Pollution Of Subsurface Water By Sanitary Landfills

-------
                                  - 16 -
on the laboratory floor.
     Leachate collection  was facilitated by using an inverted pyramid-
shaped trough (Fig.  2) which was located in the bottom of the tank and
was constructed of low carbon steel  covered with fiberglass.   The side
slopes of the trough were 1  on 1, and positioned at its apex was  a 1/4-
inch stainless steel pipe for leachate removal    The interior of the trough
was filled with Ottawa sand  and glass beads sized and arranged as shown in
Figure 3.  The sizes of the  sand and beads were selected to permit free
passage of leachate.  The total height of the trough was three feet, which
reduced the effective interior tank height to ten feet.

     Environmental System
          Bottom Air Temperature Control
               The air space beneath the trough was maintained at a tempera-
ture of 57.2°F.  This temperature was equivalent to the average yearly  soil
temperature at a depth of ten feet below the ground surface in southeastern
Pennsylvania.  A schematic of the cooling system is shown in Figure 4,
section B-B.  A section through the air space is shown in Figure 1.
          Top Air Temperature Control
               Air temperature above the landfill was changed monthly to
conform with the average monthly air temperatures in southeastern Pennsylvania,
The average monthly air temperatures are listed in Table 1.  Two systems
were used to control this temperature.
               The first system consisted of a controlled temperature air
sweep which passed directly over the free surface of the cover soil.  This
system is shown in schematic in Figure 4, section A-A in the cross-section

-------
- 17 -

-------
               air
               circulation
           Section A-A  upper system
                 L
           air
           conditioner
                                               blower
   blower
air
conditione
f
                                                     Ly si meter
             Section B-B lower system
       DETAILS  OF AIR  CIRCULATION  SYSTEM
                         Fig. 4

-------
                               - 20 -
                             TABLE 1
         Environmental Data for Southeastern Pennsylvania
                Average Monthly Air Temperatures
                Month

                January
                February
                March
                April
                Hay
                June
                July
                August
                September
                October
                November
                December
    Temperature  F

        33.4
        33.8
        41
        52.
        62.
        71
        76.0
        74.3
        67.6
        56.6
        45.1
        35.1
           Average Monthly Water Available for  Infiltration
           Month

           January
           February
           March
           Apri 1
           May
           June
           July
           August
           September
           October
           November
           December
P-ET (inches)*
    ,40
    ,95
    ,40
    ,66
    ,18
    ,18
    ,85
    .28
    .21
    .89
   2.78
   3.03
 3
 2
 3
 1

-1
-1
Gal./month**

   76,306
   66,207
   76,306
   37,255
    4,040
        0
        0
    6,284
    4,713
   19,974
   62,392
   68,002
 *Precipitation minus Evapotranspiration.

**Gallons per month on a 36-square-foot area.  Water is added weekly.

-------
                                   -  21  -
through the tank (Fig. 1).  Early in the operation of the lysimeter, it was
found that the air sweep across the soil introduced a small  (a difference
of less than one inch of water) positive pressure in the voids of the
refuse.  While the presence of this pressure presented no serious system
function problem, it was believed that it might affect gas movement
within and out of the refuse.   To eliminate the problem of positive air
pressure, a system using cooling water circulating through 300 feet of
1/2-inch Tygon tubing was developed.  This system is shown in cross-section
in Figure 5 and in schematic in Figure 6.  Cooling water was pumped through
the tubing at the rate of 1 1/2 gallons per minute and its temperature was
controlled by an immersible cooling coil placed in a 55-gallon tank.  It
was possible to place this system directly on the top of the free soil
surface due to refuse settlement (see section on compaction).   This system
and the original air system which was separated from the soil  surface by
a sealed steel plate interacted effectively in maintaining air temperatures
above the soil surface.
          Hater Application System
               Distilled water was added to the top of the soil  cover,  when
needed, on a weekly basis.  The water added represented the  excess of
precipitation over evapotranspiration for southeastern Pennsylvania.  The
The quantities applied are given in Table 1.  The water was  distributed
over the soil  surface by means of 1 1/4-inch rigid plastic pipe  with
1/16-inch diameter holes drilled in the top.  The pipe system was gravity
fed from outside the tank under a head of three feet.  Using this system,
the water "rained" lightly on  the soil surface.

-------
                                - 22 -
                                        Baffles.
  Air outlet
Tyqqn
 tubing.
-30.4 settlement
  Oct.1,1967 to
  March 1,1968.
                         FRONT
                                                   Plywood enclosure.

                                                   Fiberglass insulation.

                                                   -Steel tank.

                                                   Baffles.

                                                   •Vo'tygon tubing.


                                                   Water distribution pipe.
                         SIDE
               LYSIMETER COOLING SYSTEM (MODIFIED)
                to simulate environmental temperature.
                                  Fig 5

-------
- 23 -
port able
cooler
fiberglass
insulation
mixer

cooling
coil
/tygon
tubing

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SCHEMATIC - WATER COOLIIMG SYSTEM
fig
-------
Insulation
Minimizing of heat exchange through the lysimeter's vertical walls
was most essential to its use as a simulator of the center of a landfill.
To control heat exchange, the vertical walls of the lysimeter were completely
insulated (Fig. 1). Two inches of urethane insulation board, six inches of
fiberglass insulation, stagnant air pockets and heating tapes were used.
Heat Flow into the Lysimeter
Movement of heat into the lysimeter, when internal tempera-
tures were less than laboratory temperatures, v/as minimized by the combination
of urethane insulation board, fiberglass insulation and stagnant air pockets.
Heat Flow out of the Lysimeter
Flow of heat out of the lysimeter was controlled by the same
insulation system mentioned in the previous section, and heating tapes
located in the stagnant air pockets (Fig. 1). The heating tapes were
energized by thermistor-activated controllers which supplied power. These
bands of "active" insulation covered one-foot segments at the top and bottom
of the refuse zone and three two-foot intermediate zones. Each zone had
its own controller and functioned independently of the others. The use of
zoning permitted control of heat outflow at each level. Local control was
necessary when temperatures inside the lysimeter were not constant vertically.
When the laboratory temperatures were higher than the interior
temperatures, at any level, the tapes did not heat the stagnant air pockets.
However, when the temperature at a particular level in the lysimeter was
greater than the laboratory temperatures by at least 1°F, the corresponding
tape was turned on by the controller. Power to heat the tapes was supplied
-------
- 2S -
in an amount proportional to the temoerature difference, but at a rate so as

to minimize overshooting of the desired temperature. The tapes were

turned on until the difference between the internal temperature, at any level,

and the corresponding stagnant air space temnerature was less than 1°F.

When a difference of 1°F or less was reached, the taoes were inactivated.

In addition to the controlling thermistors, an auxiliary set of

thermistors were used to monitor the behavior of the heating tapes. Loca-

tion of a typical set of thermistors and a schematic of the controller are

shown in Figure 7.

Instrtimentation and Sampling

Three major parameters were monitored: temperatures, gases, and

quantity and composition of the leachate.

Temperatures

An automatic scanning-printing system using thermistors and a

digital thermometer was used to monitor temperatures. Temperatures were

measured at seven locations inside the lysimeter and at two exterior locations,

Thermistor locations, at time of fill placement, are shown in Figure 8. The

thermistors monitored temperatures in the air space above the soil cover, at

the air-soil cover interface, at the soil cover-refuse interface, at 1, 3,

5 and 7 feet below the top of the refuse, at the refuse-Ottawa sand inter-

face, in the bottom air sweep and at two locations outside the tank.

Initially, temperatures were recorded every hour, but the

system was changed over to a four-hour record time after the temperature

changes ceased being highly transient.
-------
- 26 -
Atkins
thermistors
heating bands
temperature
controller
Athena
thermistors
gas sampling
tube
HEATING CONTROL SYSTEM
Fig 7
-------
'12
10
15
8
11
O
THERMISTOR LOCATION
Fig 8
-------
- 28 -
Gas Samples

Gases were sampled at five different locations in the tank.

The sampling positions, which are shown in Figure 1, were the sampling ports

on the side of the tank at depths of 3, 5, 7 and 9 feet below the top soil

surface (as initially placed) and in the air space above the cover soil

surface, but below the steel coverplate. Side samples were taken through

1/2-inch diameter Tygon tubing which ran from the center of the lysimeter

through ports on the side of the tank. To sample the air above the soil

cover, a 1/8-inch diameter tube was temporarily disconnected from a wet gas

meter (the wet gas meter was used to maintain atmospheric pressure). After

sampling, the air space was purged to maintain "atmospheric" conditions.

Gas samples were taken three times a week and analyzed for

the gases listed in Table 2. The sampling techniques and analytical pro-

cedures are described in Appendix 1.

Leachate

Leachate, when available, was collected in the bottom trough

and removed throuqh the drain once a week. The analyses performed on the

leachate are listed in Table 2. Analytical procedures are described in

Appendix 1. Leachate quantity was also measured.

Refuse PI acement

Materials

The refuse composition was patterned after the analysis of

Kaiser (10) and at placement had the composition listed in Table 3.

The refuse was sized so as to minimize size influence. Card-

board pieces were not larger than one foot square. Small pieces of metal
-------
TABLE 2
List of Liquid and Gas Sample Analyses
pH
Hardness
Dissolved oxygen
Phosphate
Chloride
Sodium
Suspended solids
Total residue (total dissolved solids)
Nitrogen (ammonia, organic)
Nitrate
Chemical oxygen demand
Biological oxygen demand
Iron
Zinc
Copper
Nickel
Sulfate
Gas

Carbon dioxide
Oxygen
Nitrogen
Methane (Total Hydrocarbons)
Hydrogen sulfide
Carbon monoxide
-------

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31 -
and unrolled cans were used to eliminate compaction and placement problems

due to arching and larae voids. Other paner products, glass, plastics, etc.

were also sized to prevent their having an unrealistic influence on lysimeter

functioning.

