
Portland cement to form standard hollow masonry blocks using conventional block
making technology. The resultant stabilized combustor ash (SCA) blocks were used to
construct a boathouse on the campus of the University at Stony Brook.
Periodically, over a thirty month period, air samples collected within the boathouse
were examined and compared to ambient air samples for the presence and concentrations
of suspended particulates, particulate and vapor phase PCDD/PCDF, volatile and semi-
volatile organic compounds and volatile mercury. Analyses of the air samples indicate no
statistical difference between the air quality within the boathouse when compared to
ambient air samples. Rainwater samples following contact with the boathouse walls were
collected and analyzed for the presence of trace elements. Results show that the SCA
blocks retain contaminants of environmental concern within their cementatious matrix.
Soil samples were collected prior to and following the construction of the boathouse and
the results suggest that block debris generated during the boathouse construction was
responsible for elevated concentrations of trace elements in surface soils. Engineering
tests show that the SCA blocks maintain their structural integrity and possess compressive
strengths similar to standard concrete blocks.
IV
-------
CONTENTS
Forword iii
Abstract jv
Figure vii
Tables vii
Abbreviations and Symbols viii
1. Introduction and Background 1
Changes in waste disposal strategies 1
Stabilization of MSW combustor ash 2
Ash block production , 3
Construction of "The Boathouse" 5
Research design 6
2. Materials and Methods 8
Approach 8
Construction of test walls 8
Block chemistry 9
Soil chemistry 10
Rain water chemistry . ; 11
Air quality 12
Volatile organic compounds . 13
Total airborne mercury . 14
Suspended particulates 14
Structural characteristics . 15
Compressive strength 15
Specific gravity and permeable pore space 15
3. Air Quality Results 16
Overview 16
Dioxins and furans 16
PCDDs and PCDFs in "The Boathouse" and other studies 18
Volatile organic compounds 20
Canister and Porapak-N methods 20
Porapak-N method blanks 21
VOCs regulatory standards 22
Volatile mercury 23
Total suspended particulates 24
4. Rain water, Soil and Ash Block Chemistiy 28
Rain water chemistry 28
-------
CONTENTS (Continued)
Sampling procedures and data presentation 28
Rain water pH 29
Inorganic composition of rainwater 30
Soil Chemistry 32
Normalization of soil chemistry data to Iron 32
Calcium concentrations 34
Cadmium concentrations 36
Copper concentrations 37
Lead concentrations 39
Zinc concentrations 41
Heavy metals in Boathouse soils vs. other studies 42
Soil regulatory standards . 43
Ash block chemistry 45
Chemical composition of combustor ash and blocks 45
Chemical composition of control cement blocks 46
Chemical composition of blocks following exposure 49
5. Block Physical Characteristics 50
Overview 50
Compressive strength 50
Percent permeable pore space and specific gravity 52
Porosity of "The Boathouse" block aggregate 52
Boathouse block percent permeable pore space 53
Characterization of specific gravity 54
Boathouse block specific gravity 55
Summary 56
6. Conclusions 57
Air quality conclusions 57
Soil impact conclusions 58
Rain water conclusions 59
Block chemistry conclusions 60
Structural conclusions 60
7. References 62
Appendix A
1. Supplemental Analytical Data 67
Appendix B
1. Soil Chemistry Data 70
VI
-------
FIGURES
Number
1.
"The Boathouse" 4
TABLES
Number page
1. PCDD/PCDF concentrations (pg/M3) measured within "The Boathouse" 17
2. PCDD/PCDF concentrations (pg/M3) measured outside "The Boathouse" 17
3. Comparisons of toxic equivalency concentrations (pg/M3) 19
4. Airborne volatile organic compounds not detected 21
5. Range of VOC concentrations 22
6. Indoor air quality standards for volatile organic compounds 23
7. Total suspended particulate concentrations 24
8. TSP significance testing in the Boathouse and control sites 25
9. Particulate concentrations measured in major U.S. cities ..-..- 27
10. Mean pH and volume of rain water samples analyzed 29
11. Metal concentrations in rain water samples 31
12. Iron concentrations measured in pre- and post-construction soil samples 33
13. Normalized calcium soil concentrations -.- 35
14. Normalized cadmium soil concentrations 37
15. Normalized copper soil concentrations 38
16. Normalized lead soil concentrations 40
17. Normalized zinc soil concentrations 41
18: Metal concentrations from different soil types and locations 43
19. Soil metal standards for various land applications . 44
20. Mean concentration and Std. Dev. of metals in MSW combustor ash 46
21. Mean concentration and Std. Dev. of metals in stabilized ash blocks 47
22. Mean concentration and Std. Dev. of metals in control blocks 48
23. Mean compressive strength and Std. Dev. of Boathouse and control blocks ... 51
24. Boathouse block percent volume of permeable pore space 54
25. Apparent specific gravity of Boathouse blocks 56
vn
-------
ABBREVIATIONS AND SYMBOLS
ASTM
BA
d
CA
USEPA
g
GC/MS
h
H202
H2S04
kg
KMnO4
L
M3
mg
niL
MPa
MSW
MWC
NA
NS
PCBs
PCDDs
PCDFs
Pg
ppm
ppb
psi
TE
TSP
ug
TCDD
HxCDD
OCDD
TCDF
HxCDF
HpCDF
American Society for Testing and Materials
bottom ash
day
below detection limits
combined ash
U. S. Environmental Protection Agency
grams
gas chromatography/mass spectrophotometer
hour .
hydrogen peroxide
sulfuric acid
kilograms
potassium permanganate
liter
cubic meter
milligrams
milliliter
mega-pascal
municipal solid waste
municipal waste combustor
not available
not significant
polychlorinated biphenols
polychlorinated dibenzo-p-dioxins
polychlorinated dibenzofiirans
picogram
parts per million
parts per billion
pounds per square inch
Toxic Equivalents
total suspended particulates
micrograms
Tetrachlorodibenzo-p-dioxins
Hexachlorodibenzo-p-dioxins
Octachlorodibenzo-p-dioxins
Tetrachlorodibenzomran
Hexachlorodibenzofuran
Heptachlorodibenzofuran
Vlll
-------
ABBREVIATIONS AND SYMBOLS (continued)
OCDF
VOC
°C
Octachlorodibenzofuran
volatile organic compound
degrees Celsius
IX
-------
-------
SECTION 1
INTRODUCTION AND BACKGROUND
CHANGES IN WASTE DISPOSAL STRATEGIES
In major urban areas across the United States (U.S.), landfiffing of municipal solid
waste (MSW) is rapidly declining. The lack of landiEffl capacity in concert with the
potential for ground water pollution are major factors driving communities to alter their
solid waste management strategies. No where is this problem more severe than in the
Northeast U.S.. In the early 1980s, the New York metropolitan area collected eighteen
million tons of solid waste each year, greater than 90% of which was landfilled (Schubel,
1985). In 1983, New York State passed the Environmental Conservation Law of New
York, effective since December 18,1990, resulting in the immediate closure of all Long
Island landfills located in deep recharge zones and preventing new ones from being sited
(Environmental Conservation Law of New York, 1983). The prohibition of landfilling,
formally this region's primary form of waste disposal, the uncertain effectiveness of MSW
composting, and the instability of current recycling markets greatly limits the region's
waste disposal options. Due to the large volumes of waste collected and the lack of
suitable landfill space, some Long Island municipalities turned to energy recovery
incineration as a means of handling the ever increasing volume of municipal solid waste
(Roethel, 1993).
An important obstacle to the acceptance of waste-to-energy facilities is the large
volume of residual ash. With a diminishing number of landfills available to accept this
combustion by-product, Long Island is faced with the dilemma of how to manage this
material. Transporting combustor ash out-of-state is an expensive and potentially short-
-------
term solution to this problem. Development of environmentally acceptable, productive
uses for the ash is an extremely attractive goal.
STABILIZATION OF MSW COMBUSTOR ASH
Since 1985, scientists at the Waste Management Institute (WMI) of the Marine
Sciences Research Center at the University at Stony Brook have been assessing the
feasibility of using stabilized MSW combustor ash in a variety of marine and terrestrial
applications. To date, two artificial reefs have been constructed on the sea floor of Long
Island Sound using blocks of stabilized combustor ash. Over the past six years, results
showed there was no release to the environment of either organic or inorganic constituents
of environmental concern from the stabilized combustion residue blocks placed into
Conscience Bay (Roethel, 1993).
A second series of studies were initiated at Stony Brook to assess the potential use
of MSW combustor ash as an aggregate substitute in the manufacture of construction
quality cement blocks. Using combined ash, from a number of resource recovery facilities,
scientists manufactured standard construction quality cement blocks, that either meet or
exceed ASTM performance standards. As a component of this investigation, blocks were
sent to Underwriters Laboratory, Northbrook, Illinois, for fire testing. Results showed the
blocks fabricated using ash had fire resistant properties nearly identical to standard
construction quality materials (Breslin and Roethel, 1989).
The third series of studies began in 1990 with the construction of "The
Boathouse". This phase of the investigation furthered the structural testing of the ash
blocks and extended the scope of the environmental and health impact assessment on a
terrestrial setting. Research was conducted to measure changes in ash block chemistry,
surrounding soil chemistry, rain water chemistry, air quality within "The Boathouse", and
-------
the evaluation of long-term structural performance of the stabilized combined and bottom
ash blocks.
ASH BLOCK PRODUCTION
In 1990, after demonstrating that MSW combustor ash could be effectively
introduced as an aggregate in construction quality cement blocks, 14,000 stabilized ash
blocks, fabricated using both bottom and combined ash, were manufactured at Barrasso &
Sons Inc., a mason and building supply corporation, located in Islip Terrace, New York.
Block fabrication employed conventional block making machines currently used by the
industry. In 1991, on the campus of the University at Stony Brook, these ash blocks were
used to construct The Boathouse (Figure 1).
Blocks were manufactured using bottom and combined ash from the Westchester
waste to energy (WTE) facility, in Peekskill, New York. The combined ash used was a
composite of approximately 15% fly ash and 85% bottom ash. Prior to block fabrication,
iron was removed from the bottom and fly combustor ash, utilizing magnets at the
Westchester WTE. The bottom ash and combined ash used for the construction of "The
Boathouse" were collected during April 1990. The ash was not subject to a period of
weathering to allow for salt removal, the formation of metal carbonates or the completion
of hydration reactions.
"The Boathouse" was built from two different block mix formulations; bottom ash
and combined ash. The difference between the two block designs was the type and
proportion of ash, sand, and water incorporated into the mix. Both block designs
contained 15% type II Portland cement, and 85% of an ash/sand mixture measured by dry
weight. The bottom ash blocks contained A total of 55% bottom ash and 30% sand,
whereas the combined ash blocks contained a total of 64% combined ash and 21% sand.
-------
1
o
0
-------
The block mix components (combined ash or bottom ash, sand and Type II
Portland cement) were fed in weighed amounts from hoppers into a mixer. Water was
then added to adjust the moisture content of the mix. The well mixed materials were then
fed into the loader of the Besser Vibrapac block making machine. The block making
machine used vibration and pressure to mold the mixture into blocks.
i.
The block mold (20.3 cm x 20.3 cm x 40.6 em, hollow core) rested on a steel
pallet during the molding process and the material was fed into the mold box by vibration
to achieve proper density and compaction. Shoes then descended on top of the mold to
exert pressure; a second cycle of vibration began as the mold consolidated the material
into blocks. After compaction, the mold lifted and the pallet holding the blocks emerged
from the machine while a new pallet pushed under the mold box for the next molding
cycle. The pallets of blocks were loaded on racks and cured for 24 h at 71 °C.
Standard concrete construction blocks were purchased from Barrasso & Sons Inc.
for use as controls. These blocks were manufactured using 15% Type II Portland cement,
sand, and natural aggregate.
CONSTRUCTION OF "THE BOATHOUSE"
"The Boathouse" was constructed to carry out a two year research project -
designed to test the structural integrity, environmental impact, effects on public health, and
ambient air quality impacts associated with the use of combustor ash blocks in a practical
application. The structure (Figure 1) measured 27 m long, 18m wide, and 7 m tall. The
western and northern exterior walls were made using bottom ash blocks, and the eastern
and southern exterior walls were comprised of combined ash blocks. The interior walls of
the structure were made of bottom ash blocks. "The Boathouse" interior was subdivided
into five separate rooms. The entire building was constructed on a standard concrete pad
and footings made using conventional concrete mixes.
-------
Several precautionary steps were taken to minimize the possibility of any external
environmental influences on "The Boathouse" interior. The building was constructed
without heating or ventilation systems. Entry into "The Boathouse" was prohibited during
sampling events. When "The Boathouse" was not being used for sampling, minimal entry
was permitted for occasional storage activities. Some items of concern which were
unknowingly stored within "The Boathouse" included; an outboard motor, lawn mower,
and several small boats. The interior and exterior walls of "The Boathouse" were not
painted to allow for maximum block exposure to the environment.
RESEARCH DESIGN
"The Boathouse" blocks were created to stabilize and prevent the release of
contaminants within the incorporated combustor ash. To properly assess the effectiveness
of stabilizing MSW incinerator ash contaminants in a concrete matrix, any changes in the
known level of contaminants within the ash blocks must be quantified. If contaminants are
found to be leaching from the ash blocks, all potential exposure pathways must also be
evaluated. The most probable destinations of released contaminants would be the
surrounding soil, ambient air within the structure, and rain water which conies in contact
with the ash blocks. The environmental impact phase of this investigation focused on the
examination of these three major potential pathways for contaminants to travel from "The
Boathouse" blocks into the environment. The results of the environmental assessment of
"The Boathouse" are then compared to a control site located 100 m northeast of "The
Boathouse".
The combustor ash blocks must be able to withstand the physical stresses
associated with weathering and use as building material for "The Boathouse" study to be
an effective solution to combustor ash management. Therefore, physical tests commonly
-------
used to evaluate ordinary construction quality cement blocks were also applied to the
combustor ash blocks.
-------
SECTION 2
MATERIALS AND METHODS
APPROACH
The components of this investigation comprise the assessment of the following:
1. Possible ash block influence on indoor air quality
2. Possible ash block influence on rain water run-off chemistry
3. Possible ash block influence on soil chemistry
4. Changes in ash block chemistry
5. Changes in ash block physical properties.
CONSTRUCTION OF TEST WALLS
Due to the impracticality of removing ash blocks directly from "The Boathouse"
walls for experimentation, test walls were fabricated using ash blocks that remained after
Boathouse construction. Three walls were erected; a bottom ash wall, a combined ash
wall, and a standard cement block control wall. Prior to construction, the weights and
dimensions of each block were recorded.
The three test walls were constructed side by side against the west wall of "The
Boathouse" to expose them to the same environmental factors as "The Boathouse". Each
wall was composed of sixty-four blocks, stacked eight blocks high and eight blocks
across. The blocks were not mortared together in order to obtain accurate block weights,
and also provide for easy removal during sampling events. Each wall rested against a
wooden frame constructed of 5.1 cm x 10.2 cm lumber placed between the test walls and
8
-------
"The Boathouse" wall. These frames prevented physical contact between the test blocks
and "The Boathouse" wall and also enhanced the stability of the test walls. Each wall was
built on a 20.3 cm wide plywood board which served as a firm base to stabilize the wall.
For further stability, polyethylene rope was strung through the cores of each of the eight
columns of blocks on each wall and the fastened to the wooden support frame. During
each sampling event one column of eight blocks was removed from each of the three test
walls. These blocks were then tested for physical and chemical changes.
BLOCK CHEMISTRY
Analyses of the major and minor chemical components of the bottom and
combined stabilized ash, and control cement blocks were performed to estimate the
leaching rates based on the changes in elemental concentrations and the period of time the
blocks were permitted to weather.
To prepare the ash sample for analysis, three bottom ash blocks and three
combined ash blocks were removed from their respective test walls every six months over
an eighteen month period, for a total of four sampling events. Three cement control
blocks were analyzed initially for comparison purposes. Each chemical analysis event was
comprised of nine replicates of both bottom and combined ash blocks. Following
structural testing, an 800 g piece of each block was kept and the rest discarded. Each
piece of block was ground in its entirety to a particle size of 425 micron using a porcelain
mortar and pestle previously acid washed for 48 h in a solution of 10% reagent grade
hydrochloric acid (HC1), 10% reagent grade nitric aicid (HNOs), in distilled water. The
ground ash was sifted through a 425 /tm brass mesh screen previously rinsed with distilled
water and acetone. Three replicate samples of each ground block were then prepared by
first weighing three 0.5 g sub-samples into acid washed, non-reactive plastic 125 mL
containers. Hydrofluoric/boric acid digestions of the powder were prepared for analysis
-------
by atomic absorption spectrophotometry using procedures developed at MSRC (Roethel
etal., 1986).