Compaction

A procedure was developed for external compaction, since it

was not possible to compact the refuse within the lysimeter. The general

scheme consisted of filling (with a mixture of prepared refuse) six foot

by three foot by two foot wooden boxes which had a trap door bottom

(Fig. 9). The refuse components were premixed by hand prior to placement.

The refuse was then compressed in the box in the steel frame, shown in

Figure 10, by using a steel coverplate loaded by the hydraulic jack. The

frame was designed to facilitate insertion and removal of the refuse boxes.

The refuse was compacted until the original height of two

feet had decreased to one foot for a compaction ratio of 2:1. The 2:1

compaction ratio occurred when the unit pressure on the refuse was approxi-

mately six pounds per square inch. As discussed elsewhere (11), use of the

2:1 compaction ratio criteria did not prove entirely satisfactory. Upon

release of the compaction pressure, a rebound of approximately two inches

occurred. At the compaction ratio of 2:1, a dry density at placement of

approximately 327 Ibs/yd was obtained.

After compaction in the frame, each load was placed in the

tank by means of an overhead crane. Eight one-foot layers of compacted

material were required to fill the tank to the desired refuse height. Each

layer required two loads for a total of sixteen compactions. To place the

refuse, the loading box was first positioned so that the bottom trap door

rested on previously placed material. Then, the end straps (Fig. 10) were
-------
- 32 -
Overhead
crane
Steel cables
1 inch
plywood
LOADING BOX
2*4 wood beams
Steel
corners
& hinges.
Closed View

connectors
-JL,
doors closed
Fig 9
-------
Structural steel frame
2 permanent
steel plate
!/2" walls.
2 adjustable
and removable
]/2'steel plate walls
adjusting bolts.
hose to
hydraulic
pump.
1 inch
steel
plate base
REFUSE COMPACTION FRAME
Fig 10
-------
- 34 -
removed and the box raised to allow the doors to open. This procedure
permitted the compaction material to be deposited with minimum disturbance.
All voids, corners, etc., were hand filled to insure elimination of any
large channels.
After placement, the refuse was covered with two feet of soil
taken from the field site (described in the next section). The soil was
hand tamped into position, and at placement, had a density of 110 Ibs/ft .
The total weight of the soil cover resulted in approximately
2
1 1/2 Ibs/in of contact pressure on the refuse. The immediate settlement
produced a refuse dry density of 378 Ibs/yd . This refuse surface settle-
ment was approximately equal to the sum of the individual rebounds
(16 inches) that occurred after each compaction. It was less than the
total of the rebounds since during the loading of the tank, each refuse
layer caused some recompression of underlying layers.

Photographs
Photographs of the lysimeter and its installation are given in
Appendix 2.

FIELD SANITARY LANDFILL FACILITY
During the planning stages of this study, several existing landfills
were evaluated for their potential use. The primary reason for acceptance
of the site utilized was the fact that it was a new landfill, which could
be studied from time of initial placement. Other factors which were
weighed in the final determination were the quality of the proposed land-
filling operation, the natural terrain of the site, the proximity to Drexel,
and the site location relative to existing human habitation. Specific
-------
- 35 -
reasons for selection of this site, relative to ground water and site
geology, are enumerated in the section on location.

Location
The test site was a portion of the southeastern Chester County
Sanitary Landfill located in Kennett Township, Chester County, Pennsylvania
at the intersection of North Walnut Street and Route #1 Bypass (Fig. 11).
It was immediately north of Kennett Square, Pennsylvania and was bordered on the
west by the east Branch of the Red Clay Creek.
The test site was selected for the following reasons:
1. The site was underlain by metamorphic bedrock: the geologic
materials were typical of those which extend from Washington, D. C. to
Boston, Massachusetts.
2. The test site was located in a new landfill: the use of a virgin
site permitted the obtaining of background chemical and physical data for
both soil and water, which did not reflect any landfill pollution.
3. The test site was well above ground water: the soils and saprolite
(weathered bedrock) were deep and well drained.

C1imate Conditions
The field installation was located in the semi-humid northeastern
part of the United States. Thirty-year monthly average precipitation and
temperature data are given in Table 4.

Geology - Soils
Regional Geology
The southeastern Pennsylvania region is largely underlain by
-------
G H ,;
/
FIG
^5 1 - ,;,oO

KENNETT SQUARE QUADRANGLE
Pt NNSYLVANiA- DELAWARE
7 •=" MINUTE SERIES (TOPOGRAPHIC i
i>W 4 WtSl CHFoTtK 15' GJADXANGLE
-------
TABLE 4

Thirty Year Average Precipitation and Temperature Data for Wilmington, Delaware

Thirty Year Average Precipitation

Month Inches

January 3.40
February 2.95
March 4.02
April 3.33
May 3.53
June 4.07
July 4.25
August 5.59
September 3.95
October 2.91
November 3.53
December 3.03

Total 44.56
Thirty Year Average Maximum and Minimum Temperatures

Month Maximum Minimum Average

January
February
March
April
May
June
July
August
September
October
November
December

Annual

Source: Department of Commerce, Weather Bureau
41.3
42.4
50.5
62.5
73.4
81.8
86.2
84.2
77.9
67.3
55.1
43.5
63.8
25.2
25.2
32.0
41.6
52.0
61.0
65.8
64.3
57.3
45.9
35.7
26.7
44.4
33.4
33.8
41.3
52.1
62.7
71.4
76.0
74.3
67.6
56.6
45.4
35.1
54.1
-------
- 38 -
the Wissahicken schist formation (Lower Paleozoic Age), granite gneiss and
gabbroic gneiss and gabbro (Precambrian Age). These metamorphic rocks under-
lie the metropolitan region from Washington, D. C. to Boston, Massachusetts.
These rocks are extensively faulted and have similar hydrogeologic character-
istics. Bedrock is usually deeply weathered and highly decomposed resulting
in a thick saprolite zone. The most common soils that develop in material
weathered from this rock type belong to the Glenville, Chester, Glenelg and
Worsham series.
The Glenelg series consists of moderately deep, well drained soils
of uplands. The soils have moderate permeability and are better drained
than the Glenville series. The Chester series consists of soils deep and
well drained with moderate to moderately rapid permeability.
The Glenville series consists of deep, moderately well drained
soils. They are on concave areas in the uplands and around the heads of
streams, where the water table is high in the soil for long periods. Their
permeability is moderately low.
The Worsham series consists of deep poorly drained soils of
uplands. They have low permeability and are water-logged most of the time.
They occur around seeps fed by springs at the heads of streams, along small
streams, in slight depressions and along areas at the base of slopes.
Ground water is under water table conditions flowing from topo-
graphic highs to lows. The source of this ground water is rainfall that has
infiltrated locally to recharge the ground water aquifers.
Site Geology
The site consists of a northeast, southwest drained topo-
graphic high with a range in elevation from 320 feet to 380 feet above mean
-------
- 39 -
sea level. The map location for this site is 11.5 inches west and 3.75 inches
south of the northeast corner of the Kennett Square, Pennsylvania - Delaware
7 1/2 minute quadrangle. The portion of the quadrangle relative to this
study is shown in Figure 11.
Ten soil identification pits were dug during the initial
site investigation. Soil in these pits varied from 35 inches to 61 inches in
depth overlying saprolite, a highly weathered bedrock. The general soil
conditions consist of the Glenville and Worsham soils located below the 350
foot contour line and the Glenelg and Chester soil located above this ele-
vation. The granite gneiss underlying the site is largely deeply weathered,
micaceous, friable to compact, fine to medium bedded, has iron staining on
joints and bedding planes, and is locally quartz-rich. Depth of bedrock is
generally shallower on the crest of the topographic high.
A detailed description of two of the soil identification pits
is adequate for the site. The approximate locations of these soil identifica-
tion pits are indicated in Figure 12. The descriptions for these pits are
given in Tables 5 and 6.
The direction of ground-water movement beneath most of the
site is toward the southwest where it discharges into an unnamed tributary
of the East Branch of the Red Clay Creek.
At the extreme northern edge of the site, ground-water move-
ment is toward the highway cut for U. S. Route #1 Bypass. Ground-water move-
ment at the western end of the site is toward the west to the East Branch
Red Clay Creek, which flows in a southern direction. Two reservoirs for
the Kennett Square water supply are present at the west end of the site
between the stream and the landfill site. They are approximately 10 feet
above the stream level and are hydrologically isolated from the ground water
-------
TOPOGRAPHIC MAP OF KENNETT SQUARE LANDFILLSTTE
FIGURE 12
-------
TABLE 5
Test Pit No. 10
HORIZON DESCRIPTION
0-13 AP Dark-grayish brown silt loam, weak, fine and
medium granular structure. Very friable.
Non-sticky, non-plastic when wet, abrupt lower
boundary. Range 10 inches to 15 inches.

13 - 20 B21 Strong (silt loam). Brown in color. Moderate
medium - sub-angular blocky. Friable - non-
sticky, non-plastic, granular wavy lower boundary.
Thickness ranges from 5 inches to 9 inches.

20 - 25 B22 Yellowish brown loam, partial clay films, weak
sub-angular blocky structure. Clear wavy lower
boundary. Thickness ranges from 3 inches to
8 inches.

25 - 36 B3 Strong brown and yellowish brown loam, weak
platy structure. Friable, non-sticky, non-
plastic gradual wavy lower boundary. Thickness
ranges from 10 inches to 16 inches.

36-60 C Saprolite, very micaceous (biotite), dark gray/
black, weathered to orange brown. Thin stringers
of white micaceous deeply weathered feldspar.
Gneissic bedding.

60 - 148 Deeply weathered, slightly micaceous saprolite.
White, yellowish brown and manqanese staining
on bedding planes and joint surfaces. Saprolite
is primarily a slightly micaceous feldspar with
varyina amounts of guartz. Clear quartz veins
common. Weathered rock is incoherent to
slightly coherent. Joints are closed.
N60E - 315 feet.
-------
TABLE 6
Test Pit Mo. 5
DEPTH (inches) HORIZON

0-9 AP

9 - 18 B21

18 - 25 B22

25 - 35 B3

35 - 88 C

35 - 44

44-49

49 - Rock
Bedrock - Hole
Depth, 120 inches
DESCRIPTION
Dark grayish brown loam, very friable, non-sticky,
non-plastic, abrupt smooth lower bound. Range
8 inches to 10 inches.