To chemically digest the 0.5 g samples, 10 mL of distilled de-ionized water were
first added to the sample containers followed by 10 mL of reagent grade hydrofluoric acid.
The resulting slurries were then mixed on a shaker table for 24 h. Following mixing, 70
mL of boric acid solution (15 g boric acid per 250 mL distilled de-ionized water) were
added to each sample container, after which the slurries were placed on the shaker table
for an additional 24 h. Finally, the samples were subjected to vacuum filtration using a 35
H mesh filter. During filtration, 10 mL of distilled de-ionized water were used to rinse
digested sample, which may have adhered to the container walls in the filtration apparatus.
The resulting 100 mL of effluent was collected in an acid washed, 125 mL, plastic
container for storage. Atomic absorption analyses were conducted using a Perkin Elmer,
model 5000, Atomic Absorption Spectrophotometer (AAS) using both flame and a
graphite furnace. Some metals analyzed with the graphite furnace required the inclusion
of a matrix modifier to reduce matrix effects the digest solution may have had on percent
recovery. Appendix A outlines the AAS methods and matrix modifiers associated with
these analyses. Additional information pertaining to the analytical methodology can be
found in the quality assurance document prepared for this investigation (WMI, 1990).
SOIL CHEMISTRY
To evaluate the extent of block leaching and/or physical erosion of the block's
surfaces caused by weathering, soil samples were collected and analyzed. Soil samples
were taken from the top 2 cm and at depths of 8,14, and 20 cm adjacent to each of the
four exterior walls of "The Boathouse". Similar samples were taken from a control soil
site (CSS) located 100 m north-east of "The Boathouse". Soil samples were collected
before and during construction of "The Boathouse". Soil samples collected following
10
-------
construction were randomly selected along the exterior walls but typically at a distance of
30 cm from exterior wall. Construction activities such as block cutting and mortar mixing
occurred at various locations surrounding the construction site and were not excluded as
potential sampling sites. Three replicates were collected at every sampling site and depth,
from May 1992 to April 1994 for a total of six sampling events. Soil samples were also
collected from "The Boathouse" and control site at 2 and 20 cm during February 1987,
June 1987, and October 1988 prior to Boathouse construction. During each sampling
event, each soil sample was comprised of six replicates while soil samples collected at the
control site were comprised of three replicates. Nitric acid digests of the samples followed
by standard atomic absorption analysis were conducted. The analytical protocols
employed for analysis were a modification of Method 3050 from SW-846, Test Methods
for Evaluating Solid Waste, EPA Office of Solid Waste and Emergency Response, July,
1982. To maximize the recovery of metals from the soil samples, the digestion procedure
was modified by the elimination of the intermediate filtration and centrifugation steps, and
the elimination of any direct addition of concentrated HC1 to the sample digests.
RAIN WATER CHEMISTRY
Leaching rates were also estimated by analyzing rain water which ran off a bottom
and combined ash block as well as a cement control block. A blank was collected and
analyzed to ascertain the chemical components of rain water without block contact.
Samples were collected in 18.9 L non-reactive plastic pails, each containing one block
broken into 70 to 80 pieces. Two collection pails were prepared for each sample type, for
a total of eight samples (two bottom ash, two combined ash, two cement, two blank).
Samples were collected every four months over a two year period, for a total of six
sampling events.
11
-------
Rain water exited through a hole bored in the bottom center of each pail into a
sample collection bottle. Two replicates of each sample type were collected. The pH of
each sample was recorded immediately following sampling in accordance with EPA
Method 9040. Vacuum filtration through a 35 micron mesh was employed to remove
particles that would otherwise interfere with atomic absorption spectrophotometer.
Samples were then acidified to pH <2 using Ultrex HNO3- Atomic absorption
spectrophotometry was employed to test these samples for elemental Ca, Cd, Cu, Pb, and
Zn.
AIR QUALITY
This component of the project consisted of four air experiments, each of which
were conducted independently at two sampling sites at four month intervals over a two
year period (six sampling events). An indoor site was located in the center of the main
room of "The Boathouse", an outdoor control site was stationed approximately 15m
south of the main door of "The Boathouse". For each sampling event, individual air tests
consisted of one replicate of both the indoor and outdoor tests run concurrently.
Samples were collected using a polyurethane foam (PUF) high volume sampler
(NYS Department of Health, 1989) which has been modified and validated for the
collection of polychlorinated dioxins and furans (PCDDs and PCDFs). Before alteration,
the sampling apparatus contained an 20.3 cm x 25.4 cm, EPM 2000 0.3 micron filter in a
standard holder with a high volume vacuum source. The modifications consisted of
adding a threaded, cylindrical stainless steel extension to the throat of the holder. The 8
cm diameter extension contained a 12.5 cm long piece of polyurethane foam (pre-cleaned
with acetone, toluene, hexane, vacuum dried) which was retained in place by a stainless
steel support screen.
12
-------
As air was pulled through a high volume vacuum source, airborne gaseous and
paniculate dioxins and furans were collected on the filter paper and PUF. Each sampling
event lasted 24 h, during which time a total air sample of approximately 1000 M3 was
drawn. These samples were later analyzed at the Wadsworth Center of Laboratories and
Research at the NYS Department of Health in Albany. The PCDDs and PCDFs were
extracted by refluxing toluene through the filters for 24 h. Separation and identification
was achieved through liquid and gas chromatography, and mass spectrophotometry.
Volatile Organic Compounds
The first of two methods employed to collect airborne volatile organic compounds
was a Porapak-N cartridge. Porapak-N is a cavity rich polymer on which volatile organics
are easily trapped if an air flow is directed over the material. For sampling, Porapak-N
was placed within the center of a 30 cm long glass tube. Glass wool was housed within
the tube to keep the Porapak-N from falling out. A vacuum pump was used to draw
approximately 35 L of air through the Porapak-N over a five hour sampling period. The
samples were then sent to the NYS Department of Health in Albany for analyses.
Methanol was used to flush the volatile organic compounds out of the Porapak-N
cartridge. Separation and identification of the volatile organic compounds in the effluent
was achieved using a gas chromatography system fitted with an electron capture detector,
and a photoionization detector (NYS Department of Health, 1986).
The USEPA canister procedure (US Environmental Protection Agency, 1988) was
used for the full range of volatile organics by MS/GC detection. Compendium Method
TO-14, "The determination of volatile organic compounds in ambient air using Summa
Passivated canister sampling and gas chromatographic analysis" was employed to verify
the results of other collection and analytical procedures and expand on the number of
organic compounds able to be detected.
13
-------
Each of the two sampling sites was equipped with an apparatus housing two metal
canisters evacuated to -30" Hg. The samplers contained an onboard computer which
automatically allowed one canister to passively draw in air for 12 h, after which the second
canister would open and draw in air for an additional 12 h. This procedure allowed for the
collection of a 24 h air sample. The system was calibrated such that the canisters would
reach atmospheric pressure at the end of the sampling event, during which time each
canister collected approximately 6 L of air. Upon completion, the samples were sent to
the NYS Department of Health in Albany for analyses.
Total Airborne Mercury
Airborne mercury was collected by drawing approximately 300 liters air through a
potassium permanganate-sulfuric acid solution using a vacuum pump. This technique is in
accordance with the New York State Department of Health (NYSDOH) protocol entitled
"Determination of Ambient Levels of Mercury in Air). Following collection samples were
frozen and shipped to the NYS DOH for analysis by way of cold vapor atomic absorption.
Suspended Particulates
Total suspended particulates were collected for the evaluation of suspended metals
and salts using an EPM 2000 0.3 micron pre-filter fitted to the PUF sampler to be used for
testing PCDDs and PCDFs. The samples were sent to the NYS Department of Health in
Albany, to determine the amount of airborne paniculate matter per cubic meter of air
inside "The Boathouse" and at an outdoor control site.
14
-------
STRUCTURAL CHARACTERISTICS
At three month intervals over a two year period, one column of eight blocks was
removed from each of the three test walls to test for any significant changes in the block's
physical characteristics. Structural testing was conducted at three month intervals over a
t
twenty-one month period. Each event was comprised of eight replicates of compressive
strength, dimensional stability and weight testing and three replicates of specific gravity
and porosity testing.
Compressive Strength
The entire column of eight blocks from each of the three test walls (twenty-four
blocks total) were transferred to the engineering department in the University at Stony
Brook for structural testing in accordance with American Society For Testing and
Materials (ASTM) method C39. Total block strength, measured in mega-pascals, was
determined using a hydraulic press.
Specific Gravity and Permeable Pore Space
Three blocks, representative of an entire column of each of the three test walls
were removed, and an 800-1600 gram piece was broken off each block. Specific gravity
and permeable pore space were determined and recorded in accordance with ASTM
method C642.
15
-------
SECTIONS
AIR QUALITY RESULTS AND DISCUSSION
OVERVIEW
The air samples collected within "The Boathouse" were characterized as outdoor
due to the nature of "The Boathouse" construction. The structure had no heating, or
powered ventilation, permitting the building to conform to the changing outdoor ambient
air conditions rather than maintaining the constant environment observed in conventional
buildings.
DIOXDSfS AND FURANS
Tables 1 and 2 present the paniculate and vapor phase concentrations of
PCDDs and PCDFs measured from Hi-volume air sampling experiments conducted both
inside the boathouse and at an outdoor control site. For five of the six sampling events,
total PCDD/PCDF concentrations within the boathouse environment ranged between 0.19
pg/M3 to 3.62 pg/M3. The September 1992 sampling event resulted in a total
PCDD/PCDF concentration of 17.86 pg/M3- At the control site, for five of the six
sampling events, total PCDD/PCDF concentrations ranged between 0.70 pg/M3 and 4.00
pg/M3. The May 1992 sampling event resulted in a total PCDD/PCDF concentration of
22.5 pg/M3.
The results of a two-way analysis of variance (o=0.05) comparing total individual
PCDDs and PCDFs inside the boathouse to the outdoor control site with respect to time
revealed that no statistically significant difference existed for any of the isomers.
16
-------
TJ
e
/—•\
r*>
•»«
II
•g «
IP
SI
1!
1
H
I
en
eo f- «n
5 S 8
, _ _^ w *fc/ Wl WW C"% V"" •" ^
2Jg5SSSS§2;g =
ooooodddvddd
o o o o o o
qqqqgcjgSgqpqqgiSSooSSR
pooo°. ''jqqqooddciooejo'ooo
v v v vooooov v v vcivvvvo'dd
?'o'qq*^*ft.qqqqooo'-'o~«ooof*>o
v o o o -« o o o 0° d o" d d d d d d d d d
w>
g fc - «
i I I I i;
g
? q d q « q q q q d * * o o o d d o o •-•
o v o o o o o d v d d d d d d d d d d
< oo S S 8 S «•
28J3?3)S£^SSt^222
vvvvvd^^ddvvv
§555 Q-3£SC$8S.&S£S883-8
? ? ? ? 2 2 ? § § § § ? 9 5 ? 5 9' ? S S 5
o e
d V
d d d
d d o'
v» *
d o' d
53
§
Ȥ
oe
§
a £
?s gs ^ "
P- u.
II
Q fe
p;j3;SKSSSSF:Sv>-5o2F:;»s«:j*
222222">2WB22"""
IJ
•JB •*-
I
I
o'vo'vo'ddddo'ddddd
9
g § g g
Sgg.igqggg
OOOVOOOOO
m t*> v% »A
SJSS2x2^x°~Soo5S
^"qqoxoodqdddd"*
oooovov v vdVvvv
o o ts o 53 v^
q q o q q -. «
O O ® O O ® ^
v v d v v d d
w% O \O
~ q -.
o d d d
oe •— o ^H
0 d d ° ° d o 9
o
o
"
««»-t^ vo^gf»>*± oe
v dv d o' o' d —' d d d d d d d d d d d d o' so 5 — d
««-«•«
°?d??????????'???SSdd?
SS^a*" w<*>'*«SSSt~^->e5-*oei^^«-. N
. o S cs w-. g q q q q q q q K q «n S 3 " vo ?5 o »c S
000?5-???????'d?'d?'?dddddd
.
9 ? ?
gg|
t** f^ <*1
tn r« r4
O Q
17
-------
For this, and all subsequent statistical tests, "non-detects" were treated by using the
appropriate detection limit in the statistical calculation. Detection limits were calculated as
one-half the lowest concentration of the appropriate standard employed to generate a
standard curve for the instrument.
However, the collective total of all isomers during any single sampling event was
statistically greater at the outdoor control site for five of the six sampling events, while the
collective total of any single isomer with respect to time exhibited no statistical
differences.
PCDDs and PCDFs In "The Boathouse" vs. Other Studies
The toxicity and carcinogeneity of PCDD and PCDF isomers are extremely
variable. For this reason the total concentration is not a reliable indicator of toxicity. It is
common practice to assign each PCDD and PCDF isomer a toxic equivalency factor based
on the relative toxicity of each isomer. 2,3,7,8-TCDD is considered the most toxic isomer
among all the PCDDs and PCDFs and is justly given the largest toxic equivalency factor of
1 (Smith, 1990). Appendix A lists the toxicity factors associated with all the PCDD and
PCDF homologs.
The 2,3,7,8-TCDD toxicity equivalent concentrations in "The Boathouse" and
outdoor control site were calculated and the mean 2,3,7,8-TCDD toxicity equivalent
concentration for the six sampling events was compared to the results of studies
conducted in Niagara Falls, Utica (two sites), and Albany NY (Table 3). The Niagara
Falls site represented ambient outdoor air sampled from a highly industrialized urban area.
One of the two Utica sites was representative of ambient outdoor air from a small city
with light industry. The second Utica and Albany samples were collected indoors, in an
office building and parking garage, respectively.
18
-------
Table 3. Comparison of mean 2,3,7,8-TCDD toxicity equivalent concentrations
(pg/M3)
Analyte
Total TCDD
Total PCDD
Total HxCDD
1234668 HpCDD
Total OCDD
Total TCDF
Total PCDF
Total HxCDF '
Total HpGDF
Total OCDF
Total
PCDF+PCDD
Boathouse Sampling
Site
Inside Control
Site
0.02 0.01
0.01 0.01
0.05 0.10
0.07 0.14
0.30 0.34
1.29 1.63
1.47 1.50
0.36 0.32
0.06 0.11
0.03 0.03
3.65 4.19
Indoor
Office
Building
Utica, NY
0.18
<0.34
<0;55 j
<0;77
1J8
8.81
2.71
<0.26
<0.41
<1.10
13.1
Parking
Garage
Heavy
Traffic
Albany,
NY
<0.004
O.04
0.13
0.69
3.16
3.37
1.24
0.36
0.65
0.30
9.90
Outdoor
Urban
Heavy
Industry
Niagara
Falls, NY
0.98
1.03
1.70
2.40
2.60
3.30
2.10
2.00
1.70
0.60
18.41
Outdoor
Urban
Light
Industry
Utica, NY
<0.05
O.07
0.10
0.30
0.84
5.87
3.61
0.46
0.07
<0.12
11.25
Source: Smith, 1990
Total PCDD and PCDF toxic equivalency concentrations in "The Boathouse" and
control site were less than observed in the results for each of the aforementioned
comparative indoor and outdoor studies. The average total PCDD and PCDF toxic
equivalency concentration inside "The Boathouse" and control site measured 3.65 pg/M3
and 4.19 pg/M3, while the office building and parking garage values totaled 13.10 pg/M3
and 9.90 pg/M3 respectively. The New York State Department of Health established a
2,3,7,8-TCDD toxicity equivalent concentration for indoor exposure of 10 pg/M3
following the fire in the state office building in Binghamton, NY. (K. Aldous, personal
communication). PCDD and PCDF toxic equivalency concentrations measured at the
highly industrialized urban setting, 18.41 pg/M3, and lightly industrialized urban site,
11.25 pg/M3 were higher than observed in "The Boathouse" and control site.
19
-------
VOLATILE ORGANIC COMPOUNDS
Of the forty-six VOCs sampled for, eleven were detected inside "The Boathouse"
and twelve were detected at the outdoor control site. Except for methylene chloride,
every compound detected inside "The Boathouse" was also observed at the outdoor
control site. The compounds detected both inside "The Boathouse" and outdoor control
site included chloroform, chloromethane, tetrachloroethene, ethylbenzene, m/p-xylene, o-
xylene, carbon tetrachloride, benzene, 1,1,1-trichloroethane, and toluene. Hexane was
detected only at the outdoor control site. The thirty-four VOCs which were not detected
are listed in Table 4.
Of the eleven VOCs detected within "The Boathouse", only toluene and benzene
were detected by both the canister and Porapak-N methods . The remaining nine analytes
were detected by only one of the two sampling techniques.
Canister and Porapak-N Sampling Methods
The canister method was used to measure thirteen VOCs and the Porapak-N
method was used to measure forty-four VOCs. The canister method measured
chloromethane, methylene chloride, hexane, chloroform, 1,1,1-trichloroethane, carbon
tetrachloride, benzene, trichloroethene, toluene, tetrachloroethene, ethylbenzene, m/p-
xylene, and o-xylene. Eleven of the thirteen VOCs monitored using the canister method
were also included in the Porapak-N method, while hexane and chloromethane, were
unique to the canister method. Table 5 presents the range of concentrations measured
during this investigation.
20
-------
Table 4. Airborne volatile organic compounds not detected.
BROMOBENZENE
BROMODICHLOROMETHANE
BROMOFORM
CIS-1,2-DICHLOROETHENE
CHLOROBENZENE
CIS-1,3-DICHLOROPROPENE
DIBROMOCHLOROMETHANE
1,4-DICHLOROBENZENE
1,3-DICHLOROBENZENE
1,2-DICHLOROBENZENE
1,1-DICHLOROETHANE
1,2-DICHLOROETHANE
1 ,2-DICHLOROPROPA]S!E
1 , 1-DICHLOROPROPENE
ISOPROPYLBENZENE
4-ISOPROPYLTOLUENE (p-Cymene)
NAPHTHALENE
N-BUTYLBENZENE
N-PROPYLBENZENE
O-CHLOROTOLUENE
P-CHLOROTOLUENE
SEC-BUTYLBENZENE
STYRENE
TERT-BUTYLBENZENE
1,1,1,2-TETRACHLOROETHANE
1,1,2,2-TETRACHLOROETHANE
TKANS-1,2-DICHLOROETHENE
TRANS-U-DICHLOROPROPENE
1,2,3-TRICHLOROBENZENE
1,2,4-TRICHLOROBENZENE
1,1,2-TRICHLOROETHANE
TRICHLOROETHENE
1,2,4-TRIMETHYLBENZENE
1,3,5-TRIMETHYLBENZENE
Analyses performed by the New York State Department of Health
Porapak-N Method Blanks
Of the forty-six VOCs sampled, four were present in the Porapak-N method
blanks. These method blank detection's; chloroform, tetrachloroethene, 1,1,1-
trichloroethane, and toluene were among the twelve VOCs detected both inside and
outside "The Boathouse". The concentrations of the method blanks ranged between 0.01
to 0.70 ug/M3, whereas the indoor Boathouse and outdoor control site concentrations for
these same VOCs ranged from 1.1 to 47.0 ug/M3 sad 1.0 to 68.0 ug/M3 respectively.
The NYSDOH was unable to furnish the canister sample method blanks and therefore the
VOC concentrations measured by this method must be considered upper limits rather than
absolute values.
21
-------
Table 5. Range of VOC concentrations.
Analyte
ug/M3
Hexane
Chloroform
CWoromethane
Methylene Chloride
Tetrachloroethene
Ethylbenzene
IVI/P-Xylene
O-Xylene
Carbon Tetrachloride
Benzene
1,1,1 -Trichloroethane
Toluene
Detection
Method
Canister
Porapak-N
Canister
Canister
Porapak-N
Canister
Canister
Canister
Porapak-N
Can/P-N
Porapak-N
Can/P-N
Inside
Boathouse
<2.0
4.5
1.5
2.8
1.5
5.4-5.5
6.3 - 13.5
5.5 - 17.4
0.5-0.7
2.5 - 9.2
1.1-24.0
3.0 - 47
Outdoor
Control
Site
29.9
1.0
1.4-1.7
<2.0
1.0
4.7
3.3
4.8
0.5 - 0.7
2.0 - 4.7
1.0-2.7
2.8 - 68.0
Method
Blank
<1.8
0.01
<1.4
<2.0
0.01
<2.2
<3.0
<2.6
O.005
<0.03
0.01 - 0.2
0.01 -0.7
VOCs Regulatory Standards
The American Industrial Hygiene Association (AIHA) uses the total VOC
concentration as a guideline for assessing exposure limits. The AIHA found that total
VOC concentration exceeding 5000 ug/M3 can lead to symptoms of VOC poisoning
(Hines, 1993). The total VOC load inside "The Boathouse" ranged from 4 ug/M3 to 106
ug/M3, and the outdoor control site ranged from 4 ug/m3 to 69 ug/M3- Both the indoor
and outdoor data were negligible when compared to the 5000 ug/M3 limit.
The Indoor air quality standards provided by the Occupational Safety and Health
Association (OSHA) and American Conference of Governmental Industrial Hygienists
(ACGIH) are listed in Table 6. The VOCs which were detectable both inside "The
Boathouse" and at the outdoor control site were negligible when compared to the
Threshold limit values set by OSHA and ACGIH.
22
-------
Table 6. Indoor air quality standards for volatile or
Units - ug/M-*
TLV = Threshold Limit Value
TV-.H i A.
Pollutant
HEXANE ~~
CHLOROFORM
CHLOROMETHANE
METHYLENE CHLORIDE
TETRACHLOROETHENE
ETHYLBENZENE
M/P-XYLENE
O-XYLENE
CARBON TETRACHLORIDE
1,1,1-TRICHLOROETHANE
TOLUENE
BENZENE
Inside
"The Boathouse"
BDL
4.50
1.50
2.80
1.50
5.35 - 5.53
6.35 - 13.5
5.50 - 17.4
0.50-0.65
1.05-24.0
3.00 - 47.0
2.50 - 9.20
eanic compounds.
ACGffl
Exposure Limits
TLV
176,000
NA
NA
NA
6,900
434,000
434,000
434,000
NA
1,910,000
188,000
319,000
OSHA
Exposure Limits
TLV
17,600
NA
NA
NA
690
43,400
43,400
43,400
NA
191,000
18,800
31,900
Volatile Mercury
The National Institute of Occupational Safety and Health (NIOSH) considers
mercury to be a carcinogenic hazard when detected above 50,000 ng/M3. Volatile
mercury was detected during one of the six sampling events for both inside "The
Boathouse" and outdoor control site. The concentration of mercury measured inside "The
Boathouse" during May 1992 was 58 ng/M3, while the outdoor control site during
January 1992 was measured at 87 ng/M3. Detection limits varied from 21 - 73 ng/M3
according to the volume of air sampled and sensitivity of the analytical procedures
employed.
There was no significant difference (o=0.05) between the mercury concentrations
measured inside "The Boathouse" and the outdoor control site. All mercury
concentrations were well below the NIOSH toxicity limit of 50,000 ng/M3.
23
-------
Total Suspended Particulates
Total suspended paniculate concentrations increased both inside "The Boathouse"
and the outdoor control site from January 1992 to September 1992. Indoor
concentrations ranged from 4.8 ug/M3 and 24 ug/M3, with the exception of a spike of 168
ug/M3 in September 1992. The outdoor control site also experienced a spike in
particulate concentration, of 120 ug/M3, during September 1992, but otherwise
maintained a concentration range from 44 ug/M3 to 64 ug/M3. On average, suspended
particulate levels measured at the outdoor control site were higher than inside "The
Boathouse" (Table 7).
Table 7. Total suspended particulate concentrations
Concentration (ug/M3)
Inside Boathouse Outside Boathouse
8.9 44
24 61
168 120
4.8 64
11 NA
6.8 8.4
Sampling Events
Jan-92
May-92
Sept-02
Jan-93
May-93
Sept-93
May 93 control sample was not available due to analytical problems
A determination of the slope of the best fit line of the TSP weights with time
showed that no statistically significant changes in TSP existed inside "The Boathouse" and
at the outdoor control site. A two-way ANOVA comparing the TSP data collected inside
"The Boathouse" to the outdoor control site yielded no statistical differences between
these two data sets (Table 8).
24
-------
Table 8. TSP significance testing in the Boathouse and Control sites.
t-test
Slope
t-Statistic
t-Critical
Significance
Inside Boathouse
-0.0668
2.42
2.57
N.S.
Outdoor Control Site
-0.0901
1.62
2.78
N.S.
Two-way ANOVA; Boathouse vs. Control
F-Statistic: 0.63 F-Critical: 6.61 Significance: N.S.
F-Statistic: Results of a one-way model 1 ANOVA test for the significance of the
regression. Critical values were obtained from a table of critical values of
the F-distribution.
Slope: Slope of the best fit line obtained from regression analysis performed by the
Least Squares method (Sokal, 1981).
t-Statistic: Results of a t-test where the null hypothesis states that the slope of a line
equals zero: hQ:M]=0. Critical values were obtained from a table of critical
values of the t-distribution.
Significance: 95% significance level (o=0.05).
The average TSP loads, both inside "The Boathouse" and at the outdoor control
site were well below the OSHA criteria of 5 mg/M3, and below the ambient indoor air
(117 ug/M3) sampled within a building located near "The Boathouse" in an air quality
study examining the screening of ash indoors (Roethel, 1992). Inside "The Boathouse",
the TSP mean of 37.4 ug/M3 fell well below the US Secondary National Ambient Air
Quality Criteria for paniculate matter annual average of 60 ug/M3. A national survey was
conducted in the early 1960s to determine the mean TSP concentrations for cities of
varying sizes. The results of that survey are provided in Table 9. Unfortunately, this was
the only large scale study conducted accounting for population size as well as suspended
paniculate concentrations. Since this study, the air quality of the individual cities surveyed
have improved markedly (Stem et al. 1984).
25
-------
Cheyenne, Wyoming and Honolulu, Hawaii measured annual TSP loads (35 ug/M3
and 33 ug/M3 respectively) less than observed in "The Boathouse" (37.4 ug/M3).
Twenty-six of the thirty-one cities listed had a maximum TSP greater than the maximum
measured in the Boathouse (168 ug/M3).
The TSP load of The Boathouse" was well within air quality standards. More
importantly, the data collected from "The Boathouse" was not statistically different from
the air collected at the outdoor control site. The vast majority of TSP concentrations from
comparable sites were either equal to or greater than "The Boathouse" TSP data. "The
Boathouse" TSP data showed no indications of change with time, and was not statistically
different from the outdoor control site.
26
-------
Table 9. Particulate concentrations measured in major U.S. cities.
City
Charleston, West Virginia
Bakersfield, California
Philadelphia, Pennsylvania
Detroit, Michigan
St. Louis, Missouri
Baltimore, Maryland
Louisville, Kentucky
Chattanooga, Tenn.
Birmingham, Alabama
Phoenix, Arizona
New York City, New York
Denver, Colorado
Buffalo, New York
Chicago, Illinois
Columbus, Ohio
Los Angeles, California
Albuquerque, New Mexico
Dallas, Texas
Atlanta, Georgia
Salt Lake City, Utah
Kansas City, Kansas
New Orleans, Louisiana
Anchorage, Alaska
Washington, D.C.
Seattle, Washington
Columbia, South Carolina
Portland, Oregon
Jackson, Mississippi
BOATHOUSE CONTROL
Miami, Florida
INSIDE BOATHOUSE
Cheyenne, Wyoming
Honolulu, Hawaii
Annual
Mean
(/*g/M->)
174
161
148
143
135
133
132
131
128
128
124
117
117
114
114
113
106
89
89
86
83
82
81
72
72
70
66
62
59
45
37
35
33
Maximum
684
293
261
323
255
296
332
347
329
297
252
230
132
273
253
235
302
390
189
172
148
401
349
216
181
142
174
113
120
100
168
379
74
27
-------
SECTION 4
RAIN WATER, SOIL AND ASH BLOCK CHEMISTRY
RAIN WATER CHEMISTRY
The pH and chemical composition of rain water following physical contact with
Boathouse ash blocks was examined to quantify any potential contribution of heavy metals
from "The Boathouse" blocks. Metal concentrations in the rain water samples were
compared to conventional concrete blocks, other studies of water chemistry, and
regulatory standards.
Sampling Procedure and Data Presentation
Rain water sampling consisted of four sample types; bottom ash blocks (BA),
combined ash blocks (CA), ash-free cement blocks, and blanks. Two replicates of each of
these four sample types were collected during each of the seven sampling events,
distributed evenly over a twenty nine month period. Immediately following sample
collection, the pH and volume of the rain water samples were recorded prior to chemical
analyses. Chemical analyses consisted of calcium, cadmium, copper, and lead.
A series of statistical analyses were conducted to properly assess any potential
significant differences and/or changes in rain water pH and chemistry which existed either
within a single sample set or between two different sets of data. To quantify any
significant changes for any rain data set as a function of time, a student t-test and best-fit
line were performed. The slope of the best-fit line was calculated to determine significant
increases or decreases in concentration. To assess any significant differences or
28
-------
relationships which existed between two or more different sample types, a two-way
analysis of variance (ANOVA) with replication was performed.
Rain water pH
The pH was measured to ascertain the degree of influence the ash blocks may have
had on rain water chemistry. The pH of the BA and CA rain samples decreased from 10.2
to 6.7 and 10.3 to 6.2 respectively, while the cement rain samples decreased from 9.5 to
6.7 following twenty nine months of block exposure. The measured decrease in pH for
the BA and CA rain water samples was not uniform, but a trend was observed. During
this period the blank rain sample ranged from 4.9 to 6.9, with initial and final pHs of 5.3
and 5.8 respectively. Table 10 presents the pH and rainwater volume data.
Table 10. Mean pH and volume of rain water samples analyzed
Treatment
Bottom Ash
Combined Ash
Cement
Blank
pH/Volume
(mL)
pH
Volume
pH
Volume
pH
Volume
PH
Volume
Jan 92
10.2 (0.2)
70(10)
10.3 (0.0)
150(1)
9.5 (0.4)
130 (100)
5.3 (0.8)
250(160)
May 92
9.9(0.0)
NA
9.3 (0.2)
NA
8.1 (0.0)
NA
6.2(0.2)
NA
Sep92
8.3(0.2)
460(50)
9.0(0.1)
410 (120)
7.6(0.0)
300(40)
5.5(1.7)
720(470)
Jan 93
9.1(0.2)
2100(300)
8.4(0.2)
1600(960)
8.1 (0.1)
1700 (810)
4.9 (0.0)
1300 (980)
Sep93
8.5(0.1)
60(60)
9.1 (0.0)
230 (10)
8.6 (0.5)
100(50)
6.9 (0.3)
460 (270)
Mar 94
6.7(0.2)
520(140)
8.3 (0.1)
865 (520)
7.0(0.1)
860 (240)
5.5(0.2)
860 (600)
May 94
6.7(0.2)
430 (60)
6.2 (0.1)
1120(760)
6.7(0.2)
790(40)
5.8 (0.0)
1 130 (480)
Numbers in parentheses represents standard deviation
NA = Data not available due to analytical problems
A student t-test, and the slope of the best fit line performed for pH showed that the
BA, CA, and cement block samples statistically decreased, while the blank samples
exhibited no trend as a function of time.
29
-------
A two-way ANOVA revealed that the pH of the BA and CA rain samples were not
statistically different. However, the pH of the BA and CA rain samples were statistically
greater than both the cement and blank rain samples. The pH of the cement rain samples
were statistically greater than the blank rain samples.
The measured decrease in pH with time for all three block types indicated that the
quantity of soluble alkaline salts available for leaching by each block has diminished with
each rainfall event. The data suggest that soluble alkaline salts in the ash containing
blocks were less available for leaching than they were in the cement control blocks.