Brown loam, very friable, weak sub-angular.
Blocky structure, partial clay films, friable,
non-sticky, non-plastic, 20 percent coarse
fragments. Range t 2 inches, 7 inches to 11 inches.

Dark brown loam, friable, non-sticky, non-
plastic, few clay films. Twenty percent coarse
fragments lower bound. Abrupt, wavy. Range
5 inches to 9 inches, gradual wavy.

Brown sandy loam, friable. Ten percent coarse
fragments lower bound. Abrupt, wavy, non-
sticky, non-plastic.

Lightgray, yellow brown and brown saprolite.
Sandy. Range 60 inches to 88 inches at rock.

Deeply weathered granite gneiss, slightly micac-
eous, white, orange brown staining on bedding
plane. Friable, scattered quartz veins.

Deep brown, very micaceous gneiss, deeply
weathered, friable to compact.

Saprolite, brown micaceous to very micaceous.
Friable to compact, deeply weathered, long
bedding planes.

Granite gneiss, slightly micaceous, white to
light gray, weathered along joints, fine to
medium bedded. Thin quartz veins, thin zones
of deeply decomposed rock, no open jqints or
bedding planes.
53 degrees South - North 60 East.
-------
flow system. Southwestward drainage is present approximately 1/4 mile south
of the site. The confluence of the unnamed tributary and East Branch Red
Clay Creek is near the southwest corner of the site in the headwaters region
of the creek.
There is one well, approximately 80 feet deep, in the vicinity
of the landfill. It is located 321 feet east of the test landfill at a private
residence. At this distance and location, it does not have any influence on
the direction of ground water movement at the test landfill.
Test Pit Geology
The location of the test landfill is shown in Figure 13.
The predominant soil type is a strong brown silt loam which is blocky, friable
when moist, non-sticky and non-plastic when dry. It is of the Chester series
marginal with Glenelg series. The bulk density of this soil falls within the
range of 1.19 to 1.59. The averaqe moisture held at 40 mm. tension is
approximately 25 percent by weight. The permeability of these soils varies
between 1.84 and 30xlO~ cm/sec. Using an average density of 91.4 lbs/ft3
for undisturbed sub-strata and an average cation exchange data for the "C"
horizon for Chester and Glenelg soils, the exchange capacity has been calculated
to be 4,440 milligram equivalents/ft of which 2,200 are hydrogen ions and
the remainder metallic cations, mostly calcium and magnesium. This cation
exchange capacity represents a considerable absorptive and renovating power.
The extractive cations consist mainly of calcium.
Air rotary drill borings were made to determine subsurface
conditions and to install the various sampling tubes. On the basis of three
borings (nos. 8, 10, 11; Fig. 13), in the immediate vicinity of the test
landfill, the following geological conditions were found to exist: three
feet of field silt loam soil overlying 33 feet to 37 feet of a soil micaceous
-------
- 44 -

Vfi)
P(1-3K

Y(l-6)
Xll-6)

W(l-6)

E3 El
E2* E4
D2 CD4
DETAIL
KENNETT SQUARE
PLOT PLAN
QN-4
+10
B3e
t
4'* concrete
5+ »B1
.C2 6 "B4
«C1+6
'C4
A2 A4
8x6' instrument shed
electric line
+11
4
limits of sanitary
landfill test area
see Section Drawing

+... ground water sample wel
» ... gas sample well and
thermist or probe
D ... nuclear access tube
A ... unsaturated soil moisture
sample well
access road
fig i3
-------
- 45 -
gneiss bedrock.
Samples of the saprolite were taken in the base of the test
pit. The typical saprolite, which comprises about 75 percent of the pit floor
is micaceous with abundant feldspar and a moderate amount of quartz. Approxi-
mately 20 percent of the area is a predominantly quartz-rich saprolite,and
approximately 5 percent of the area is an iron- and manganese-rich saprolite.
Ground water was encountered at depths of 20 feet to 22 feet
in the 11 borings around the test landfill. The direction of ground-water
movement is to the southwest with a gradient of approximately 1/2 foot in
20 feet (Fig. 14). The test site is located so that ground-water movement
is away from the site and is not affected by adjacent landfill ing opera-
tions. Water levels showed a slight rise from November 11, 1967 to March
11, 1968 of 0.3 feet to 0.5 feet. Spring recharge took place between
March 11, 1968 and Hay 10, 1968 as water levels rose approximately 1 foot
to 1.5 feet.

Site Plan
The general topography of the site and the parcel used for this
study are shown in Figure 12. In general, the northeastern end of the site
(the test landfill location) has a relatively gentle slope. Toward the
northwestern end of the site, the ground surface falls sharply toward U. S.
Route #1 Bypass. This change in topography is not considered significant
because the test area is approximately 500 feet removed from the slope.
Details of the portion of the site instrumented for this study
are shown in Figure 13. Preliminary instrumentation began in the summer of
1967. At that time, a 50 foot by 50 foot by 10 foot deep pit was excavated
and instrumentation was initiated.
-------
- 46 -
-f-
AVERAGE
GROUND WATER
CONTOURS
JANUARY-JUNE 1968
note--
RM. 379.02' on
Walnut street bridge
over Rt. 1 bypass.
+... Ground-water
sampling wells
limits of sanitary
test area
fig
14
-------
Upon completion of the filling operation (described later) in
May of 1968, the ground surface of the test area was contoured so as to
retain all precipitation on the 50 foot by 50 foot fill area and to pro-
hibit area inundation by any external surface water.

Instrumentation
Basic instrumentation of the site was similar to that of the
laboratory lysimeter. Instrumentation began in the Fall of 1967 after
excavation of the test pit.
A four-foot diameter concrete pipe was located in the center of
the test pit. This concrete pipe served as a hub from which all horizontal
instrumentation extended into the test pit. The location of the pipe is
shown in Figure 13, and a cross-section is shown in Figure 15. A cross-
section through the entire fill area is shown in Figure 16.
Gas Samples
Gas samples were taken through tubes located within the fill
and at various locations in the in-situ earth material above the water table.
Locations were chosen so as to monitor gas and temperature changes both
horizontally and vertically inside, outside and beneath the test landfill.
Lateral sampling tubes extended from the center concrete pipe into the test
landfill. Vertical sampling tubes extended from the ground surface to the
various sampling depths. Tube locations are shown in Figure 13. Series A
through E and P designate clusters of vertical gas tubes. Series W through
Z designate the lateral gas tubes. Sampling depths are summarized in
Table 7.
-------
% plywood top--) .--gas ports
[f, ^~ MTMtl~-
\
'/8"l.D. heavy wall H
tygon tubing and
Y.S.I, thermistors.-^ \
1- '
'{/
12 2 ^. „
/)/
'o
«.
'a,
i — r
4±
CO
1
\ 1 V^Si^'V/
4
J ; Soil

•j
Refuse
CNJ
®'
CO

1
7
1
| Soil
. i
•i^ !
>k^ — gas sampling and
thermistor wells
CROSS SECTION OF CONCRETE PIPE
fig
15
-------
- 49 -
S3
CO
C/O
I r-
X
CN
X
CO
X

CD
ECO
0?
e-
CN.
00
00
CS
CO
•0
DC
O
CJ
LU
CO
O
—I
Q_
CO
-------
- 50 -
TABLE 7
Sample Depths - Gas and Temperature for Field Facility
Depth Below Original
Series Number Ground Surface
A
through
E
P
W
through
Z
1
2
3
4
1
2
3
1
2
3
4
5
6
4 feet
8 feet
13 feet
18 feet
13 feet
15 feet
18 feet
2 feet
4 feet
6 feet
8 feet
10 feet
12 feet
Location of Three Additional Temperature Units

1. Water Well No. 11 - Monitors Ground
Water Temperature.

2. Instrument House - Monitors Air
Temperature.

3. Six Feet west of instrument house,
three inches below soil surface -
monitors soil temperature.
-------
- 51 -
Figure 17 is a schematic of a gas sampling tube and thermistor
well. The wells v/ere placed using a four inch rotary drill. Each hole was
predrilled and then instrumented usinq the following sequence:
1. Six inches of 1/8 inch to 1/2 inch gravel was placed at the bottom
of the hole.
2. Rigid 1 1/4 inch I.D. plastic pipe containing predrilled holes and
a neoprene stopper was inserted into the hole. The gas sample tube and
thermistor were inserted into and sealed in the stopper. The neoprene
stopper was positioned in the tube at the terminal point of the drilled holes.
The stopper was sealed in the tube to prevent gas leakage.
3. After pipe insertion, an additional 12 inches of gravel were placed
around the exterior of the pipe.
4. A coarse to fine sand pack was placed on top of the gravel to a
depth of approximately 5 feet.
5. The distance from the top of the sand to the ground surface was
tightly sealed with Bentonite clay.
Temperatures
Temperatures were monitored once every four hours by an
automatic scanning-printing system using thermistors and a digital
thermometer. The thermistors were positioned at 50 locations throughout the
test area. Forty-seven temperature locations corresponded to the gas sample
positions listed in Table 7. The three other thermistor locations are also
listed in Table 7. The method of installation was the same as described
previously under gas samples.
Ground Water Samples
Fourteen ground water observation wells drilled approximately
10 feet below the ground water table were located over the site. Their loca-
-------
- 52 -
Bentonite
Sand
Gas Sample Tube-

Thermistor '