Inorganic Composition of Rain water
Alterations in rain water chemistry were evaluated to determine the extent of
inorganic leaching from the ash blocks as a function of exposure time. The rain water
samples were each analyzed for a representative sub-set of the metals measured in the ash
blocks. The rain water analyses (Table 11) consisted of calcium, copper, cadmium, and
lead.
The results of a two-way ANOVA indicated that the calcium concentration in the
cement rain water samples were statistically greater than the BA, CA, and blank rain water
samples. Calcium content of the BA and CA rain water samples were not statistically
different from the blank rain water samples. Calcium in the cement rain samples ranged
from 9.5 to 25.6 mg/L, whereas the BA, CA samples ranged from 1.8 to 10.2 mg/L, with
one outlier of 24.9 mg/L. Rainwater blank concentrations ranged between 0.3 and 1,9
mg/L with an outlier of 12.9 mg/L.
The results of a two-way ANOVA showed that no significant difference in
cadmium concentration existed between the ash blocks, control blocks and blank rain
water samples. Cadmium content of the CA block rainwater ranged from <0.3 to 2.1
ug/L, while the cement block rain water ranged from <0.3 to 2.6 ug/L.
30
-------
Table 11. Metal concentrations in rain water:
Aiuiyte
Ct
(mgfl,)
Cd
0
-------
SOIL CHEMISTRY
The chemistry of soil surrounding "The Boathouse" was examined to quantify any
potential contribution of heavy metals from the stabilized ash blocks. Soil samples were
analyzed for a representative sub-set of the metals measured in the ash blocks. The soil
metal analyses consisted of iron, calcium, cadmium, copper, lead, and zinc. The data from
the two bottom ash wall soil sites (BASS) were combined to form one data set as were the
two combined ash wall soil site (CASS) data. Only one control soil site (CSS) was used.
The contribution of heavy metals from "The Boathouse" to the surrounding soil may have
taken three forms:
• leaching from the blocks,
• block fragments deposited due to spalling, and
• the inclusion of ash block construction debris.
Normalization of Soil Chemistry Data to Iron
To directly compare any one soil sample against another soil depth, site or
sampling event, the data were normalized to compensate for variations in soil chemistry
between samples. Normalization between soil samples was achieved by analyzing iron, a
conservative metal whose detectable concentrations were not affected by the varying
chemical nature of the soil. All data collected were divided by the iron concentration to
normalize the data, thus permitting comparisons among different soil types. The
concentrations of iron at each soil depth and site as a function of exposure time are listed
in Table 12.
Soil concentrations for calcium, cadmium, copper, lead, and zinc were each
divided by the iron concentrations and multiplied by 100 to produce normalized data sets.
32
-------
All references to the soil data sets were expressed in accordance with the following
expression:
[100 (metal concentration)/(iron concentration)]
Table 12. Iron Concentrations G*g/g) measured in Pre and Post Construction Soil Samoles
Treatment
Bottom
Ash
Combined
Ash
Control
Site
Soil
Depth
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
2cm
8 cm
14 cm
20cm
Pre-Construction
Feb Jun Oct
87 87 88
10400 8900 8300
(2200) (500) (220)
Not Analyzed
Not Analyzed
8800 10900 8800
(210) (500) (480)
7800 7800 7800
(110) (900) (1200)
Not Analyzed
Not Analyzed
7900 7900 8500
(440) (400) (280)
8200 9600 7500
(250) (500) (600)
Not Analyzed
Not Analyzed
6500 7900 6200
(310) (200) (470)
Post-Constaiction Concentrations G*g/g)
May Sep Jan May Sep Apr
92 92 93 93 93 94
10800 10600 7600 8400 9400 6720
(2600) (1900) (1300) (630) (520) (385)
8600 7800 8600 8500 10900 8260
(650) (970) (1200) (700) (890) (750)
8100 7800 8000 8500 10800 7970
(900) (2100) (1200) (1000) (1300) (550)
9000 8100 7200 8400 12400 8420
(480) (590) (2500) (1330) (1700) (1120)
9400 7500 8600 9400 8300 8310
(760) (2600) (1450) (830) (3700) (1140)
9700 8400 8000 9600 10200 8860
(1060) (780) (1500) (360) (3400) (1310)
9300 8000 8500 8900 9100 7820
(1100) (1100) (1400) (640) (1800) (1800)
9200 7700 9300 8900 10900 9060
(930) (1140) (3100) (1140) (1140) (1100)
9200 8500 7700 8900 11600 7775
(330) (1100) (1500) (800) (1600) (500)
9400 10100 14000 8500 13000 8460
(920) (440) (2400) (2000) (950) (450)
9000 8700 8200 8200 13000 8820
(1200) (420) (800) (600) (920) (530)
8600 7400 8700 8300 9900 8010
(490) (410) (1200) (1100) (580) (575)
Numbers in parentheses represents standard deviation.
The raw data for calcium, cadmium, copper, lead, and zinc are provided in appendix B.
The results of a two-way ANOVA comparing iron concentrations in soil from the
pre-construction to the post-construction sample sets revealed that for the BASS and
CASS, no statistical differences existed between the pre-treatment and post-treatment
33
-------
data. At 20 cm depth, post-treatment CSS was statistically higher in iron than the pre-
treatment CSS.
Iron at the pre-construction BASS ranged from 8,300 to 10,900 ug/g, while the
post-construction site ranged from 6,720 to 12,400 ug/g. Iron at the pre- and post-
construction CASS ranged from 7,800 to 8,500 ug/g and 7,500 to 10,900 ug/g
respectively. At 2 cm, iron at the pre- and post- construction CSS ranged from 7,500 to
9,600 ug/g and 7,700 to 11,600 ug/g, while iron at 20 cm the pre- and post-construction
CSS ranged from 6,200 to 7,900 ug/g and 7,400 to 9,900 ug/g respectively.
A two-way ANOVA comparing the BASS, CASS, and CSS with respect to depth
revealed that the BASS and CASS data did not exhibit any statistical difference in iron
concentration with respect to depth, while the CSS showed a statistical decrease with
depth.
The results of a two-way ANOVA comparing iron content at the BASS and CASS
to the CSS showed that the iron levels in soil at 8 and 14 cm depth from the BASS and
CASS are statistically lower than the CSS. At 8 cm depth at the BASS and CASS iron
ranged from 7,800 to 10,900 ug/g and 8,000 to 10,200 ug/g, while the CSS ranged from
8,460 to 14,000 ug/g. At 14 cm depth at the BASS and CASS iron ranged from 7,800 to
10,800 ug/g and 7,820 to 9,300 ug/g, while the CSS ranged from 8,200 to 13,000 ug/g.
Calcium Concentrations
The normalized calcium concentrations measured in and around "The Boathouse"
are presented in Table 13. Normalized concentrations determined for the BASS, CASS
and CSS ranged between 280 - 1.6,100 - 1.6 and 5.1 - 0.6 (100 Ca/Fe) respectively.
A t-test performed on each of the soil data sets revealed that calcium
concentrations in soil collected from the 2 cm BASS increased significantly (o=.05), while
samples from the 2, 8,14 and 20 cm CASS significantly decreased as a function of time.
Calcium content of the remaining BASS and all CSS exhibited no statistical correlation.
34
-------
The results of a two-way ANOVA revealed that the calcium content in the BASS,
CASS, and CSS decreased with respect to depth. The magnitude of the calcium gradient
observed in the BASS and CASS was much greater than measured in the CSS.
The results of a two-way ANOVA comparing calcium concentrations at the BASS
and CASS to the CSS revealed that the BASS and CASS at all measured depths were
statistically greater than the CSS. The calcium concentration of the surface 2 cm of the
BASS was statistically greater than the top 2 cm of the CASS. No statistical difference in
calcium content existed in comparisons between the BASS and CASS for the 8,14, and
20 cm samples.
Table 13. Normalized calcium soil concentrations
Treatment
Bottom
Ash
Combined
Ash
Control
Site
Soil
Depth
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
Post-Construction Normalized Concentration
May
92
80
(24)
8.1
(1.5)
4.6
(2.9)
2.6
(0.5)
60
(5.6)
8.1
(2.3)
8.4
(5.7)
4.5
(0.5)
3.0
(0.7)
1.8
(0.5)
1.5
(0-3)
2.5
(0.9)
Sep
92
30
(8.3)
3.8
(0.5)
2.6
(0.9)
2.4
(0.3)
80
(50)
4.7
(1.0)
3.8
(0.4)
4.0
(1.0)
4.5
(0.8)
2.0
(0.3)
2.8
(0.1)
2.3
(0.1)
Jan
93
20
(2.3)
2.1
(0.4)
3.2
(2.0)
3.6
(2.4)
100
(9-6)
4.8
(1.2)
4.1
(1.0)
4.0
(0.8)
4.6
(1.0)
3.0
(0.9)
1.2
(0.7)
0.6
(0.2)
May
93
160
(30)
5.2
(0.5)
4.0
(0.7)
3.7
(1.4)
7.7
(1.1)
2.6
(0.4)
3.2
(0.4)
3.0
(0.7)
4.1
(0.8)
5.1
(1-1)
3.2
(0.4)
2.1
(0.8)
Sep
93
280
(230)
8.6
(10)
2.3
(0.6)
1.6
(0.3)
5.5
(0.5)
2.6
(1.9)
2.2
(0.5)
1.7
(0.7)
2.1
(0.2)
2.1
(0.3)
1.4
(0.3)
1.1
(0.1)
Apr
94
40
(21)
7.4
(3.3)
2.6
(0.5)
1.9
(0.5)
3.3
(2.0)
2.7
(1.5)
2.0
(1.5)
1.6
(0.8)
3.2
(0.4)
1.2
(0.1)
1.2
(0.3)
1.2
(0.4)
Numbers in parentheses represents standard deviation
35
-------
Calcium is a major component in the Portland cement and ash used to fabricate the
ash blocks, foundation and pad of "The Boathouse" blocks. The ash blocks had calcium
concentrations ranging from 6 to 8%. Calcium's high solubility in water, in addition to its
pre-dominance in the ash blocks made this element a likely candidate for leaching.
Comparison of the calcium concentrations associated with the rainfall data with the
surface soil chemistry reveal no correlation.
Cadmium Concentrations
A determination of significance for the slope of the best fit line performed on each
of the soil data sets revealed that cadmium concentrations in soil collected from the 8 and
20 cm CSS statistically increased (a=.05) with respect to time. Cadmium concentrations
of all remaining soil samples was not statistically significant.
The results of a two-way ANOVA comparing cadmium concentrations in soil from
the pre- to post-construction sample sets revealed that all post-placement soil data were
statistically greater than the pre-construction data sets. At the BASS, the pre-construction
cadmium content was measured O.OOl (lOOxCd/Fe), while the post-construction data
ranged from 0.001 to 0.016 (lOOxCd/Fe). At the CASS, the pre-construction cadmium
content ranged from <0.001 to 0.03 (lOOxCd/Fe), whereas the post-construction data
spanned from 0.001 to 0.010 (lOOxCd/Fe). At the CSS, the pre-construction cadmium
content ranged from <0.001 to 0.001 (lOOxCd/Fe), while the post-construction data
ranged from 0.001 to 0.010 (lOOxCd/Fe ) (Table 14).
The results of a two-way ANOVA comparing cadmium concentrations at the
BASS, CASS, and CSS with respect to depth revealed that the CASS exhibited a decrease
in cadmium with depth, while the BASS and CSS show no statistical change. The results
of a two-way ANOVA comparing cadmium concentrations of the BASS and CASS to the
CSS revealed that the 20 cm BASS contained less cadmium than the CSS, while the 2 cm
CASS had a greater cadmium content than the CSS and BASS. Cadmium in the 20 cm
36
-------
Table 14. Normalized cadmium soil concentrations
Treatment
Bottom
Ash
Combined
Ash
Control
Site
Soil
Depth
2cm
8cm
14cm
20cm
2cm
8 cm
14cm
20cm
2cm
8 cm
14cm
20cm
Pre-Construction
Feb87 | Jun87 J Oct87
O.001 <0.001 <0.001
Not Analyzed
Not Analyzed
O.001 <0.001 O.001
0.001 0.001 0.003
(.002) (0.004) (0.001)
Not Analyzed
Not Analyzed
0.001 0.001 <0.001
(0.000) (0.010)
0.001 0.001 0.001
(0.002) (0.001)
Not Analyzed
Not Analyzed
<0.001 0.001 O.001
(0.002)
Post-Construction Normalized Concentrations
May 92 Sep92 Jan 93 May 93 Sep93 Apr 94
0.004 0.005 0.003 0.005 0.004 - 0.003
(0.002) (0.002) (0.001) (0.038) (0.078) (0.001)
0.006 0.002 0.002 0.004 0.005 0.001
(0.003) (0.001) (0.002) (0.029) (0.012) (0.001)
0.005 0.004 0.016 0.006 0.006 0.001
(0.004) (0.004) (0.019) (0.025) (0.026) (0.000)
0.002 0.002, 0.001 0.004 0.005 0.0005
(0.001) (0.002) (0.000) (0.040) (0.022) (.0002)
0.009 0.004 0.005 0.004 0.010 0.002
(0.005) (0.002) (0.001) (0.014) (0.017) (0.001)
0.008 0.002 0.002 0.004 0.005 0.001
(0.005) (0.001) (0.001) (0.052) (0.013) (0.001)
0.002 0.002 0.002 0.004 0.006 0.001
(0.001) (0.001) (0.001) (0.049) (0.018) (0.001)
0.004 0.007 0.001 0.005 0.004 0.003
(0.001) (0.007) (0.001) (0.037) (0.039) 0.003)
0.007 0.002 0.001 0.003 0.005 0.001
(0.011) (0.001) (0.000) (0.014) (0.019) (0.000)
0.001 0.002 0.001 0.004 0.005 0.003
(0.002) (0.001) (0.001) (0.001) (0.053) (0.001)
0.001 0.010 0.001 0.004 0.005 0.001
(0.000) (0.012) (0.000) (0.030) (0.046) (0.001)
0.002 0.004 0.002 0.004 0.008 0.0005
(0.002) (0.001) (0.001) (0.006) (0.063) (.0001)
Numbers in parentheses represents standard deviations.
CSS ranged from 0.002 to 0.008 (lOOxCd/Fe), while the 20 cm BASS ranged from 0.001
to 0.005. Cadmium measured in the 2 cm CASS ranged from 0.004 to 0.010, while the 2
cm BASS and CSS ranged from 0.003 to 0.005 (lOOxCd/Fe) and 0.001 to 0.007
(lOOxCd/Fe), respectively.
Copper Concentrations
A determination of significance for the slope of the best fit line performed on each
data set revealed that copper concentrations in soil collected from the 14 cm CASS
statistically (o=.05) decreased with respect to time. The remaining CASS samples, and all
BASS and CSS data showed no statistical change in copper concentration as a function of
time.