Neoprene Stopper
\"wholes in-
pipe walls
all around
continues
to top
of well
, distance
varies
o'-6'
0-6'
0'-6'
DETAILS OF GAS SAMPLING AND THERMISTOR WELLS
fig
17
-------
- 53 -
ati 'is are shown in Figure 13.
The ground water wells were located so as to be in the direction
of ground water movement, which was predetermined by installation of pilot
wells prior to excavation of the main test pit.
The wells consisted of 1 1/4 inch I.D. semi-rigid plastic
pipe placed in a 5 1/2 inch diameter drill hole. The pipes were 35 feet
long and had 1/8 inch diameter holes drilled along the bottom 9 feet. The
volume of the drill hole exterior to the pipe was gravel packed (1/8 inch
to 1/4 inch gravel) to a distance of 1 foot above the top of the holes. The
remaining volume of the space was filled with Bentonite clay to within five
feet of the soil surface. From the top of the Bentonite to the ground surface,
native soil was used to complete the seal.
The sealing procedure insured free passage of suspended solids
into the wells, but prohibited entrance of surface water.
Unsaturated Soil Water Samples
Water samples were obtained from the soil above the water
table and in the refuse by using a soil moisture sampler (Soil-Water Sampler -
Soilmoisture Equipment Company, Goleta, California; catalog no. 1900).
The sampler contained a "1 bar entry value" porous ceramic
cup inserted at the end and cemented to a 1.9 inch I.D. plastic pipe. The
open end of the pipe was fitted with a rubber stopper which had provision
for application of a vacuum.
Method of placement was the same as for the gas sampling
tubes.
Soil Moisture and Density Measurement
Four stainless steel access tubes, 1 5/8 inches, I.D., and
0.35 inch wall thickness were located within the landfill and the adjacent
-------
undisturbed soil. Each tube was 18 feet long. These tubes permitted the

measurement of in-situ moisture and density. The location of these tubes is

shown in Figure 13.

The moisture and density measurements were performed period-

ically at two-foot depth increments below the ground surface using a Nuclear

Chicago Model P14 Depth Moisture Gauge and a Model P20 Depth Density

Gauge.

Raingauge

A Belmont No. 551 recording raingauge was located on top of

the instrument shed. The location of the instrument shed is shown in

Figure 13.

Rain data was recorded continuously on a strip chart controlled

by a spring-operated seven-day clock movement.

Instrumentation Schedule

Inside the Test Landfill Area

The P series gas and temperature units were emplaced

after the concrete hub was positioned and prior to the filling operation.

During the filling operation, the tygon lateral gas

and temperature units, series W through Z, were located in the fill at the

selected depths. The lateral units were extended to a distance of 10.5 feet

from the face of the concrete hub at each level in each of the four compass
/
directions. After each two feet of refuse was emplaced, trenches were dug

for each unit and then backfilled by hand. This procedure insured against

injury during the refuse emplacement.

After completion of the filling operation, the two

ground water observation wells beneath the landfill area were drilled. Their

method of emplacement followed the procedure previously described. Also
-------
- 55 -
installed at this time were the unsaturated soil moisture sampling devices
and the 1 5/8 inch I.D. standard steel tubes for use in the in-situ moisture
and density determinations.
Outside the Test Landfill Area
All observation wells, except for the pilot ground water
observation wells, were emplaced at the same time as the P series gas and
temperature units. The pilot ground water observation wells were established
approximately six months prior to excavation of the test pit to permit
adequate determination of the direction of ground water movement.

Sample Analysis
Gas Samples
Samples were obtained weekly and analyzed for carbon dioxide,
oxygen, nitrogen, methane, hydrogen sulfide and carbon monoxide using a gas
chromatograph. The sampling technique and analytical procedures are
described in Appendix 1.
Ground Water Samples
Samples were obtained weekly. The analyses performed are
listed in Table 2. Analytical procedures are described in Appendix 1.
To obtain samples from the shallower wells, a vacuum system
was used. A pump, located in the instrument house, was attached to tygon
tubing which was lowered into each well to a depth of 25 feet. The pump
was then turned on and the sample was collected in a liter flask and
transferred to the sample bottles.
To obtain samples below 28 feet, a Clayton-Mark sand pump
with 3/4 inch I.D. tygon tubing was used. The sand pump operated on the
-------
- 56 -
same principle as a bailing bucket with a ball bearing in its housing. As
the pump was lowered into the well, the water raised the ball bearing,
opening the entrance port. Then, when the pump was pulled from the well,
the ball fell back into placed and then closed the port. The sampling
method insured a representative sample with no filtering.
Unsaturated Soil Moisture Samples
A vacuum was applied to the upper end of each tube for a time
sufficient to obtain an adequate amount of sample (determined experimentally),
The soil moisture samples accumulated in the bottom of the
tube above the porous ceramic cup. They were removed from the tube by a
small pump. The samples were analyzed for the same pollutants as the ground
water samples.
Soil Moisture and Density Determination
The testing procedure was as established by Nuclear-Chicago
for using their equipment in soils. A brief summary of the procedure is
given in Appendix 4.

Refuse Placement
The filling of the test: area began on April 29, 1968 and was
completed on May 14, 1968. The trench method of sanitary landfill ing with
horizontal compaction was used. At the end of each day's operation, the
refuse was covered with approximately six inches of soil.
Refuse and daily soil cover were compacted at natural moisture
content. The compaction equipment was a Caterpillar Front End Loader,
Model No. 955K. This model weighed approximately 16.5 tons and produced
a contact pressure of about 7 pounds per square inch.
-------
- 57 -
The refuse used was primarily domestic with a small percentage of
industrial, mainly plastics and cardboard. Collection trucks were primarily
compacter type with 16 to 20 cubic yard capacities. Durinq the fillinq opera-
tion, gross and net weight of each truck was obtained to compute refuse weights
and densities. Incoming densities ranged from a minimum of 150 pounds per
cubic yard to a maximum of 700 pounds per cubic yard. Average density was
500 pounds per cubic yard.
Total weight of emnlaced refuse was 274 tons. Neglecting the
6 inch daily soil cover, the compacted density of the fill was 740 pounds per
cubic yard for a compaction ratio of 1.5 to 1.
The estimated total thickness of intermediate soil covers used at
the end of each day's filling was 1.4 feet. Using a net height of 6.6 feet
for refuse gave an adjusted initial unit weight of 895 pounds per cubic
yard.
A random sampling technique was used to obtain representative
refuse samples. The chemical composition of the emplaced refuse, based on
these composite samples, is given in Table 8.

Photographs
Photographs of the field experimental facility and its installa-
tion are given in Appendix 3.

EXPERIMENTAL RESULTS
Sanitary Landfill Laboratory Lysimeter
Experimental data are reported for the period October 1, 1967 to
August 31, 1969. Under a grant extending this study, data is still being
collected beyond the period covered by this report. The data have been
-------
- 58 -
TABLE 8
Field Refuse Chemical Composition*
Ash
Free carbon
Crude fiber
Moisture content
Hardness
Phosphate
Sulfate
Chloride
Sodium
Nitrogen
a) ammonia
b) organic
COD
Major Metals:
Aluminum, Calcium,
Iron, Silicon,
Sodium
Minor Metals:
Magnesium,
Titanium
20.2 percent
0.57 percent
38.0 percent
26.6 percent
2.67 mg/gram
0.01 mg/gram
2.72 mg/gram
0.41 mg/gram
0.62 mg/gram

0 mg/gram
.02 mg/gram
1.32 mg/gram

>5 percent**
1-5 percent**
*Preliminary results (digested 8 hours).
**Emission spectroscopy of non-volatile portion.
-------
- 59 -
tabulated in Volumes 2 and 3 and are summarized in graphical form in this
section.
Figure 18 represents the volume of water added at the top of the
lysimeter and the leachate removed at the bottom. Given in Figure 19 is
the curve for the water stored in the lysimeter (amount added minus quantity
of leachate). Leachate pH values are presented in Figure 20. Curves
representing the concentrations of the various ions, hardness, COD, suspended
and total dissolved solids are presented in Figures 21 through 33.
Curves of total iron, zinc, phosphate, sulfate, chloride, sodium,
nitrogen (ammonia), nitrogen (free), hardness, chemical oxygen demand,
suspended solids, nickel and copper renoved are presented in Figures 34
through 46.
Leachate Quantity
The curves in Figure 18 show the influence of initial water
content and the programmed water feeding schedule on leachate production.
The curves graphically indicate the initial lag between water addition and
leachate production.
The generation of substantial quantities of leachate required
that each lysimeter component be at their respective field capacities. The
soil cover, refuse and Ottav/a sand-glass bead bed were placed in the lysimeter
in a relatively dry state. As a result, a major portion of the water initially
added was adsorbed by each component until they reached their respective
field capacities. This adsorption was the cause of the difference between
the two curves during the early portion of the test period. It is noteworthy
that within one week after the initiation of the test, a small amount of
leachate was obtained.
-------
- 60 -
0)
20
10
VOLUME OF LYSIMETER
LEACHATE ANO WATER ADDED
water
added
0 100

Time
200 300 4OO 500 600

in Days from October 1, 1967
FIGURE 18
-------
As the net quantity of water stored in the lysimeter increased

(Figure 19), leachate production increased. A significant amount of leachate

began to be produced by the lysimeter at approximately 430 days into the

test. However, field capacity was not attained until the end of the time

period covered by this report.

The phase relationship between water added and leachate production

is also evident from the curves. Even during periods of low leachate pro-

duction, any decreases in water input further reduced or eliminated leachate.

On the other hand, as water input increased, leachate production also

increased.

Leachate production can be attributed to one or all of the

following sources:

1. FROM THE REFUSE

Most of the initial leachate is
obtained from the refuse organic
components and initial moisture
content by the compaction and
placement procedure.

2. FROM CHANNELING

Some of the water added at the top
of the lysimeter finds a direct
route through the refuse to the
collection trough, due to any
refuse inhomogeneities.

3. FROM AN ADVANCED WETTING FRONT

The wetting front in the refuse
moves as a broad band rather than
as a single-line interface. As
a result, substantial increases
in leachate occur before the
entire system is at field capacity.
-------
- 62 -
CUMULATIVE WATER A0DE&
IN LITERS
2,000.
1,500.
1,000.
500.
100 200 300 400

TIME IN DAYS FROM OCTOBER 1, 1967
500 600

FIGURE 19
700
-------
- 63 -
4. FROM THE MAIN WETTING FRONT
This is the leachate produced
when the system reaches field
capacity. At this stage, input
water and leachate quantities
become approximately equal.

From the curves presented in Figures 18 and 19, it may be concluded
that sources 1 and 2 were responsible for the leachate collected during the
early time period. Their influence on leachate collected during the latter
time periods was negligible. Between 175 and 210 days, leachate production
increased substantially. However, the amount of leachate produced was
significantly less than the input water quantities. This behavior pattern
can best be described by the one outlined as source 3. Finally, in the
second year, leachate quantity increased to a level almost equal to input
water quantities. This behavior indicated that the entire system was at about
field capacity, and that a transition between source 3 and source 4 was
occurring. Full field capacity, hence, source 4, was attained at the
end of the period covered by this report.
Patterns of Leachate-Pollutant Generation
2J1
The curve in Figure 20 shows that wide variations in
pH occurred during the test period. Generally, solutions were acidic with
a mean pH value of approximately 5.5.
Comparison of Figures 18 and 20 indicates that leachate
pH bears a relationship to leachate quantity. From the curves it appears that highly
-------
LYSIMETER pH
8-
7-
0 100 200 300 400 500 600
Time in Days from October 1,1967
FIGURE 20
-------
- 65 -
erratic pH values correspond to periods of low leachate production and that
pH values between 5 and 6 correspond to periods of high leachate production.
It is believed that flow rate through the refuse is a
major controlling factor in establishing leachate pH, and that with high
flow rates, the pH will generally be acidic.
Generation of large quantities of acidic leachate
compound the potential pollution problem, because low pH values reduce
exchange capacities of renovating soils at the time when quantities are
high.
Iron
The curve for iron concentration is presented in Figure
21. A comparison of Figure 21 with the leachate volume curve (Fig. 18)
indicates that leachate volumes had a significant influence on iron
concentration.

During low leachate flow periods, iron concentrations
were low, whereas, when leachate quantities were high there was a significant
increase in iron concentrations. This behavior pattern may be explained by
the fact that during periods of low leachate volume, solution pH exceeded
5.5 and during periods of high leachate volume,solution pH was less than
5.5. Below a pH of 5.5, many iron salts, both ferric and ferrous, are
soluble. Because of their ability to remain in solution, they are more
easily removed from the refuse. Above a oH of 5.5, iron salts are less
soluble, will precipitate and be filtered from the leachate by either the
refuse or underlying materials.
-------
- 66 -
1600
1400
1200
1000
or
800
600
400
200
LYSIMETER TOTAL IRON CONCENTRATION
100 200 300 400 500 600
Time in Days from October 1,1967
FIGURE 21
-------
- 67 -
Iron concentrations were in excess of 1600 mg/1 during both
periods of high leachate volume. Figure 34 summarizes graphically the
total iron which was removed during the test period. At the end of the
test period, a total of approximately 830 grams of iron had been removed.
Zinc
Leachate zinc concentrations are presented in Figure 22.
Significant increases in zinc concentrations occurred after one and one
third years of testing. Initial concentrations were as high as 120 to
135 mg/1. More usual concentration levels were between 15 and 30 mg/1.
After the first appearance of zinc, it was in all leachate
samples. This pattern indicated the release of the zinc ion due to the
breakdown of some refuse component which previously had resisted the
leaching action. As shown in the accumulative zinc curve, Figure 35,
approximately 50 grams had been removed by the end of the test period.
Phosphate
The curve for leachate phosphate concentration is shown
in Figure 23 and the accumulative phosphate curve in Figure 36.
Concentration levels reached 130 mg/1 during the initial
period of the test. Thereafter, concentration levels were markedly lower
and irregular. While recorded values were usually less than 5 mg/1, 30 mg/1
peaks occurred at 100 and 600 days. A total of 3.8 grams were removed
during the test period with most of this removed during the last 60 days.
Sulfate
The curve for sulfate concentration is presented in Figure
24 and the accumulative sulfate curve is presented in Figure 37.
Initial values of sulfate ion concentrations were 250 mg/1.
After a decrease to between 25 and 75 mg/1 at approximately 100 days, they
-------
- 68 -
135
120
105
90-
75-
60
45
30
15
LYSIMETER
ZINC CONCENTRATION
I
0 100 200 300 400 500 600
Time in- Days from October 1, 1967
FIGURE 22
-------
135
- 69 -
LYSIMETER
PHOSPHATE CONCENTRATION
120
1O5
90-
75
60-
45-
30
15
/\
100 20O 300 400 500 600
Time in Days from October i, 1967
FIGURE 23
-------
400
350
300
250
O)
200
150-
100
50
- 70 /-
LYSfMETER
SULFATE CONCENTRATION
'0 100 200 300 400 500 600

Time in Days from October 1,1967
FIGURE 24
-------
- 71 -
increased to peaks between 325 and 375 mg/1. During a second high period at
600 days, concentrations peaked between 400 and 500 mg/1.
In general, sulfate ion concentration levels increased with
increased leachate production, and as the system approached field capacity.
It appears as if periods of high sulfate ion concentration lag somewhat
behind periods of high leachate production. Sulfate removed during
the test totaled 300 grams with most obtained during the latter portion
of the test period.

Chloride
The chloride ion concentration curve is presented in Figure
25. Initial chloride ion concentrations peaked at 700 mg/1 shortly after
test initiation. Concentrations decreased to relatively low levels during
the period between 30 and 210 days and then increased to a maximum of
almost 2400 mg/1. They then decreased to the 1700 mg/1 concentration
level where they remained for a sustained period. Toward the end of the
test period they decreased to approximately 200 mg/1 with a trend toward
higher values at the end of the period.
As seen in Figure 38, approximately 300 grams of chloride
were removed during the test period.
Sodium
Figure 26 is the sodium ion concentration curve. The general
shape of this curve differs from any previously presented data. Sodium
ion concentrations reached 3800 mg/1 in the time period between 200 and
250 days. This peak occurred at the same time as the chloride ion. However,
the sodium concentration curve does not have sustained concentration levels
as the chloride concentration curve. After the initial peak, concentration
-------
- 72 -
2400
1800-
1200
600
LYSIMETER
CHLORIDE CONCENTRATION
100

Time
200
300
400
500
600
in Days from October 1,1967
FIGURE 25
-------
- 73 -
4000
3000
Of

2000-
1000
LYSIMETER
SODIUM CONCENTRATION
0 100 200

Time in
300
400
50O
600
Days from October 1,1967
FIGURE 26
-------
- 74 -
levels decreased to as low as 200 mg/1 and then increased with a trend
toward significantly higher values at the end of this period. This behavior
pattern in similar to that of the chloride ion.
As seen in Figure 39, a total of 650 grams of sodium were
removed during the test period.
Ni trogen
The curve for organic nitrogen concentration is presented
in Figure 27. Organic nitrogen concentration decreased from an initial
peak of 482 mg/1 to a value of 8 mg/1 at the end of three months. In general,
this curve shows that organic nitrogen was increasing during the test period
with localized peaks. In the latter portion of the test period, concentration
levels ranged between 100 and 200 mg/1. It is believed that the initial
peak was due to squeezing of the organic materials during the compaction
process.
A curve for total nitrogen (organic) removed is presented
in Figure 40. The total removed was 125 grams. A curve for free nitrogen
is presented in Figure 41. The total removed was approximately 90 grams.
Hardness (as CaC03)
The hardness concentration curve is shown in Figure 28.
Except for two periods, hardness concentration levels exceeded 1500 mg/1
and at 420 days peaked at 5500 mg/1. Most frequent values ranged between
2250 and 2750 mg/1. As indicated in the total hardness curve, Figure 42,
approximately 2800 grams were removed during the test period.
-------
400-
300
200
100
LYSIMETER
ORGANIC NITROGEN
CONCENTRATION
0 100 200 300 400 500 600

Time in Days from October 1,1967
FIGURE 27
-------
- 76 -
LYSIMETER
HARDNESS CONCENTRATION
6000
4500
3000
1500
160
TOO
300
4OO
500
600
Time in Days from October 1,1967
FIGURE 28
-------
- 77 -
Chemical Oxygen Demand
Figure 29 shows that chemical oxygen demand concentrations
were in excess of 50,000 mg/1 within one month of the initiation of the
test. It is believed that this initial peak was caused by the release of
some of the organic components due to the compaction and placement process.
After the initial peak, chemical oxygen demand decreased to a minimum of
1,000 mg/1 after 120 days. Thereafter, it increased with localized peaks
and valleys. Most frequent concentration levels fell between 20,000 and
22,000 mg/1.
As indicated in Figure 43, chemical oxygen demand during the
test period totaled anproximately 17,000 grams.
Suspended and Total Solids
The curve for suspended solids concentrations is presented
in Figure 30, and the curve of total solids concentration is presented in
Figure 31. In general, concentration levels were random with no readily
discernible pattern. Initial values for suspended solids were 26,500 mg/1
and for total solids, they were in excess of 40,000 mg/1.
As indicated in Fiqure 44, approximately 700 grams of
suspended solids were removed by the leachate during the test period.
Nickel
The nickel ion concentration curve is presented in Figure
32. No nickel was detected prior to 150 days of elapsed test time. After
that time, nickel was present in concentrations with peaks at 0.8 mq/1
at 300 days, and 0.9 mg/1 at 710 days. The most frequent concentration
levels fell between 0.2 and 0.3 mg/1. During the test period, less than
0.2 grams of nickel were removed (Fig. 45).
-------
LYSIMETER
C.O.D. CONCENTRATION
6000O-I
4500CH
30000-1
15000^
100 200 300 400 500 600

Time in Days from October 1,1967
FIGURE 29
-------
2030 t
SUSPENDED SOLIDS
1500 '
^1000-
500
TOO PflfL 3HO 400 500 600
Time in Days from October 1,1967
700
FIGt.'RF 10
-------
LYSIMETER TOTAL SOLIDS
40-
30
O
o
O
20
1O-
100 200 3OO 400 500 600