37
-------
The results of a two-way ANOVA comparing copper concentrations in soil from
the pre- to post-construction sample sets revealed that all CASS post-placement soil data
were statistically greater than the pre-construction data sets. At the CASS, copper
content of the pre-construction samples ranged from 0.04 to 0.09 (lOOxCu/Fe), while the
post-construction samples ranged from 0.09 to 0.56 (lOOxCu/Fe) (Table 15)
Table 15. Normalized copper soil Concentrations
Treatment
Bottom
Ash
Combined
Ash
Control
Site
Soil
Depth
2cm
8cm
14cm
20cm
2cm
8 cm
14cm
20cm
2cm
8cm
14cm
20cm
Pre-Construction
Feb 87 Jun 87 Oct 87
0.08 0.20 0.08
(0.13) (0.02) (0.14)
Not Analyzed
Not Analyzed
0.07 0.05 0;08
(0.01) (0.04) (0.06)
0.08 0.07 0.09
(0.09) (0.07) (0.10)
Not Analyzed
Not Analyzed
0.08 0.04 0.08
(0.107 (0.05) (0.46)
0.08 0.07 0.10
(0.36) (0.06) (0.10)
Not Analyzed
Not Analyzed
0.07 0.05 0.07
(0.10) (0.05) (0.02)
Post-Construction Normalized Concentrations
May92 Sep92 Jan93 May93 Sep93 Apr94
0.25 0.22 0.20 0.29 0.49 0.16
(0.15) (0.04) (0.02) (0.05) (0.53) (0.05)
0.29 0.13 0.11 0.14 0.07 0.06
(0.32) (0.02) (0.01) (0.00) (0.01) (0.01)
0.10 0.14 0.12 0.15 0.06 0.05
(0.03) (0.04) (0.02) (0.04) (0.01) (0.01)
0.15 0.12 0.17 0.15 0.06 0.06
(0.11) (0.01) (0.10) (0.01) (0.01) (0.02)
0.25 0.28 0.56 0.26 0.20 0.10
(0.07) (0.07) (0.46) (0.16) (0.04) (0.05)
0.24 0.12 0.11 0.15 0.14 0.07
(0.11) (0.01) (0.02) (0.01) (0.11) (0.02)
0.26 0.13 0.10 0.15 0.11 0.05
(0.11) (0.02) (0.01) (0.01) (0.03) (0.05)
0.14 0.14 0.09 0.15 0.09 0.06
(0.05) (0.04) (0.02) (0.01) (0.03) (0.04)
0.12 0.11 0.11 0.17 0.07 0.07
(0.03) (0.03) (0.02) (0.02) (0.01) (0.02)
0.10 0.11 0.06 0.18 0.07 0.07
(0.03) (0.01) (0.01) (0.103 (0.00) (0.009)
0.10 0.12 0.08 0.15 0.07 0.05
(0.02) (0.01) (0.00) (0.01) (0.03) (0.02)
0.22 0.11 0.08 0.14 0.06 0.04
(0.22) (0.01) (0.01) (0.01) (0.00) (0.02)
Numbers in parentheses represents standard deviation
The results of a two-way ANOVA comparing copper content at the BASS and
CASS to the CSS showed that the copper levels in the BASS at 2 cm, and in the CASS at
2, 8, and 14 cm were statistically greater than the CSS. No statistical differences in
copper concentration were detected between the BASS and CASS sample sets.
38
-------
Copper concentrations in the BASS and CASS at 2 cm ranged from 0.16 to 0.49
(lOOxCu/Fe) and 0.10 to 0.56 (100xCu/Fe) respectively, while the CSS ranged from 0.07
to 0.17 (lOOxCu/Fe). Copper content in the CASS at 8 cm spanned from 0.07 to 0.24,
while the CSS ranged from 0.06 to 0.18 (lOOxCu/Fe). The CASS at 14 cm had a copper
content ranging from 0.05 to 0.26 (lOOxCu/Fe), while the CSS ranged from 0.05 to 0.15
(lOOxCu/Fe)
The BASS and CASS copper gradient indicated the greatest impact of "The
Boathouse" on copper concentration occurred in the surface soil, and decreased in
intensity with depth. BASS to CASS comparisons yielded no statistical differences with
respect to copper, suggesting that the BA and CA concrete products associated with "The
Boathouse" equally impacted the soil.
Lead Concentration
A t-test performed on each of the soil data sets showed that lead in the 2 cm CASS
statistically (a=.05) decreased with time. All remaining samples exhibited no statistical
difference in lead concentration as a function of time
The results of a two-way ANOVA comparing lead concentrations in soil from the
pre-construction to the post-construction sample sets revealed that post-construction 20
cm BASS and CASS, and the 2 and 20 cm CSS were statistically less than their respective
pre-construction data sets (Table 16).
The results of a two-way ANOVA comparing lead concentrations in soil with
respect to depth showed that the BASS, CASS, and (CSS statistically decreased with
depth. In addition, results of a two-way ANOVA comparing lead content at the BASS
and CASS to the CSS showed that the lead levels in soil at 2 and 8 cm depths from the
CASS are statistically lower than the CSS.
39
-------
Table 16. Normalized lead soil concentrations
Treatment
Bottom
Ash
Combined
Ash
Control
Site
Soil
Depth
2cm
8 cm
14cm
20cm
2cm
8 cm
14cm
20cm
2cm
8cm
14cm
20cm
Pre-Construction
Feb 87 Jun 87 Oct 87
0.13 0.12 0.08
(0.28) (0.12) (0.23)
Not Analyzed
Not Analyzed
0.09 0.10 0.09
(0.10) (0.54) (0.08)
0.09 0.09 0.10
(0.73) (0.11) (0.07)
Not Analyzed
Not Analyzed
0.13 0.11 0.07
(0.05) (0.03) (0.11)
0.44 0.42 0.28
(1.56) (0.66) (0.27)
Not Analyzed
Not Analyzed
0.33 0.24 0.10
(0.42) (0.05) (0.04)
Post-Construction Normalized Concentrations
May 92 Sep92 Jan 93 May 93 Sep93 Apr 94
0.19 0.21 0.12 0.18 0.09 0.11
(0.06) (0.22) (0.39) (0.60) (0.32) (0.03)
0.30 0.04 0.05 0.13 0.08 0.11
(0.23) (0.01) (0.16) (0.37) (0.27) (0.03)
0.09 0.07 0.09 0.05 0.06 0.08
(0.06) (0.02) (0.34) (0.19) (0.08) (0.02)
0.08 0.05. 0.08 0.07 0.06 0.08
(0.04) (0.03) (0.09) (0.15) (0.15) (0.02)
0.20 0.13 0.33 0.07 0.11 0.09
(0.08) (0.03) (0.99) (0.26) (0.09) (0.02)
0.05 0.07 0.06 0.06 0.12 0.09
(0.02) (0.02) (0.13) (0.25) (0.21) (0.02)
0.11 0.02 0.05 0.10 0.15 0.13
(0.15) (0.01) (0.16) (0.35) (0.56) (0.05)
0.04 0.04 0.04 0.07 0.08 0.05
(0.02) (0.02) (0.10) (0.25) (0.90) (0.01)
0.17 0.24 0.20 0.16 0.08 0.03
(0.08) (0.03) (0.81) (0.37) (0.53) (0.03)
0.13 0.16 0.10 0.15 0.16 0.17
(0.05) (0.01) (0.04) (0.06) (0.62) (0.01)
0.06 0.10 0.12 0.14 0.06 0.08
(0.03) (0.01) (0.10) (0.37) (0.53) (0.04)
0.07 0.08 0.05 0.08 0.07 0.06
(0.09) (0.01) (0.35) (0.02) (0.59) (0.03)
Numbers in parentheses represents standard deviation
For the BASS, lead ranged from 0.09 to 0.21 (lOOxPb/Fe) at the surface 2 cm and
0.05 to 0.08 (lOOxPb/Fe) at 20 cm. Lead measured in the CASS ranged from 0.07 to
0.20 (lOOxPb/Fe) at the surface 2 cm and 0.04 to 0.080 (lOOxPb/Fe) at 20 cm. For the
CSS, lead ranged from 0.03 to 0.24 (lOOxPb/Fe) at the surface 2 cm and 0.05 to 0.08
(lOOxPb/Fe) at 20 cm.
The statistical analyses show that lead concentration hi all three soil sites decreased
with depth. For each soil site, lead measured in the post-construction samples was either
less than or equal to the pre-construction data. The statistical analyses gave no indication
of elevated lead hi soil due to the presence of "The Boathouse".
40
-------
Zinc Concentration ,
A determination of significance for the slope of the best fit line performed on each
of the soil data sets revealed no statistically (o=.05) significant change in the zinc
concentration as a function of time.
Results of normalizing the zinc data are presented in Table 17.
Table 17. Normalized zinc soil concentrations
Treatment
Bottom
Ash
Combined
Ash
Control
Site
Soil
Depth
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
Pre-Construction
Feb87 Jun87 Oct87
0.16 0.19 0.23
(0.02) (0.26) (0.41)
Not Analyzed
Not Analyzed
0.21 0.16 0.20
(2.05) (0.08) (0.25)
0.22 0.17 0.790
(3.00) (0.18) (0.31)
Not Analyzed
Not Analyzed
0.19 0.20 0.22
(0.11) (0.53) (0.14)
0.24 0.24 0.27
(0.52) (0.20) (0.23)
Not Analyzed
Not Analyzed
0.23 0.20 0.23
(0.42) (0.55) (0.09)
Post-Construction Normalized Concentrations
May 92 Sep92 Jan 93 May 93 Sep93 Apr 94
0.85 0.49 1.02 0.79 0.44 0.80
(0.23) (0.11) (0.38) (0.11) (0.12) (0.33)
0.24 0.31 0.19 0.28 0.11 0.26
(0.03) (0.03) (0.02) (0.09) (0.06) (0.10)
0.30 0.24 0.21 0.24 0.09 0.23
(0.22) (0.08) (0.03) (0.05) (0.06) (0.06)
0.38 0.25 0.97 0.29 0.09 0.20
(0.37) (0.04) (1.36) (0.05) (0.07) (0.02>
0.66 1.00 0.53 0.38 0.26 0.28
(0.04) (0.81) (0.07) (0.17) (0.16) (0.05)
0.40 0.16 0.24 0.21 0.18 0.20
(0.10) (0.04) (0.04) (0.07) (0.13) (0.06)
0.27 0.18 0.24 0.25 0.21 0.18
(0.04) (0.07) (0.06) (0.03) (0.04) (0.03)
0.21 0.20 0.19 0.23 0.14 0.19
(0.05) (0.05) (0.03) (0.05) (0.07) 0.09)
0.23 0.34 0.27 0.27 0.14 0.28
(0.04) (0.05) (0.05) (0.05) (0.09) (0.02)
0.20 0.31 0.17 0.23 0.11 0.21
(0.03) (0.02) (0.03) (0.10) (0.07) (0.03)
0.15 0.33 0.15 0.32 0.13 0.16
(0.02) (0.08) (0.02) (0.11) (0.11) (0.06)
0.17 0.28 0.13 0.24 0.11 0.11
(0.06) (0.04) (0.03) (0.06) (0.06) (0.06)
Numbers in parentheses represents standard deviation
A two-way ANOVA comparing the concentration of zinc in soil from the pre- and
post-construction samples showed that the post-construction 2 cm BASS was statistically
greater than the pre-construction samples, all remaining comparisons showed no statistical
difference in zinc concentration. In addition, the two-way ANOVA, comparing zinc levels
41
-------
in the soil samples from the ash and control sites with depth, showed that the BASS,
CASS, and CSS statistically decreased with respect to depth.
The results of a two-way ANOVA comparing the concentration of zinc in soil
from both ash sites to the control site revealed that the 2 cm BASS and CASS were
statistically greater than the CSS. The remaining soil comparisons exhibited no statistical
difference in zinc concentration
All three soil sites exhibited a zinc decrease with depth, whereas only zinc at the
14 cm BASS and 2 and 8 cm CASS statistically decreased with time. The surface 2 cm
BASS contained more zinc than the CSS and pre-construction samples, while the 2 cm
CASS had more zinc than the CSS.
The statistical results indicated elevated zinc levels in the surface 2 cm of the
BASS. The BASS and CASS exhibited several zinc decreases with time, while the CSS
experienced no such changes, indicating that the zinc content at the BASS and CASS
were influenced by "The Boathouse". The zinc content of the BA and CA blocks have not
changed over the course of this investigation.
Heavy Metals in Boathouse Soil vs. Other Studies
"The Boathouse" and control site soil samples were compared to control soil from
Calverton NY and to Calverton NY soil mixed with MSW compost from Pensbrook Pines
Florida in October 1993 (Table 18). This soil-compost mixture was used to grow sod
which was planted on the Boathouse soil in May 1994 (Breslin, 1993).
Cadmium, copper, lead, and zinc concentrations measured at the BASS and CASS
were greater than measured at the Calverton control soil, while iron concentrations were
less than the Calverton control soil. Cadmium and zinc measured at the CSS had
concentrations greater than the Calverton control soil, while iron, copper and lead were
observed to be lower than the Calverton control soil.
42
-------
Table 18. Metal concentrations from different soil types and locations
Analyte
(Mg/g)
Iron
Cadmium
Copper
Lead
Zinc
Bottom Combined Control
Ash Soil Ash Soil Site Soil
6,700- 7,500- 7,400-
12,400 10,900 13,000
0.04-2.3 0.09-1.5 0.04-0.78
4.3-100 4.4-100 3.3-20
5.6-52 3.6-40 4.6-21
8.5-170 7.2-140 11-31
Sampled 0-5 cm. depth, October 1993
Control Soil
Carverton, NY
12,600 (3,400)
0.16 (0.12)
45 (4.3)
25 (3.2)
23 (4.9)
Pensbrook Pines, Fla.
MSW Compost /Soil
10,900 (3000)
0.63 (0.20)
75 (4.4)
70 (12)
76 (22)
Source: Breslin, 1993
Cadmium, copper, and zinc concentrations measured at the BASS and CASS were
greater than the Calverton soil-compost, while iron arid lead were less than the Calverton
soil-compost. All metals measured at the CSS were less than the Calverton soil-compost.
Four of the five metals measured in the Calverton soil and three of the five metals
examined in the Calverton soil-compost had higher concentrations at the BASS and
CASS. Two of the five metals measured in the Calverton soil and none of the five rnetals
observed in the Calverton soil-compost had higher concentrations than the CSS.
Comparisons of "The Boathouse" soil to the CSS, Calverton soil, and Calverton
soil-compost showed that "The Boathouse" soil was clearly influenced the ash blocks.
The influence of "The Boathouse" blocks was great enough to raise the concentration of
cadmium, copper, and zinc above the mixture of Calverton soil and Pensbrook Pines
MSW compost. The sod placed on the soil surrounding "The Boathouse" was lower in
concentration for cadmium, copper, and zinc, but higher in lead and iron.
Soil Regulatory Standards
The concentrations of cadmium, copper, lead, and zinc measured in soil collected
30 cm from each of "The Boathouse" walls were compared to the current NYS standards
43
-------
governing the acceptable metal concentrations of compost, sewage sludge, and septage for
land application. "The Boathouse" metal data were also compared to the New Jersey (NJ)
draft metal standards for residential and non-residential buildings (Table 19).
Table 19. Soil metal standards for various land applications
Analyte
Otgfe)
Cadmium
Copper
Lead
Zinc
Bottom Combined Control
Ash Soil Ash Soil Site Soil
0.04-2.3 0.09-1.5 0.04-0.78
4.3-100 4.4-98 3.3-19.9
5.6-52 3.6-38 4.6-20.9
8.5-170 7.2-139 11-31
NYS Land Application
Criteria for:
Class I Sewage
Compost Sludge
and
septage
10 25
1000 1000
250 1000
2500 2500
NJ Draft Soil Standards
Resident Non-
Resident
1 100
600 600
100 600
1500 1500
Source NYSDEC, 1993
Compost material with a "class I" rating for NYS can be distributed for use by the
public, used on food chain crops and other agricultural and horticultural uses. All metals
measured in "The Boathouse" soil were well within the metal criteria for class I compost
(Table 19) (NYS DEC, 1993).
Sewage sludge and septage within NYS operational requirements may be used for
land application so far as no crop for direct human consumption is grown on soil
containing the material for at least eighteen months following application. All Boathouse
soil metals were within the required metal criteria (NYS DEC, 1993).
The NJ soil standards consist of residential and non-residential metal criteria. All
metals measured in Boathouse soil were well within the non-residential metal criteria.
Except for cadmium at the BASS and CASS, all Boathouse metals were within the
required residential metal concentrations. The cadmium limit for residential buildings is 1
ug/g. while the BASS maintained concentration from 0.04 to 2.3 ug/g and the CASS
ranged from 0.09 to 1.5 ug/g.
44
-------
ASH BLOCK CHEMISTRY
Analyses of the major and minor chemical components of the bottom ash (BA) and
combined ash (CA) blocks were performed to estimate the leaching rates based on the
changes in elemental concentrations as a function of exposure time. Four groupings of
elemental metal components were examined for ash block analyses. Measurements were
recorded for calcium, aluminum, and iron, which are essential constituents to concrete
block cementatious reactions and durability. The salts,, magnesium, sodium, potassium,
and calcium were examined because of their high solubility and potential leaching
characteristics. Also monitored were copper, manganese, nickel, and zinc, which are non-
toxic metals common to conibustor ash. To assess potential environmental impact, known
regulated metals including silver, arsenic, barium, cadmium, chromium, lead, and selenium
were examined.
Metals are subdivided into one of three categories based on their concentrations.
Major metals include those inorganic constituents with concentrations above 1000 ug/g.
Minor metals are comprised of components which ranged in concentration from 100 ug/g
to 1000 ug/g, and trace metals include all constituents below 100 ug/g.