Time in Days from October i, 1967
FIGURF
-------
- 81 -
0.9-
0.8-
0.7-
0.6-
0.5-
0.4
0.3-
0.2-
0.1-
LYSIMETER
NICKEL CONCENTRATION
100 200 300 400 500 6OO
Time in Days from October 1,1967
FIGl'RF 32
-------
- 82 -
Copper
The copper ion concentration curve is presented in Figure
33. A peak of 4.7 mg/1 occurred at 150 days and a peak of 7.6 mg/1 occurred
at 590 days. Concentration levels were less than one mg/1 except for the
latter part of the test period when they increased slightly. The copper
ion concentration pattern appears to be independent of any of the other
parameters measured.
As indicated in Figure 46, less than one gram of copper was
removed during the test period and most removal occurred at the end of
the period.
Lysimeter Temperatures
Curves for temperatures at various locations within the
lysimeter are presented in Figure 47. The dotted curve (number 3)
represents the average monthly air temperatures, as listed in Table 1.
The general pattern of initial temperature behavior can be described as
a rapid increase in the temperature at the refuse center followed by a
slower rate of increase at adjacent levels. The center temperature peaked
at 154°F, whereas, temperatures at adjacent levels did not exceed 143°F,
and generally were not in excess of 110°F to 115°F. The temperature distri-
-------
LYSIMETER
COPPER CONCENTRATION
6.0
4.5-
O)
3.0
1.5-
100 200 300 400 500 600
Time in Days from October 1, 1967
FTCURK
-------
800 _
CUMULATIVE IRON REMOVED
(IN GRAMS)
600
400 -
^
<:
200 -
100 200 300 400
TIME IN DAYS FROM OCTOBER 1, 1967

FTd'RF 14
500
600
700
-------
CUMULATIVE ZINC REMOVED
(IN GRAMS)
60 •
45 -
o:
30 -
15 -
TOD 200 3DO 400 500

TIME IN DAYS FROM OCTOBER 1, 1967
FTCt'RF 31)
600
700
-------
- 86 -

CUMULATIVE PHOSPHATE REMOVED
(IN GRAMS)
3 _
2 -
Cfl
1 _
100 200 300 400
TIME IN DAYS FROM OCTOBER 1, 1967
FIGURE 36
500
600
700
-------
- 87 -

CUMULATIVE SULFATF REMOVED
UN GRAMS)
250 -
200 .
150 -
100 -
50 -
200 300 400
TIME IN DAYS FROM OCTOBER 1, 1967
500 600

FIGURE 37
700
-------
- 88 -

CUMULATIVE CHLORIDE REMOVED
(IN GRAMS)
240 J
180
12°
60
100
200
300
400
500
600
700
TIME IN DAYS FROM OCTOBER 1, 1967
FIGURE 38
-------
600 _
- 89 -

CUMULATIVE SODIUM REMOVED
(IN GRAMS)
500 -
400 -
300 _
200 -
100 -
300
400
500
600
700
TIME IN DAYS FROM OCTOBER 1, 1967
FIGURE 39
-------
- 90 -
CUMULATIVE TOTAL ORGANIC NITR08EN REMOVED
(IN GRAMS)
100 .
75 .
50 .
25
100
200
300
400
500
600
700
TIME IN DAYS FROM OCTOBER 1. 1967
FIGURE 40
-------
CUMULATIVE FREE NITROGEN REMOVED
(IN GRAMS)
80
40
20
300
400
500
600
700
TIME IN DAYS FROM OCTOBER 1, 1967
FIGURE 41
-------
2,800 H
- 92 -

CUMULATIVE HARDNESS REMOVED
(IN GRAMS)
2,100 .
1,400 -
700 -
10
200 300 400
TIME IN DAYS FROM OCTOBER 1, 1967
FTGURF 42
500
600
700
-------
CUMULATIVE COD REMOVED
(IN GRAMS)
16,000 •
12,000
8,000 •
4,000
100
200
400
500
600
"TOO
TIME IN DAYS FROM OCTOBER 1, 1967
-------
CUMULATIVE SUSPENDED SOLIDS REMOVED
(IN GRAMS)
600 J
450
300
150

100
200
300
400
500
600
700
TIME IN DAYS FROM OCTOBER 1, 1967
FICURE 44
-------
CUMULATIVE NICKEL REMOVED
(IN GRAflS)
.2 .
.15.
1 .1.
.05,
"lOO 200 300 400

TIME IN DAYS FROM OCTOBER 1, 1967

FIGURE 45
500
600
700
-------
1.01
-96 -

CUMULATIVE COPPER REMOVED
(in GRAMS)
0.8
0.6.
oo
<
0.4.
0.2'
100
200
300
400
500
600
700
TIME IN DAYS FROM OCTOBER 1, 1967
FIGURF 46
-------
- 97 -
Lysimeter Thermistors' Temperatures
16CH
-15 s
-1A 7
9 feet
8
refuse-sand interface
_.._.. -10

-3 soil surface
20H
—s..-.— s>
-vT / -•-'"
*y >«P.' «w
—»»•&•«.,***' ^^
v<- v.-.
f'^:~S \/V
K X\AA-
*
100 255 300 400 555 600~

Time in Days from October l, 1967
FIGURE A7
-------
bution pattern indicates that temperatures in the layers of refuse adjacent
to the center layer initially increased due to a spreading effect as heat
flowed to both the top and bottom temperature controlled boundaries. The
initial temperature distribution appeared to be controlled by conditions
at the refuse center. Once adjacent levels reached their temperature
peaks (after approximately 60 days), all temperatures showed a continuous
gradual decline until virtually steady state temperatures prevailed.
The rapid temperature increase at the refuse center to a peak
of 154°F is of particular interest in that the rise occurred within 20 days
of test initiation. Temperatures then slowly decreased until a 60 day
time period had elapsed, and, thereafter, rapidly decreased to a tempera-
ture of approximately 80°F. The initial increase in temperatures at the
refuse center was independent of temperature changes at other
refuse levels.
The temperature behavior pattern described indicates that
the system was initially controlled by general aerobic conditions in the
refuse, and that after a 60 day period, anaerobic conditions dominated.
Also of interest is that once the internal temperatures became virtually
steady state, and the refuse anaerobic, changes in top boundary temperature
(bottom boundary temperature was held constant at 57.2°F) had little
effect on them.
Lysimeter Gases
Gas samples were analyzed on a routine basis for carbon
monoxide, hydrogen sulfide, nitrogen, oxygen, carbon dioxide and hydro-
carbons (reported as methane). No carbon monoxide or hydrogen sulfide
were detected. The curves in Figures 48 through 51, for oxygen, carbon
-------
20
10
_ qg -
TOP PORT
O
30H
LU
O 20
C£
UJ
Q_
10
CO2
20
10
CK
100 200 300 400 500 600
Time in days from October 1,1967
FlfU'RI-
-------
30
100
- ion -

SECOND PORT
300
500
2
700
TIME IN DAYS FROM OCTOBER 1,1967
FIOURF A9
-------
- I'll -
THIRD PORT
20
100 300 500
TIME IN DAYS FROM OCTOBER 1,1967
700
FIGURE
-------
- 102 -
30f
FOURTH PORT
100 300 500 700
TIME IN DAYS FROM OCTOBER 1,1967
FTCURF
-------
- 103 -
dioxide and methane are presented as percentage of total gas present at
the time of sampling. Nitrogen, which made up the remaining percentage
of the total, is not reported on the curves.
The curves presented in Figure 48 for the top port indicate
a percentage of oxygen approximately equal to that contained in air. It
is believed that the concentration level was due to settlement of the
refuse in the lysimeter, which positioned the sampling port in or adjacent
to the atmsopheric air space. This can only be verified upon test completion
(at the time of this report, the lysimeter had not been opened). In general,
gases present at the greater depths in the refuse were not detected (except
in minor quantity) in the top gas sampling port.
Figures 49, 50 and 51 present gas curves for the other
sampling ports of relatively similar patterns. Other levels tended to
decrease with time and depth, while there was a corresponding increase in
carbon dioxide and methane. Significant quantities of methane began to
appear 100 days after initiation of the test. However, oxygen, while
decreasing in quantity, was detectable over all of the test period. Carbon
dioxide was present over the entire test period in amounts which increased
slightly with depth.
Methane quantities increased with depth and time. At the
second level they were as high at twenty eight percent although a more
frequently determined maximum was approximately twenty percent. With
increasing depths, maximum values frequently reached thirty percent.
From the temperature data (Fig. 47), it is seen that after
the initial transient condition, internal temperatures decreased and were
almost non-varying. This behavior indicates the existence of an anaerobic
state within the refuse after the initial high temperature period. However,
-------
- 104 -
gas data, particularly the continued existence of oxygen, indicates that
an aerobic state also existed in the refuse. From this data, it is concluded
that pockets of aerobic and anaerobic activity existed concurrently within
the refuse. Temperature and gas curve patterns indicate that the system
was becoming more anaerobic with age. That such a behavior pattern existed
is not surprising for a young landfill.
While the hydro-carbon gas is reported as methane, the
accumulation of increasing percentages with depth indicates that it
probably was a denser, higher molecular weight material than methane. No
attempt was made to define the exact molecular structure of the gas. The
lack of significant methane gas in the top port indicates little migration
of the gas occurred, an observation which also supports the contention
that the gas was a higher hydro-carbon.
It is noteworthy that gas character was more indicative of
the internal biological activity and landfill age than internal tempera-
tures .

Sanitary Landfill Field Facility
Background ground water quality data was collected since the
Fall of 1967. Complete data for wells 1 through 11 are summarized in
the data volumes. Concentration ranges for the varous ions are tabulated
in Table 9.
Refuse was placed in the field test pit in May 1968. After
that time, gas, soil-moisture and ground-water samples were collected on
a regular basis.
-------
- ins -
TABLE 9
Background Data - Ground-Water Quality
Kennett Square Field Landfill
Ion Range - mg/1

Iron 0.00 - 0.46
Zinc 0.00 - 1.38
Nickel 0.00 - 0.13
Copper 0.00 - 0.07
Total Dissolved Solids 40.00 - 1.30
Alkalinity 9.00 - 52.00
Hardness 20.00 -112.00
Phosphate 0.00 - 0.50
Sulfate 2.00 - 6.00
Chloride 4.00 - 28.00
Sodium 5.00 - 52.00
Suspended Solids 19.00 -208.00
Ammonia nitrogen 0.00 - 0.00
Organic Nitrogen 0.00 - 1.50
Chemical Oxygen Demand 21.00 -200.00
Residue 80.00 -330.00
pH 5.30 - 7.00
-------
- 106 -
Ground-water pollutant levels did not show a significant increase
because the entire landfill had not reached field capacity at the time of
this report. Results of analyses are summarized in the data volumes.
Reported in this section are typical temperature and gas data for various
levels within the refuse.

Field Temperatures
Figure 52 presents temperature curves which represent the
average of four sensors at each level within the refuse. The two foot depth
sensor curve shows maximum response to atmospheric temperatures. The
curves for the other depths indicate that during the reported time period,
internal temperatures had a highly modulated phase response to atmospheric
and ground temperatures. The results indicate very little initial biological
activity within the refuse (as compared to the lysimeter). It is believed
that the initial temperature behavior pattern is a result of the relatively
high refuse placement density.

Field Gases
Gas samples were analyzed on a routine basis for carbon
monoxide, hydrogen sulfide, nitrogen, carbon dioxide and hydro-carbons
(reported as methane). No carbon monoxide or hydrogen sulfide was
detected. The curves in Figures 53 through 55, for oxygen, carbon dioxide
and methane are presented as a percentage of total gas present at the time
of sampling. Nitrogen, which made up the remaining percentage of the
total, is not presented on the curves.
The curves show an initial high percentage of carbon dioxide
at the various depths followed by lower values, with isolated peaks, for
-------
80 4
75 J
- 107 -

FIELD TEMPERATURES
70
65
60
55
50
35
100
200 300 400
FIGURE 52
500
600
-------
80
- 108 -
16
FIELD GAS COMPOSITION
2 FOOT LEVEL
AWL
700
TIKE Ifl DAYS FROM MAY 1, 1968
FTGURF 5T
-------
80
o
o;
UJ
Q_
32
16
- 109 -
COo
CH,,
FIELD GAS COMPOSITION

6 FOOT LEVEL
Av

/\
A /"*
1 i fr
ll Jl /
' /
\ -A'w
\ t — »v v
/ 1
* \
\ *
\ r' \
\ S ~*xr-~~
1 — .. ^«v />-/ j\r^\f
100
200
300 400

FTCURF 54
500
600
700
-------
- no
FIELD GAS COMPOSITION
10 FOOT LEVEL
•A
-------
- Ill -
the remainder of the test period. Oxygen and methane levels were relatively
low. The trends of the various gases are very erratic; a pattern which is
believed to be due to the dynamic behavior of the landfill because of its
young age.
-------
- 112 -

LIQUID POLLUTANT GENERATION BY AN UNSATURATED SANITARY LANDFILL

The generation of liquid pollutants by an unsaturated sanitary landfill
is dependent upon the content, spacial distribution and time variation of
moisture within that landfill. Therefore, knowledge of the factors which
control moisture movement is basic to a knowledge of the generation and
movement of water-borne contaminants. Presented in this section are
a moisture routing model and a discussion of some of the primary factors which
control leachate generation. Included in the discussion are a computer
program for evaluating the model, the results of some specific site studies,
and a simplified procedure for approximating liquid pollutant quantities.

MOISTURE ROUTING MODEL
Theory
The model is for a one-dimensional, downward vertical flow
system. Water input is due to surface infiltration. The moisture routing
procedure is based upon using the equation of continuity for predicting the
hydro!ogic performance of any soil layer. For determining water movement,
the equation of continuity is of the form:
- Q0
-------
- 113 -
where,
AG = change in water storage in that layer,

Ql = the water flow into the layer; and

QQ = water flow out of the layer.

In the case of a landfill, the uppermost cover soil layer

obtains moisture usually by precipitation and loses moisture by evapotranspira-

tion and vertical downward drainage. In underlying layers, moisture is added

by drainage from overlying layers. It is removed from underlying layers

by drainage to still lower layers or by evapotranspiration, if roots

penetrate to, or almost to, the layer. To solve the water-routing problem,

knowledge of the landfill's hydraulic characteristics is required. Two

quantities must be determined, usually by experimental evaluation: field

capacity and permanent wilting percentage.

Field Capacity

Defined herein as the maximum moisture content which a soil
or refuse can retain in a gravitational field without producing
significant leachate.

The field capacity of a soil or refuse can be estimated by subjecting

it to a capillary suction head of approximately 100 cm. of water. Water

applied to a soil at a moisture content greater than field capacity drains

rapidly to the lower surface. At this lower surface, it either enters into

underlying materials or appears as a leachate. When the moisture content has

decreased to field capacity, the soil or refuse remains essentially at that

moisture content, unless it loses moisture in other ways.
-------
- 114 -
Permanent Wilting Percentage
Defined as the moisture content below which
moisture is unavailable for withdrawal by
plants.
The permanent wilting percentage for a soil or refuse can be approximated
by subjecting it to the equivalent of a suction of 15 atmospheres. To reach
permanent wilting percentage, the soil or refuse must be near the land surface
or within the plant-root zone.

When the moisture content of a soil or refuse is below field
capacity, a moisture application will not distribute itself uniformly through-
out that soil or refuse. Rather, each layer of material must reach field
capacity before significant quantities of water drain to underlying material.
The mass of percolating water is preceded by a wetting front or region of
steep-moisture content gradient.
The moisture range between field capacity and the permanent
wilting percentage, or initial moisture content (whichever is greater) is
referred to as available water. By determining the available water storage
capacity of each soil and refuse layer, it is possible to apply the principle
of continuity to moisture routing through a sanitary landfill.
The physical system outlined above is an initial and boundary
value problem. The solution of such a problem is achieved by solving the
equation of continuity taking into consideration the appropriate initial and
boundary conditions. To obtain a solution for a particular sanitary landfill
system, the continuity equation is solved taking the hydraulic characteristics
of the soil and refuse and the environmental conditions on the upper surface
as boundary conditions and the initial moisture contents as initial conditions.
-------
- 115 -
Moisture Routing Computer Model
The complete program listing for the computer model to route
moisture vertically through an unsaturated landfill is presented in Appendix
5. In brief, the model includes three zones in the landfill (Fig. 56): a top
soil zone, which is subject to environmental conditions; an underlying zone
of soil, which is defined as a passive zone not subject to environmental
conditions; and the underlying refuse layer. A complete discussion of the
computational procedure is given in Reference 13.
Application of Computer Model Program
The computer model program has been used to evaluate several
landfill systems. One system is the laboratory simulated landfill. A
second system is the landfill at the field installation in Kennett Square.
In addition, the program has been used to evaluate the first appearance of
leachate for a variety of environmental conditions.
Laboratory Simulated Landfill
The results of this study are presented in Figure 57.
While there is a variation between predicted time and actual time of appearance
of significant leachate, the results indicate a high degree of correlation.
The difference between the predicted time and the actual time is due to the
following:
1. The system does not behave exactly like the theoretical field
capacity model; that is, no downward movement of moisture until field capacity
is attained in a particular layer (see Fig. 18).
2. The refuse field capacity probably changes during its life cycle.
3. The refuse field capacity and initial moisture content data are,
at best, only reasonable approximations due to the material's heterogeneous
nature.
-------
- 116 -
SCHEMATIC OF SOIL-REFUSE SYSTEM
INFILTRATION
I
ACTIVE LAYER
PASSIVE LAYER
REFUSE LAYER
1 LEACFATET
FIGURE 56
-------
- 117 -
UJ
LU
POSITION OF MOISTURE FRONT
760
TIME IN DAYS FROM OCTOBER 1, 1969
nrRK 57
-------
Kennett Square Landfill
a. Field Conditions
The landfill consists of eight feet of compacted
refuse and a two-foot-thick soil cover. The soil cover is Glenelg-Channery
silt loam.
While a prediction of the behavior of the in-situ
landfill was performed, at the time of this report the field site had not
reached field capacity. The results of this study will be reported at a later
date.
b. Hypothetical Conditions
Laboratory determinations on undisturbed field
samples of the cover soil gave a field capacity moisture content of 0.349
on a volume basis and a permanent wilting percentage moisture content of
0.090 on a volume basis. Therefore, maximum available water was 0.259 on
a volume basis, or 6.20 inches of water per unit area for a two-foot-thick
soil cover.
The refuse was patterned after the results of
Kaiser (10). Based on asbestos tension table tests at an initial compacted
refuse density of 485 pounds per cubic yard, field capacity moisture content
was 0.286 on a volume basis, and the initial moisture content was 0.039 on
a volume basis.
The environmental data is presented in Table 1 and
the system analysis was simplified by the following assumptions:
1. The fill surface was fully vegetated at all times by plants whose
roots drew water directly from all parts of the soil cover, but not from the
underlying refuse.
-------
- 119 -
2. No moisture was removed by diffusing gases.

3. All rainfall infiltrated the land surface.

4. The hydraulic characteristics of the soil cover and compacted

refuse were uniform in all directions.

5. The landfill and underlying soil were free draining.

6. The depth of the landfill was much less than its horizontal extent.

Therefore, all water movement was vertically downward.

7. The refuse and cover were emplaced instantaneously on the first

day of the month of the computation initiation.

The results of the analysis of four landfill

conditions are presented in Table 10 and are summarized below.

CASE 1 - EMPLACEMENT OF ALL MATERIALS AT FIELD CAPACITY ON JANUARY 1.

When the components of the system are initially
at their respective field capacities and the
materials are emplaced during the wet season,
leachate will appear immediately.