Chemical Composition of Combustor Ash and Blocks
The constituents measured in the bottom and combined ash used in block
fabrication are presented in Table 20. The major elements include iron, aluminum, zinc,
lead, copper, and the salts; calcium, sodium, magnesium, and potassium. The minor
metals consisted of barium, chromium, manganese and nickel. Arsenic and cadmium were
present in trace amounts, whereas silver and selenium were never detected.
45
-------
Table 20. Mean concentration and Std. Dev. of metals in MSW combustor ash
Analyte frtg/g)
Fe
Ca
Al
Na '
Mg
K
Zn
Pb
Cu
Ba
Cr
Mn
Ni
As
Cd
Ag
Se
Bottom Ash
89100 (15400)
64700 (7250)
51700(3200)
47800 (1850)
10500 (400)
7500 (60)
6080 (220)
3260 (750)
2200 (340)
730 (65)
250 (10)
130(10)
130 (20)
20.4 (3.2)
26.5(3.1)
<5
<19
Combined Ash
80200 (1900)
72000 (3340)
5200 (3700)
37500 (750)
11800(310)
11100(400)
5370 (120)
4070 (120)
1600 (330)
870 (45)
220 (40)
930 (30)
140 (20)
<25
59.4 (10)
<5
<25
Numbers in parentheses represents standard deviations.
The metal content of the bottom and combined ash samples (Table 20) were
generally greater than the BA and CA blocks (Table 21). This concentration differential
resulted from a dilution effect caused by the addition of Portland cement and sand to the
ash during block fabrication. The BA and CA blocks contained 55% and 64% ash
respectively. The concentration of inorganic constituents measured in the ash
blocksshould have equaled either 55% or 64% of the inorganic material measured in the
ash samples, plus any additional contribution from the sand and cement.
CHEMICAL COMPOSITION OF CONTROL CEMENT BLOCKS
For comparative purposes, metal concentrations were also determined for control
cement blocks as presented in Table 22. Major metals measured in the cement blocks
included aluminum, calcium, iron, potassium, magnesium, and sodium. Barium and
46
-------
Table 21 Mean and Std Dev.
of inorganic concentrations (/ig/g) measured in stabilized
ash blocks
Analyte
Block
Type
Pre-Ejqjosure
Nov91
Post-Exposure
May 92 Nov92 May 93 Nov93
Major Metals
Ca
Fe
Al
Na
Mg
K
Zh
Pb
BA
CA
BA
CA
BA
CA
BA
CA
BA
CA
BA
CA
BA
CA
BA
CA
79300 (6200)
60100 (7300)
81100 (7300)
38200 (1900)
30900 (2200)
38600 (7200)
16000 (2500)
35000 (17300)
8600 (680)
8200 (340)
7500 (690)
7700 (190)
5300 (860)
3200 (240)
2800 (380)
2300 (290)
70500 (2100) 73400 (4300) 68700 (7000) 66800 (9900)
71900 (1600) 74800 (3700) 61200 (11900) 69800 (8600)
31700 (3600) 33700 (1400) 37400 (220) 39300 (7400)
23800 (7700) 23200 (8400) 26500 (9100) 41100 (8100)
24500 (830) 24100 (1300) 27000 (1000) NA
29400 (660) 29300 (1000) 30000 (1000) NA
13600 (380) 12400 (220) 15900 (4000) NA
12400 (750) 11800 (650) 10000 (2100) NA
5100 (170) 5600 (270) 4900 (1500) 7300 (730)
8000 (290) 8400 (290) 11400 (3100) 11700 (1400)
5100 (340) 4900 (310) 5500 (890) 5600 (320)
7500 (340) 7700 (320) 8600 (2100) 7200 (420)
1400 (140) 1200 (300) 1700 (150) 3000 (350)
3200 (140) 3200 (270) 3600 (320) 5800 (1200)
1800 (510) 1500 (430) 1600 (360) 1400 (240)
2100 (320) 2100 (250) 2100 (370) 2400 (350)
Minor Metals
Cu
Mn
Ba
BA
CA
BA
CA
BA
CA
830 (250)
1200 (400)
760 (60)
550 (60)
630 (70)
430 (30)
720 (260) 650 (170) 690 (120) 510 (180)
720 (80) 810 (100) 740 (150) 500 (160)
530 (30) 550 (40) 570 (30) 500 (100)
520 (20) 530 (20) 550 (50) 550 (70)
250 (20) 280 (40) 420 (50) 380 (140)
350 (20) 370 (40) 600 (70) 520 (120)
Trace Metals
Cr
Ni
Cd
As
Ag
Se
BA
CA
BA
CA
BA
CA
BA
CA
BA
CA
BA
CA
70.2 (10.8)
77.9 (3.8)
100 (10.0)
45.0 (3.9)
27.1 (6.1)
33.3 (1.6)
21.0 (4.7)
24.3 (4.2)
<0.1
<2.2
<0.2
<2.2
70.8 (15.1) 75.1 (6.4) 86.8 (24.5) 77.2 (7.0)
86.0 (15.1) 80.6 (3.4) 110 (35.3) 74.7 (6.8)
30.0 (4.9) 34.0 (5.0) 26.0 (4.2) 120 (15.4)
55.0 (11.0) 45.0 (7.0) 40.0 (2.9) 35.2 (10.1)
10.3 (1.1) 11.5 (1.8) 8.9 (1.3) 11.9 (2.1)
33.5 (1.4) 35.2 (2.4) 32.9 (1.1) 35.2 (10.1)
19.8 (11.1) <4.1 <4.1 4.9 (2.6)
47.7 (13.6) 12.2 (0.7) 5.5 (1.4) 8.9 (3.1)
<2.2 <2.2 <2.2 <2.2
<2.2 <2.2 <2.2 <2.2
<2.2 <2.2 <2.2 <2.2
<2.2 <2.2 <2.2 <2.2
Numbers in parentheses represents standard deviation
47
-------
manganese were present in minor amounts, and chromium, copper, nickel, and zinc were
present in trace amounts. Silver, arsenic, cadmium, lead, and selenium were never
measured above the instrument detection limit.
Table 22 Mean Concentration and Std. Dev. of metals in control blocks
Analyte
Ag
Al
As
Ba
Ca
Cd
Cr
Cu
Fe
K
Mg
Mn
Na
Ni
Pb
Se
Zn
Concentration(j«g/g)
<1.1
32300(11100)
<5
190 (50)
23000 (6900)
<10
7.8(1.3)
24 (12)
14500 (810)
5800 (1900)
1100(380)
170 (10)
28900 (3200)
8.6(2.1)
<0.25
<2.2
56(13)
Numbers in parentheses represents standard deviation
Except for sodium, aluminum and potassium, all metal concentrations measured in
the cement blocks were markedly lower than those found in the ash blocks. Sodium in the
cement blocks was observed to be greater than in the BA blocks, measuring 28,900 ug/g
in the cement blocks and ranging from 12,400 to 16,000 ug/g in the BA blocks. Sodium
levels in the cement blocks were greater than those measured in the CA blocks for all but
the pre-placement sampling event. The pre-placement CA block sampling event yielded
an average sodium concentration of 35,000 ug/g with a standard deviation of 17,300 ug/g.
Aluminum concentrations in the cement blocks were extremely variable, averaging 32,300
48
-------
ug/g with a standard deviation of 11,100 ug/g, bringing this metal within the same
concentration range measured for the BA and CA blocks. Potassium concentrations
measured in the cement blocks overlapped those found in the BA and CA blocks. As in
the B A and CA blocks, silver and selenium concentrations in the cement blocks were both
below detection limit.
Chemical Composition of Blocks Following Exposure
Metal concentrations from pre-placement to two years of exposure are listed in
Table 21. In general, major minor and trace constituents are similar to those observed in
the combustor ash prior to stabilization. The variance among and between samples was
significant thereby diminishing the ability to predict with any confidence the impact of
exposure to the block's metal chemistry. The variance between data sets appears more
significant for the stabilized bottom ash blocks when compared to the combined ash
blocks.
The methods employed in the fabrication of the stabilized blocks may, in part,
explain this observation. The cement block plant contracted to fabricate the stabilized ash
blocks employed a batch mixing technique to blend the ash, natural aggregates and
Portland cement. The ratio of the ingredients apparently could not be maintained constant
as the different batches were blended. Some blocks apparently received differing amounts
of ash which is believed to be reflected in the data set.
The substantial variability in the inorganic composition of the stabilized blocks
reflects the inability of the commercial block plant to blend, with the necessary precision,
the block's constituents.
49
-------
SECTION 5
BLOCK PHYSICAL CHARACTERISTICS
OVERVIEW
An important aspect of the physical testing is that the experimental and control
blocks were permitted to weather in what could be considered a worst case scenario. The
blocks tested were not shielded from the elements by paint or any other protective coating
which would limit the effects of weathering The blocks comprising each test wall were
not mortared together, thus permitting precipitation to easily pervade the blocks and
accelerate weathering. The top of each test wall was not capped, which permitted
precipitation to enter the cores of the uppermost layer of blocks and travel through the
entire wall. Had these walls been built to acceptable commercial standards, much of the
weathering effects would have been greatly reduced if not eliminated (Portland Cement
Association, 1975).
COMPRESSIVE STRENGTH
To be of any use in construction, concrete blocks must have strength, the ability to
resist force. These forces evolve from the applied loads and the weight of the concrete
blocks themselves. For this reason, block strength is used a general indicator of quality
(ASTM, 1978).
Because of applied loading, the dominant stress to concrete building blocks is
compressive in nature. Compressive strength testing is used to determine the unit stress
required for a concrete blocks to lose its structural integrity (ASTM, 1978).
50
-------
Compressive strength testing is an indicator of other physical properties important
in measuring the quality of a concrete block. Strong concrete is more impermeable to
water and more resistant to erosion, but may incur a decline in porosity and increase in
specific gravity resulting in greater susceptibility to cracking (ASTM, 1978).
The compressive strengths of all BA, CA and control blocks were expressed in
mega-pascals (1 PSI = 6.894 IdPa). Following 912 days of exposure, compressive strength
of the BA blocks ranged from 8.1 to 15.6 MPa, with an initial strength of 11.9 MPa, and a
final strength of 15.6 MPa. During this same time period, the CA blocks ranged from 7.5
to 13.1 MPa, with initial and final strengths of 8.7 and 13.1 MPa respectively. The cement
control blocks showed a compressive strength range of 9.8 to 17.0 MPa, with initial and
final strengths of 14.2 and 17.0 MPa respectively (Table 23).
Tab
le 23. Mean and Std.
Bottom
Ash
Combined
Ash
Control
Nov
91
11.9
(3.02)
8.7
(0.83)
NA
Dev. of compressive strength (MPa)
blocks
Feb
92
11.8
(1.86)
8.5
(0.89)
14.2
(2.34)
May
92
13.8
(2.27)
9.0
(1.51)
12.6
(1.86)
Aug
92
11.4
(1.93)
9.6
(2.13)
12.0
(2.96)
Nov
92
10.6
(2.34)
9.0
(1.65)
11.1
(2.34)
Feb
93
9.8
(1.72)
8.0
(1.72)
9.8
(2.82)
of boathouse and control
May
93
8.1
(1.86)
7.5
(1.79)
11.5
(3.12)
Aug
93
12.1
(2.75)
9.7
(1.44)
11.9
(2.61)
Nov
93
15.6
(1.94)
13.1
(1.35)
17.0
(0.54)
The results of a two-way ANOVA comparing the compressive strengths of the BA
and CA blocks to the control blocks indicate that the compressive strengths of the BA and
control blocks were not statistically different. The compressive strength of the CA blocks
was statistically lower than the B A and control blocks. In all cases, the ash blocks
exceeded the 6.9 MPa compressive strength required by ASTM for load bearing
construction quality cement blocks (Portland Cement Association, 1975).
51
-------
PERCENT PERMEABLE PORE SPACE AND SPECIFIC GRAVITY
Strength, durability, and permeability of hardened concrete are directly influenced
by the relative amounts of the various forms and sizes of interstitial pores. Pores can exert
their influence on the properties of concrete hi various ways. The strength and elasticity
of concrete are primarily affected by the total volume of the pores, not their size or
continuity. The permeability of concrete is influenced by the volume, size, and continuity
of the pores (ASTM, 1978).
The cement component of concrete usually contains purposely entrained and
accidentally entrapped air voids. Purposely entrained air voids are used to maximize
concrete resistance to freezing and thawing (ASTM, 1978).
Concrete can be visualized as consisting of a heterogeneous mixture of
components, each component having its own characteristic pores. In terms of the other
pores in concrete, the air voids may constitute from less than 1% to 10% or more of the
total volume of the concrete. Approximately 85% of the concrete is aggregate, frequently
heterogeneous, with an internal pore volume from almost 0 % to 20 % or more (ASTM,
1978).
Porosity of "The Boathouse" Block Aggregate
The presence of internal pores in the aggregate particles is associated with specific
gravity, and the characteristics of these pores are important in the study of aggregate
properties. The porosity of aggregate, its permeability, and absorption, influence such
properties of aggregate as the bond between it and the cement paste, the resistance of the
concrete to freezing and thawing, as well as its chemical stability and resistance to
abrasion (Neville, 1990).
52
-------
Assuming the B A, C A, and control blocks were manufactured under identical
conditions, the aggregate of each block type was the only variable determining relative
porosity. The control blocks were manufactured using an aggregate comprised of 100%
sand. Sand is denser than bottom and combined ash, and therefore has relatively lower
percent permeable pore space and absorptive properties. The control blocks were
expected to have the lowest porosity of the three block types.
The BA block aggregate consisted of 55% bottom ash and 30% sand, while the
CA block aggregate was comprised of 64% combined ash and 21% sand. The percent
absorption of the bottom and combined ash used in "The Boathouse" blocks were 14.7%
and 17.9% respectively. The combined ash was more absorptive than the bottom ash,
indicating greater pore space. The CA block aggregate was comprised of 64% ash, while
the BA block aggregate used only 55% ash, increasing the expected porosity of the CA
blocks over the BA blocks. Based on the type and relative amount of aggregate used in
block fabrication, the CA blocks were expected to yield the highest porosity, followed by
the B A blocks and the cement control blocks respectively.
Boathouse Block Percent Permeable Pore Space
The percent permeable pore space of the BA and CA blocks ranged from 21.5 to
24.9% and 21.9 to 25.6% respectively, while the cement blocks ranged from 17.3 to 19.5
%. The results of a two-way ANOVA comparing the porosity of the BA, CA and control
blocks to each other showed that the B A and CA blocks were greater than the cement
blocks, but no statistical difference was observed between the BA and CA blocks (Table
24).
53
-------
Block type
Bottom
Ash
Combined
Ash
Cement
Nov91
24.7
(1.5)
24.2
(1.6)
18.6
(0.7)
Feb92
23.6
(1.0)
22.7
(0.7)
19.2
(1.0)
May 92
21.5
(0.9)
21.9
(0.3)
18.4
(1.2)
Aug92
24.4
(0.7)
24.8
(1.3)
18.9
(0.2)
Nov92
22.5
(0.7)
24.6
(0.3)
18.5
(0.5)
Feb93
23.1
(0.1)
25.2
(0.4)
19.5
(0.2)
May 93
22.4
(0.9)
24.4
(0.1)
18.4
(0.3)
Aug93
24.9
(0.4)
25.6
(0.5)
17.3
(1.3)
Numbers in parentheses represents standard deviation
As expected, the control blocks had the lowest porosity. Unexpected, however,
was the observation that the BA and CA block porosities were not statistically different.
The percent absorption of the bottom and combined ash aggregates may have been similar
enough such that the heterogeneity of the aggregate samples, in concert with the other
aforementioned variables affecting porosity, caused the BA and CA block porosities to
overlap.
A linear regression and t-test performed on each of the three block types exhibited
that the BA blocks showed no significant change in pore space as a function of exposure
time. The CA blocks displayed a statistically significant decrease and the control blocks
exhibited an increase in porosity with time.
CHARACTERIZATION OF SPECIFIC GRAVITY
The specific gravity of hardened concrete is its weight compared to the weight of
an equal volume of water, and is primarily determined by absorption (Portland Cement
Association, 1975). Absorption is associated with the weight gain of partially dried
specimens upon contact with or immersion in water. Factors significantly influencing
absorption include the curing history, aggregate characteristics, air content, cement type,
and fineness, specimen shape and size, and method of surface preparation (ASTM, 1978).
54
-------
The absorption test is of value primarily as the basis of comparison of different
concretes, the absorption in a gross manner being a function of the permeability and
porosity of the specimen although influenced by many factors of test procedure (ASTM,
1978). Assuming the aggregate of each block type was the only variable determining
relative absorption, the affects of aggregate on block absorption may be quantified.
Absorption is inversely proportional to specific gravity. The more absorptive a
concrete specimen, the lower its specific gravity. Since the control blocks were expected
to maintain the lowest percent pore space and absorption, these specimens should also
have had the highest specific gravity. By this same reasoning, the BA blocks should have
the next highest specific gravity, while the CA blocks were expected to have the lowest
specific gravity of the three block types.
Boathouse Block Specific Gravity
The apparent specific gravity of the BA and CA blocks ranged from 2.47 to 2.69
and 2.50 to 2.58 respectively, while the cement blocks ranged from 2.59 to 2.67 (Table
25). The results of a two-way ANOVA comparing the specific gravity of the BA, CA,
and control blocks to each other revealed that the control blocks were statistically denser
than the ash blocks. The specific gravity of the BA blocks was statistically greater than
that of the CA blocks.
A determination of the significance of the slope of the best-fit line for specific
gravity revealed that the BA and control blocks statistically decreased with time, while the
CA blocks statistically increased.
55
-------
SUMMARY
The BA, CA, and control blocks each displayed a significant increase in
compressive strength with respect to exposure time. The BA and control blocks displayed
significant decreases in specific gravity and increases in porosity, while the CA blocks
Block
type
Bottom
Ash
Combine
dAsh
Cement
Nov91
2.69
(0.04)
2.53
(0.02)
2.67
(0.02)
Feb92
2.64
(0.01)
2.52
(0.01)
2.66
(0.01)
May 92
2.58
(0.03)
2.50
(0.02)
2.63
(0.01)
Aug92
2.65
(0.01)
2.56
(0.03)
2.61
(0.01)
Nov92
2.49
(0.04)
2.55
(0.00)
2.62
(0.01)
Feb93
2.47
(0.02)
2.55
(0.00)
2.59
(0.01)
May 93
2.50
(0.03)
2.54
(0.02)
2.62
(0.02)
Aug93
2.53
(0.00)
2.58
(0.01)
2.62
(0.03)
Numbers in parentheses represents standard deviation
exhibited a significant increase in specific gravity, but no statistical change in porosity.
These measured changes in both the ash and control blocks are not atypical and do not
indicate any negative changes in the physical properties of the blocks with respect to
exposure time.
56
-------
SECTION 6
CONCLUSIONS
The conclusions associated with the investigation of "The Boathouse", an
experimental building constructed with blocks of stabilized MSW combustor ash and the
issues of environmental exposures due to the presence and weathering of the ash blocks
can be partitioned into the following categories:
1. Air Quality Conclusions,
2. Soil Impact Conclusions,
3. Rainwater Conclusions, ,
4. Block Chemistry Conclusions, and
5. Structural Conclusions.
Air Quality Conclusions
TCDD toxic equivalent concentrations at the outdoor control site exceeded values
measured inside "The Boathouse" for five of the six sampling events. The 2,3,7,8- TCDD
toxicity equivalent concentration measured inside "The Boathouse" ranged from 0.07 to
2.09 pg/M3 with one outlier of 17.68 pg/M3 while at the outdoor control site values
ranged from 0.39 to 3.14 pg/M3 with one outlier of 18.87 pg/M3. The New York State
Department of Health established a 2,3,7,8-TCDD toxicity equivalent concentration for
indoor exposure at a concentration of 10 pg/M3 following the fire in the state office
building in Binghamton, NY. (K. Aldous, personal communication).
57
-------
The results of a two-way analysis of variance comparing individual PCDDs and
PCDFs inside "The Boathouse" to the outdoor control site with respect to time revealed
that no statistically significant difference existed for any of the isomers.
Ten of the eleven VOCs observed inside "The Boathouse" were also detected at
the outdoor control site, indicating the major factors influencing VOC content in the air
were the same for both sampling sites.
"The Boathouse" VOCs were well below standards provided by OSHA, ACGffl,
andAIHA.
There was no significant difference between the mercury concentrations measured
inside "The Boathouse" and the outdoor control site. All mercury concentrations were
well below the NIOSH toxicity limit of 50,000 ng/m3.
No statistically significant changes in TSP existed inside "The Boathouse" and at
the outdoor control site. "The Boathouse" TSP load was not statistically different from
the outdoor control site.
The average TSP loads, both inside "The Boathouse" and at the outdoor control
site were well below the OSHA criterion of 5 mg/M3. Inside "The Boathouse", the TSP
mean of 37.4 ug/M3 fell well below the US Secondary National Ambient Air Quality
Criteria for particulate matter annual average of 60 ug/M3
Soil Impact Conclusions
Calcium exhibited a gradient with depth, but impact from "The Boathouse"
increased the magnitude of that trend. The greatest impact of "The Boathouse" on
surrounding soil occurred at the surface 2 cm, after which the effects dissipated with depth
and concentrations significantly decreased with time.
Cadmium in the surface 2 cm of the CASS was greater than the underlying 8, 14,
and 20 cm samples, and was also greater than the surface 2 cm of the BASS and CSS.
58
-------
The CASS also exhibited a cadmium gradient with depth. "The Boathouse" may have had
an impact on the cadmium levels measured in soil near the CA walls of the structure, while
soil near the BA walls remained unaffected.
Contribution of copper existed from "The Boathouse" to the surrounding soil. The
BASS and CASS copper gradient indicated the greatest impact of "The Boathouse" on
copper concentration occurred in the surface soil, and decreased in intensity with depth.
Lead concentration in all three soil sites decreased with depth. For each soil site,
lead measured in the post-treatment samples was either less than or equal to the pre-
treatment data. The statistical analyses gave no indication of elevated lead in soil due to
the presence of "The Boathouse".
Zinc concentrations were elevated in the surface 2 cm of the BASS. The BASS
and CASS exhibited several zinc decreases with time, while the CSS experienced no such
changes, indicating that the zinc content at the BASS and CASS were influenced by "The
Boathouse".
Rain water Conclusions
The pH of the BA and CA rain samples decreased from 10.21 to 8.5 pH and 10.3
to 9.1 pH respectively, while the cement rain samples decreased from 9.5 to 8.6 pH
following seventeen months of block exposure.
The BA and CA rain samples were not statistically different. However, the pH of
the BA and CA rain samples were statistically greater than both the cement and blank rain
samples.
The measured decrease in pH with time for all three block types indicated that the
quantity of soluble alkaline salts available for leaching has diminished with each rainfall
event. Comparisons between all rain water samples showed that the BA and CA blocks
had a greater chemical contribution to the rain water pH than the control block.
59
-------
The calcium concentration in the cement rain water samples were statistically
greater than the BA, CA, and blank rain water samples,
No significant difference in cadmium concentration existed between the ash block
and blank rain water samples.
The concentration of copper in the BA and CA rain water samples were
statistically greater than the cement and blank rain water samples.
The statistical data exhibited leaching of copper from the ash blocks into the rain
water samples. The BA rain water samples leached more copper than the CA rain water
samples. The copper concentration in the CA rain samples significantly decreased with
respect to exposure time, indicating that the copper available for leaching from the CA
block declined.
The concentration of lead in the BA, CA, cement, and blank were not statistically
different.
Block Chemistry Conclusions
Substantial variations were measured in the block chemistry as a function of time.
Block fabrication was most likely responsible for this observation. The inability to blend
the blocks ingredients in consistent proportions resulted in the differences in the chemical
composition of the blocks.
Structural Conclusions
The compressive strengths of each block type revealed that the BA, CA and
control blocks increased with time.
The compressive strengths of the BA and control blocks were not statistically
different. The compressive strength of the CA blocks was statistically lower than the BA
60
-------
and control blocks. In all cases, the ash blocks exceeded the 6.9 MPa compressive
strength required by ASTM for load bearing construction quality cement blocks.
The percent permeable pore space of the BA and CA blocks ranged from 21.5 to
24.9% and 21.9 to 25.6% respectively, while the cement blocks ranged from 17.3 to 19.5
%. The BA and CA blocks were greater than the cement blocks, but no statistical
difference was observed between the BA and CA blocks.
Control blocks had the lowest porosity. Unexpected, however, was the
observation that the BA and CA block porosity's were not statistically different. The
percent absorption of the bottom and combined ash aggregates may have been similar
enough such that the heterogeneity of the aggregate samples, in concert with the other
aforementioned variables affecting porosity, caused the BA and CA block porosities to
overlap.
A linear regression and t-test performed on each of the three block types exhibited
that the BA blocks showed no significant change in pore space as a function of exposure
time. The CA blocks displayed a statistically significant decrease and the control blocks
exhibited an increase in porosity with time.
A determination of the significance of the slope of the best-fit line for specific
gravity revealed that the BA and control blocks statistically decreased with time, while the
CA blocks statistically increased.
The CA blocks displayed a positive slope for porosity and a negative slope for
specific gravity with time. The BA and control blocks exhibited positive slopes for
porosity and negative slopes for specific gravity with respect to time.
61
-------
SECTION 7
REFERENCES
Agency for Toxic Substances and Disease Registry (ATSDR), 1989a. Toxicological
Profile for Cadmium. ASTR/TP-88/08. U.S. Department of Health and Human
Services. Atlanta, Georgia: U.S. Public Health Service.
Agency for Toxic Substances and Disease Registry (ATSDR), 1990b. Toxicological
Profile for lead. ASTR/TP-88/17. U.S. Department of Health and Human
Services. Atlanta, Georgia: U.S. Public Health Service.
American Society for Testing and Materials C29-78. (1983). Annual Book
of ASTM Standards. Standard test method for unit weight and voids in aggregate.
ASTM designation C29-78. Section 4, construction, Volume 04.02 concrete and
mineral aggregates. American Society for Testing and Materials, Philadelphia, PA.
American Society for Testing and Materials C642 (1983). Annual Book of ASTM
Standards. Standard test method for specific gravity, absorption, and voids in
hardened concrete. ASTM designation C642. Section 4 construction, Volume
04.02, concrete and mineral aggregates. American Society for Testing and
Materials, Philadelphia, PA.
American Society for Testing and Materials (1978). Significance of Tests and Properties
of Concrete and Concrete-Making Materials. American Society for Testing and
Materials, Philadelphia, PA. pp. 262-272.
Breslin, V. T. (1994). Personal contact. Marine Sciences Research Center, SUNY Stony
Brook.
Breslin, V. T., Roethel F. J., and Schaeperkoetter. V. P. (1988). Physical and chemical
interaction of stabilized incineration residue with the marine environment. Marine
Pollution Bulletin. Volume 19, No. 11B. pp. 628-632.
Breslin, V. T., Roethel, F. I. (1989). Utilization of Stabilized Incineration Residues. In:
Procedures of the Seventh Annual Virginia Waste Management Conference. April
25-26,1989. Marriott Richmond Hotel Richmond, VA. pp. 219-229.
Browning, E., 1961. Toxicity of industrial metal. Butterworths, London, England, pp.
160-161.
62
-------
Camp, T.R. and R. Meserve (1974). Water and Its Impurities. Second Edition.
Downden, Hutchinson & Ross, Inc.Stroudsburg, PA. pp. 120-126.
Chen, K.P. and H. Wu, 1962. Epidemiological studies on blackfoot disease:!!: A study of
source of drinking water in relation to the disease. Jour. Formosa Med Assn 61-
611.
Cook, J. (197). Environmental Pollution By Heavy Metals. International Journal of
Environmental Studies. Gordon and Preach Science Publishers, Inc. and OPA
Ltd. United Kingdom. Volume 9, pp. 253-266.
Dissanayake, C.B., Weerasooriya, S.V. (1985). Chemistry of Tap Water in Sri Lanka--
Implications on Health. International Journal of Environmental Studies, Volume
27. Gordon and Breach, Science Publishers, Inc. United Kingdom, p. 137.
Elkins, H.B., (1959). The Chemistry of Industrial Toxicology. Second Edition. Wiley &
Sons, Inc. New York, NY. pp. 44-47.
Environmental Conservation Law of New York, Volume 2. Section 27.0704. (1983).
Gould Publications, Binghampton, NY. pp. 27-15 - 27-15.4.
Hines, A.L., Tushar, K.G., Loyalka, S.K., and Warder, R.C. (1993). Indoor Air Quality
and Control. PTR Prentice Hall. Englewood Cliffs, NJ. pp. 339.
Huff, J.E., Wassom, J.S. (1974). Health Hazards From Chemical Impurities: Chlorinated
Dibenzodioxins and Chlorinated Dibenzofurans. International Journal of
Environmental Studies. Volume 6. pp 13-17.
Long Island Regional Planning Board (1993). The Potential for Beneficial Use of Waste-
to-Energy Facility Ash. Hauppage, NY. pp. 4-1.
McKee, J.E., and H.W. Wolf, 1963. Water quality criteria. State Water Quality Control
Board, Sacramento California, Pub. 3-A.
National Academy of Sciences, 1972. Particulate Polycyclic Organic Matter, Committee
on the effects of Atmospheric Pollutants. National Academic Press., Washington,
D.C.
National Academy of Sciences, 1974a. Chromium. U.S. Government Printing Office,
Washington, D.C.
National Air Pollution Control Administration, (1968). Air Quality Data from the
National Air Sampling Networks, 1966. Durham, N.C.
63
-------
National Air Pollution Control Administration, (1968). Air Quality Criteria for Paniculate
Matter. National Air Pollution Control Administration, Washington, B.C.
Ndiokwere, C. L. (1985). The Dispersal of Arsenic, Chromium, and Copper From a
Wood Treatment Factory, and Their Effect on Soil, Vegetation and Crops.
International Journal of Environmental Studies. Volume 24. Gordon and Preach
Science Publishers, Inc. and OP A Ltd. United Kingdom, pp. 231-234.
Neville, A.M. (1990). Properties of Concrete. Third Editioji. John Wiley & Sons, Inc.,
New York, NY.
New York State Department of Health. (1986). Volatile Organics in Air. NYS Dept. of
Health, Wadsworth Laboratories, Albany, NY.
New York State Department of Health. (1989). Analysis of Ambient Air Using a PUF
(PolyurethaneFoam) Hivol Sample. NYS Dept. of Health, Wadsworth
Laboratories, Albany, NY.
NYS Department of Environmental Conservation (1993). 6 NYCRR Part 360, Solid
Waste Management Facilities. Revisions/Enhancements to New York State's Solid
Waste Management Facilities. NYS Department of Environmental Conservation.
Division of Solid Waste. Albany, NY. pp. 5-4.
Portland Cement Association (1975). Special Concretes, Mortars and Products. John
Wiley & Sons, Inc. New York, NY, 294 pp.
Qureshi, S.A., Saksena, A.B., Singh, V.P. (1979). Acute Toxicity of Some Heavy Metals
to Fish Food Organisms. International Journal of Environmental Studies. Volume
14. Gordon and Breach Science Publishers Inc. United Kingdom, pp. 325-327.
Roethel, F. J., Schaeperkoetter, V. P., Gregg, R. and Park, K. (1986). The Fixation of
Incineration Residues, MSRC Working Paper #26. Marine Sciences Research
Center, State University of New York, Stony Brook, NY.
Roethel, F. J. and V. T. Breslin, 1990. "The Environmental Effects Associated with a
Boathouse Constructed Using Blocks of Stabilized MSW Combustor Ash."
Marine Sciences Research Center, SUNY Stony Brook, NY.
Roethel, F. J. and V. T. Breslin, 1993. "Mobility of Dioxins, Furans and
Trace Metals From Stabilized MSW Combustor Ash in Seawater."
Marine Sciences Research Center, SUNY Stony Brook, NY.
Schubel, J. R. and H. A. Neal, 1985. Results and Conclusions of the
Municpal Solid Waste Poilcy Forum, November, 1985 at MSRC,
SUNY at Stony Brook, Stony Brook, NY. pp. 16.
64
-------
Shu, G.Y., Liu, J.C. (1994). Content and Fractionation of Heavy Metals in Soils of Two
Contaminated Sites In Taiwan. Environmental Progress. Volume 13 Number 2
New York, NY. pp. 89-93.
Singh, S.P. Rakipov, N.G. (1988). Effects of Cd, Cu, and Ni on Barley and Their
Removal From the Soil. International Journal of Environmental Studies. Volume
31. Gordon and Preach Science Publishers, Inc. andOPALtd. United Kingdom
pp. 291-295.
Smith, R.M, OKeefe, P.W., Aldous, K.M., Valente, H., Connor, S.P., Donnelly, RJ.
(1990). Chlorinated Dibenzofurans and Dioxins in Atmospheric Samples from
Cities in New York. Wadsworth Center for Laboratories and Research, NYS
Department of Health. Albany, N.Y. pp. 1502-1506.
Sokal, R.R., Rohlf, F.J.. (1981). Biometry, The Principles and Practice of Statistics in
Biological Research, Second Edition. W.H. Freeman and Company. San
Francisco, CA.
Stern, A.C., Boubel, R.W., Turner, D.B., Fox, D.L., (1984). Fundamentals of Air
Pollution. Second Edition. Academic Press, Inc. Orlando Fl. pp 530.
USEPA, (1981). Air quality Criteria for Particulate Matter and Sulfur Dioxides, Final
Draft. United States Environmental Protection Agency, Research Triangle Park,
NC.
United States Environmental Protection Agency. (1988). The Determination of Volatile
Organic Compounds (VOC's) in Ambient Air using Summa Passivated Canister
Sampling and Gas Chromatographic Analysis. Compendium Method TO-14.
Quality Assurance Division, Environmental Monitoring Systems Laboratory
USEPA, Research Triangle Park, NC.
United States Environmental Protection Agency. (1976). Quality Criteria For Water
USEPA, Washington, D.C. 20460
United States Environmental Protection Agency. (1990). Characterization of municipal
waste combustor ash, ash extracts, and leachates. EPA 530-SW-90-029A
USEPA, Washington, D.C. 20460
Van der Sloot, H.A., Woodhead, P.M.J., Hockley, D., and Roethel, F.J. (1991). The
Long-Term Behavior of StabeUzed Coal Ash In the Sea. Proceedings: Ninth
International Ash Use Symposium. Volume 2: Stabilization and Aquatic Uses.
American Coal Ash Association. Washington, D.C. pp. 53.
65
-------
Waste Management Institute (WMI). (1990). Work/Quality Assurance Project Plan for
Boathouse Incineration Ash Block Demonstration Program. Waste Management
Institute, MArine Sciences Research Center, State University of New York, Stony
Brook, New York 11794-5000.
66
-------
APPENDIX A
Supplemental Analytical Data
67
-------
Table A-l AAS Analytical Techniques and Matrix Modifers
Metal
Ag
As
Ba
Cr
Pb
Se
Cd
Cd
Al
Ca
Cu
Cr
Fe
K
Mg
Mn
Na
Ni
Pb
Si
Zn
Hg
AAS Technique
Furnace
Furnace
Furnace
Furnace
Furnace
Furnace
Furnace
Air/Acetylene
N2O/Acetylene
N2O/Acetylene
Air/Acetylene
Air/Acetylene
Air/Acetylene
Air/Acetylene
Air/Acetylene
Air/Acetylene
Air/Acetylene
Air/Acetylene
Air/Acetylene
N2O/Acetylene
Air/Acetylene
Cold Vapor
Modifier
PO4
Ni
Mg(N03)2
Mg(N03)2
Ni
P04/Mg(N03)2
o.5% La
0.1% Na
0.5% La
0.1% K
68
-------
Table A-2. PCDD/PCDF toxicity factors.
Analyte
2378 TCDD
12378 PCDD
123678 HxCDD
12379 HxCDD
123478 HxCDD
1234678 HpCDD
12346789 OCDD
2347 TCPF
12378 PCDF
23478 PCDF
123478 HxCDF
123678 HxCDF
234678 HxCDF
123789 Hx CDF
1234678 HpCDF
12346789 OCDF
OTHER TCDD
OTHER PCDD
OTHER HxCDD
OTHER HpCDD
OTHER TCDF
OTHER PCDF
OTHER HxCDF
OTHER HpCDF
Toxicitv Factor
1
0.5
0.04
0.04
0.04
0.001
0
0.1
0.1
0.1
0.01
0.01
0.01
0.01
0.001
0
0.01
0.005
0.0004
0.00001
0.001
0.001
0.0001
0.00001
69
-------
APPENDIX B
Soil Concentrations
70
-------
Table B-l. Soil calcium concentrations.
Treatment
Bottom
ash
Combined
ash
Control
site
Soil
Depth
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
Post-Construction Concentrations Gtg/g)
May-92
7600
(820)
710
(125)
360
(220)
230
(40)
5900
(910)
775
(140)
800
(590)
405
(80)
280
(60)
170
(40)
130
(20)
220
(90)
Sep-92
3200
(315)
305
(20)
200
(55)
200
(25)
6000
(2450)
390
(410)
305
(70)
315
(115)
380
(50)
200
(40)
250
(20)
170
(10)
Jan-93
1340
(125)
180
(25)
245
(155)
200
(20)
7300
(580)
375
(40)
340
(40)
345
(25)
340
(20)
410
(60)
100
(60)
50
(20)
May-93
9550
(1430)
455
(50)
340
(40)
300
(90)
725
(50)
255
(40)
290
(40)
280
(100)
360
(70)
420
(40)
270
(50)
170
(60)
Sep-93
23150
(15650)
940
(1060)
245
(65)
200
(45)
540
(15)
180
(20)
205
(40)
185
(75)
250
(20)
270
(40)
180
(40)
110
(10)
Apr-94
2660
(1360)
610
(290)
211
(52)
160
(40)
297
(205)
250
(150)
170
(150)
148
(83)
248
(34)
105
(15)
109
(27)
96
(38)
Bracketed numbers indicate standard deviations
71
-------
Table B-2. Soil cadmium concentrations
Treatment
Bottom
ash
Combined
ash
Control
site
Soil
Depth
2 cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
Pre-Construction
Feb-87 Jun-87 Oct-88
<0.01 0.03 0.03
(0.01) (0.01)
Not analyzed
Not analyzed
<0.01 0.01 0.03
(0.01)
0.02 0.05 0.24
(0.01) (0.04) (0.02)
Not analyzed
Not analyzed
0.04 0.05 0.03
(0.01) (0.04) (0.01)
<0.01 0.08 0.06
(0.01) (0.06)
Not analyzed
Not analyzed
<0.01 0.11 0.02
(0.03) (0.01)
Post-Construction Concentrations (/tg/g)
May-92 Sep-92 Jan-93 May-93 Sep-93 Apr-94
0.45 0.445 0.24 0.40 0.35 0.19
(0.14) (0.25) (0.10) (0.17) (0.12) (0.04)
0.47 0.17 iO.18 0.35 0.49 0.11
(0.26) (0.05) (0.16) (0.17) (0.11) (0.05)
0.42 0.27 1.16 0.55 0.54 0.08
(0.33) (0.22) (1.29) (0.33) (0.28) (0.03)
0.17 0.19 0.08 0.30 0.58 0.04
(0.10) (0.15) (0.05) (0.23) (0.38) (0.02)
0.77 0.405 0.395 0.42 0.735 0.14
(0.40) (0.28) (0.09) (0.11) (0.23) (0.07)
0.73 0.14 0.12 0.38 0.49 0.12
J0.43) (0.09) (0.09) (0.19) (0.37) (0.07)
0.22 0.15 0.21 0.36 0.47 0.09
(0.10) (0.09) (0.10) (0.22) (0.28) (0.05)
0.33 0.49 0.1 0.42 0.47 0.22
(0.11) (0.45) (0.04) (0.26) (0.23) (0.31)
0.67 0.17 0.11 0.28 0.52 0.90
(1.04) (0.04) (0.03) (0.11) (0.30) (0.02)
0.13 0.21 0.11 0.37 0.67 0.24
(0.15) (0.03) (0.10) (0.03) (0.50) (0.11)
0.06 0.91 0.12 0.33 0.60 0.06
(0.00) (1.09) (0.05) (0.18) (0.42) (0.04)
0.22 0.30 0.19 0.35 0.78 0.04
(0.21) (0.08) (0.08) (0.07) (0.36) (0.01)
Bracketed numbers indicate standard deviations
72
-------
Table B-3. Soil copper concentrations.
Treatment
Bottom
ash
Combined
ash
Control
site
Soil
Depth
2cm
8 cm
14cm
20cm
2cm
8cm
14 cm
20cm
2cm
8 cm
14cm
20cm
Pre-Coastniction
Feb-87 Jun-87 Oct-88
8.6 17.4 6.5
(2.9) (0.1) (0.3)
Not analyzed
Not analyzed
6.3 5.8 6.8
(0.2) (0.2) (0.3)
6.1 5.8 7.1
(0.1) (0.6) (1.2)
Not analyzed
Not analyzed
6.0 3.5 6.8
(0.3) (0.2) (1.3)
6.5 6.6 7.3
(0.9) (0.3) (0.6)
Not analyzed
Not analyzed
4.3 4.2 4.3
(0.3) (0.1) (0.1)
Post-Construction Concentrations (»a/g)
May-92 Sep-92 Jan-93 Mav-93 Seo-93 Anr-94
24.1 21.9 15.5 25.2 50 10.4
(12.1) (0.4) (3.2) (3.3) (70.0) (3.2)
24.5 10.3 -9.5 11.8 7.1 4.8
(27.8) (0.7) (0.9) (0.9) (1.0) (1.0)
8.2 10.1 9.8 12.7 6.1 4.3
(1.7) (1.6) (2.1) (2.6) (1.2) (1.0)
13.7 9.7 9.25 12.1 7 4.8
(10.1) (0.2) (0.6) (0.8) (0.3) (0.9}
25.0 24.6 50 23.8 18.9 8.8
(4.2) (12.7) (37.4) (14.1) (5.0) (5.2)
23.0 10.15 8.7 14.75 9.2 6.2
(9.6) (0.3) (0.8) (1.1) (1.4) (2.5)
25.1 10.0 8.1 13 9.7 4.4
(23.2) (0.6) (0.5) (0.7) (2.2) (4.8)
12.7 10.1 7.4 13 9.25 5.4
(5.5) (2.4) (0.3) (1.8) (1.9) (4.1)
10.8 9.5 7.9 14.9 8.3 5.8
(3.2) (1.2) (0.5) (3.4) (0.6) (1.7)
9.3 11.2 8.7 16.0 9.3 6.3
(1.8) (0.9) (0.5) (6.8) (0.7) (1.0)
8.8 10.5 6.9 12.5 9.3 4.8
(0.8) (1.1) (0.6) (0.5) (4.3) (1.0)
19.9 8.5 6.7 11.9 5.6 3.3
(21.0) (1.3) (0.2) (2.5) (0.6) (1.0)
Bracketed numbers indicate standard deviations
73
-------
Table B-4. Soil lead concentrations
Treatment
Bottom
ash
Combined
ash
Control
site
Soil
Depth
2cm
8 cm
14cm
20cm
2cm
8 cm
14cm
20cm
2cm
8cm
14cm
20cm
Pre-Construction
Feb-87 Jua-87 Oct-88
13.0 11.0 6.7
(6.2) (0.6) (0.5)
Not analyzed
Not analyzed
7.9 11.0 8.0
(0.2) (2.7) (0.4)
7.1 7.0 7.5
(0.8) (1.0) (0.9)
Not analyzed
Not analyzed
9.9 9.0 6.0
(0.2) (0.1) (0.3)
36.0 40.0 21.0
(3.9) (3.3) (1.6)
Not analyzed
Not analyzed
21.0 19.0 6.4
(1.3) (0.1) (0.2)
Post-Construction Concentrations (/tg/g)
May-92 Sep-92 Jan-93 May-93 Sep-93 Apr-94
18.9 20.3 9.1 14.2 8.6 17.5
(1.5) (18.8) (4.0) (2.9) (5.8) (6.2)
26.1 2.8 ^4.2 10.3 8.3 8.6
(20.4) (0.8) (1.9) (3.1) (2.3) (2.8)
7.5 5.3 6.9 4.4 6.7 6.2
(4.8) (1.2) (3.8) (1.6) (1.0) (1.5)
7 3.6 6.2 5.8 7.1 6.2
(3.5) (2.8) (1.6) (1.9) (2.6) (1.0)
18.8 10.8 20.6 6.7 8.4 7.2
(7.8) (2.2) (8.7) (2.2) (4.3) (2.3)
4.7 6.0 4.5 6.3 9.8 7.6
(2.3) (1.1) (1.8) (0.9) (8.8) (1.6)
11.6 1.8 4.5 9.3 13.1 9.1
(15.3) (1.0) (2.1) (1.2) (9.0) (2.6)
3.6 2.9 3.95 6.15 8.4 4.5
(1.4) (1.8) (1.7) (1.4) (6.5) (1.0)
16.1 20.3 15.3 14.5 9.4 23.7
(8.2) (0.3) (12.2) (3.0) (8.4) (1.1)
12.1 16.1 13.6 12.5 20.9 14.2
(4.0) (0.7) (1.0) (1.3) (5.9) (0.5)
5.6 8.8 9.5 11.7 7.7 9.3
(1.9) (1.5) (0.8) (2.2) (4.9) (0.3)
6.0 5.8 4.6 6.8 6.8 6.0
(6.2) (0.8) (4.4) (0.2) (3.4) (0.8)
Bracketed numbers indicate standard deviations
74
-------
Table B-5. Soil zinc concentrations.
Treatment
Bottom
ash
Combined
ash
Control
site
Soil
Depth
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
2cm
8cm
14cm
20cm
Pre-Construction
Feb-87 Jun-87 Oct-88
17.0 17.0 19.0
(0.4) (1.3) (0.9)
Not analyzed
Not analyzed
18.0 17.0 18.0
(4.3) (0.4) (1.2)
17.0 13.0 55.0
(3.3) (1.6) (3.8)
Not analyzed
Not analyzed
15.0 16.0 19.0
(0.5) (2.1) (0.4)
20.0 23.0 20.0
(1.3) (1.0) (1.4)
Not analyzed
Not analyzed
15.0 16.0 14.0
(1.3 (1.1) (0.4)
Post-Construction Concentrations (ue/e)
May-92 Sep-92 Jan-93 May-93 Ser>93 Aur-94
85.1 50.7 76.4 76.2 43.7 53.0
(10.6) (2.7) (22.0) (12.7) (12.5) (199)
20.2 22.8 16.1 23.3 7.85 21.1
(3.5) (4.1) (0.2) (6.4) (12.2) (8.3)
24.3 17.3 16.7 20.0 4.2 18.3
(18.7) (2.0) (0.9) (5.2) (10.6) (49)
33.4 20.1 37.4 23.7 10.4 16.5
(31.1) (2.0) (40.4) (3.2) (11.0) (26)
57.5 69.7 40.2 35.1 24.8 7.2
(7.3) (42.8) (4.1) (3.7) (19.7) (23)
37.6 13.5 18.7 20.2 12.5 17.8
(10.2) (3.5) (0.6) (5.7) (13.1) (4. 1)
25.5 14.2 20.0 22.0 17.9 14.0
(5.6) (4.8) (4.2) (2.8) (9.0) (4.6)
18.6 15.1 16.5 20.5 13.8 17.0
(3.0) (2.8) (2.6) (5.9) (11.0) (54)
21.1 28.7 20.0 24.4 17.1 21.7
(3.3) (2.8) (0.4) (4.8) (12.7) (0.7)
18.6 31.2 23.0 18.8 14.2 18.2
(3.8) (2.5) (2.8) (6.7) (9.3) (2 1)
13.7 29.4 12.6 25.8 13.5 14.8
(1.6) (8.7) (1.3) (7.2) (18.6) (0.07)
15.1 20.9 10.8 19.4 11.1 12.5
(5.5) (2.5) (1.4) (3.3) (6.3) (0.7)
Bracketed numbers indicate standard deviations
75
-------
-------
-------
-------
-------
m
Tl
>
S>
o
o
5
cb
01
IV)
CD
11
S: 03
—
"
CO
CD
o
5"
Q-
z m c
S. < 2-
6' =t' CD
3 O Q.
S-i co
„,.-, 23 f-+-
-0 CD P
-
O ®
>< 3
CQ
o
Tl
O
03
>DD
TJ
m
^ mrn r-
p •
O
aim
TJ
------- |