CASE 2 - EMPLACEMENT OF ALL MATERIALS ON JANUARY 1 WITH THE SOIL COVER
AT PERMANENT WILTING PERCENTAGE AND THE REFUSE AT ITS NATURAL MOISTURE
CONTENT.

By emplacing the soil cover at its permanent
wilting percentage and the refuse at its initial
moisture content during the wet season, leachate
appearance can be delayed for thirteen months.

CASE 3 - EMPLACEMENT OF ALL MATERIALS AT FIELD CAPACITY ON JULY 1.

When the components of the system are initially
at their respective field capacities and the
materials are emplaced during the dry season,
leachate appearance can be delayed only until
the beginning of the next wet season.

CASE 4 - SAME AS CASE 2 BUT WITH EMPLACEMENT ON JULY 1.

By emplacing the soil cover at its permanent
wilting percentage and the refuse at its initial
moisture content during the dry season, leachate
appearance can be delayed tv/enty months.
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i— CM CO <•
-------
- 121 -
Landfill Performance for a Variety of Environmental Conditions
Landfill behavior was evaluated at eight different
sites. The results of this evaluation are presented in Table 11. These
results are based on 30 year average rainfall and temperature data for the
particular region. The landfills consist of 8 feet of refuse and a 2 foot
soil cover, with the physical parameters listed in the table.
The results indicate that there is wide variation in
the first appearance of leachate, but that as long as there is a net
infiltration, leachate will appear. Aqain, changes in physical structure,
such as that due to grinding, will have a marked influence on the time
required for first leachate appearance.
Refuse Field Capacity
In Figure 58, results of field capacity tests on refuse are
presented. The top data points (squares) represent finely ground refuse.
This refuse had an effective size of 3/16 of an inch and was prepared from
raw domestic refuse using a Williams Laboratory Bench Grinder. The data
represented by the dots is for refuse ground to an effective size of one
inch using a Williams Hammermill. Field capacity data obtained from other
reported studies ( 8, 14' and the laboratory lysimeter are also shown.
The results show:
1. That as the refuse size decreases, field capacity increases
significantly.
2. That with increasing dry density, the increase of field capacity
will approach asymptotically a maximum which is size-dependent.
It is concluded from these studies that the influence of
grinding is to greatly increase soil field capacity; hence, retard the
first appearance of leachate from a landfill constructed of such material.
-------
- 122 -

TABLE 11

Computed Elapsed Time to First Appearance of Leachate

City Elapsed Time in Months

Wilmington, Delaware 24
Philadelphia, Pennsylvania 25
Mobile, Alabama 15
Sacramento, California 50
Los Angeles, California 145
Bismark, North Dakota
Riverside, California °°
Phoenix, Arizona °°
NOTES:
1. Based on average 30-year rainfall and temperature
data for each area.

2. Refuse and Soil Data:
Refuse Soil
Field Capacity (in/ft) 3.49 4.18
Original Moisture Content (in/ft) 0.46 1.08
Depth (feet) 8.00 2.00

3. Placement data: October 1
-------

E
o
o
LEGEND

. Coarse Ground

Q Fine Ground

0 West Virginia Study

& Drexel Lysimeter

0 Merz & Stone Study
O
o
3 .
1 -
O

o
100
200 300 JJOO

DRY DENSITY - LBS/YD3
500 600

FIGURE 58
700
-------
In Figure 59, a map of the United States with a plot of
average potential infiltration is presented. This map is based on rainfall
and evapotranspi ration data from Reference 15. In general, it snows that
there is potential infiltration of water into landfills over the rna.iority
of the United States. f\t loin as there is a net Infiltration, learhate
will eventually begin to be produced by a landfill. The magnitude of the
quantity of actual infiltration depends on surface draining characteristics,
surface grading, surface treatment and planting cf vegetation.
It must be noted that this map is representative of average
conditions; that is, conditions which average out over a year's span. The
-•„. '•. .;.'.. • ; • ;>i*j mep should no: be used t* e ;lj<5te c.,r ,. ' ', i c,"~ frr.;
o::5i.'t!?."anc-i of l°..'chate. Rather, it should be used as an indicator of the
magnitude of the potential. To evalute a specific site or specific
conditions requires utilization cf tne moisture routing model using site
physical characteristics,
G PAPHJ c AL P_RQ? RI LRf-. .^QR._DlEjpj ri i NG fj RSI_APPEARAN_CE _ OF_ _LEAT H_ATE
The procedure described can be used to approximately predict the first
appearance of leachate once the soil cover and refuse physical properties
are known. T ii procedure is a first estimate oecatss the data ic cased
on average
-------
I

u">
CM
O
m
o
CM
I

o
O
on
o
f\J
a
o
O
i—i
£-<
s

-------
!JS- Sand

- Fine Sand

/ I SL" Sandy Loam
/ I
/ I FSL Fine Sandy Loam

Loam

STLrSi1t Loam

LCL-Liqht Clay Loam

J CL- Clay Loam

HCUHeavV Clay Loam
Permeability not
considered.
Permeability
considered.
S FS SL FSL1 L 'STL'LCL CL 'HCL C
TYPE OF COVER MATERIAL
FIGURE 60
-------
- 127 -
that the moisture content of the soil will never be less than the wilting
moisture content. The numbers on the curves are for various thicknesses
of soil cover from one foot to six feet. The abscissa represents different
soil types and the ordinates are times for average conditions.
The curves in Figure 61 can be used to predict the time necessary for
leachate to pass through the refuse where the abscissa are net infiltration
(field capacity minus original moisture content) and the ordinates are in
months. The numbers on the curve represent thickness of the refuse portion
of the landfill. Thickness of intermediate soil covers are ignored in this
computation. It is believed that this data would not have any significant
effect on final results, However, if the field capacity or original
moisture content of the intermediate soil covers varies significantly from
that of the refuse, a weighted average could be used to determine the abscissa
value.
The graphical procedure used to determine the appearance of leachate
is as follows:
1. Routing through the soil cover
a. Determine type of soil to be used for cover.
b. Determine the thickness.
c. Using Figure 60, evaluate the time from placement v/hen
leachate will pass through the soil cover if the soil
is placed at the wilting moisture content.
d, Calculate the moisture content of the soil, and time of
placement in percent on a dry v/oiqht basis,
-------
oo
•o
CO
CN
cs
SH1NOW Nl 3WI1
-------
- 129 -
e. a x b
a = calculated time from Figure 60
b = Field Capacity - Placement Moisture Content
c = Field Capacity - Wilting Moisture Content
2. Routing through refuse
a. Determine field capacity of the refuse.
b. Determine the original moisture content of the refuse.
c. Calculate water storage capacity of the refuse (field
capacity - original moisture content).
d. Determine depth of refuse.
e. Using Figure 61, determine time from placement when
leachate will appear at the bottom of the refuse.
3. Total time for leachate appearance
a. Add times from computations 1 and 2.
b. From Figure 59, determine the average filtration for a given
area.
c. Total time = sum of 1 and 2 x sum of average infiltration.
-------
- 130 -
REFERENCES
1. American Public Works Association, Municipal Refuse Disposal,
Public Administration Service, Chicago, 1966.

2. American Society of Civil Engineers, Sanitary Landfill,
Manuals of Engineering Practice, No. 39, New York, 1959.

3. Engineering-Science, Inc., "Effects of Refuse Dumps on Ground
Water Quality," State Water Pollution Control Board, State
of California, Publication No. 24, 1961.

4. Hughes, G., Landon, R. and Farvolden, R., Hydrogeology of
Solid Waste Disposal Sites in Northeastern Illinois,
Illinois State Geological Survey, Urbana, Illinois, 1968.

5. Lin, Yuan, "Acid and Gas Production from Sanitary Landfill,"
Dissertation, West Virginia University, Morgantown, West
Virginia, 1966.

6. Merz, R.C. and Stone, R., "Gas Production in a Sanitary
Landfill," Public Works, 95(2):84, February 1964.

7. Merz, R.C. and Stone, R., "Sanitary Landfill Behavior in
an Aerobic Environment," Public Works, 97(1): 67, January
1966.

8. Quasim, S., "Chemical Characteristics of Seepage Water
From Simulated Landfills," Dissertation, West Virginia
University, Morgantown, West Virginia, 1965.

9. County of Los Angeles, Department of County Engineering
"Development of Construction and Use Criteria for Sanitary
Landfills," Summary of First Year Study, Los Angeles,
California, October 1968.

10. Kaiser, E.R., "Chemical Analysis of Refuse Components,"
Proc., National Incinerator Conference, A.S.M.E., New
York, pp. 84-86, 1966.

11. Fungaroli, A.A. and Steiner, R.L., "Foundation Problems in
Sanitary Landfills," (a discussion), Journal of the Sanitary
Engineering Division, A.S.C.E., Vol. 94, No. SA4, August 1968.

12. Muller, J. and Freund, J., Probability for Engineers,
Prentice Hall, Englewood Cliffs, New Jersey, 1965.
-------
- 131 -
13. Remson, I., Fungaroli, A.A., and Lawrence, A.W., "Water
Movement in an Unsaturated Sanitary Landfill," Journal
of the Sanitary Engineering Division, A.S.C.E., SA2, April 1968.

14. Merz and Stone, "Landfill Settlement Rates," Public Works
Vol. 93, No. 9, September 1962.

15. Russell, M.B., Coordinator, "Water and Its Relation to Soils
and Crops," Advances in Agronomy, Vol. 11, 1959.
-------
- 132 -
ACKNOWLEDGEMENTS

This project is supported by Public Health Service Research Grant
No. 5-R01-UI-00516-03, Office of Solid Wastes.

This manual is based primarily on two preliminary manuals prepared
for this project entitled:

"Analysis of Liquid Samples" by A. W. Lawrence
"Analysis of Gas Samples" by N. Trieff2

The assistance of R. Schafish and G, Cox is hereby acknowledged.
Former Assistant Professor, Department of Civil Engineering, Drexel
University, Philadelphia, Pa.
2
Former Assistant Professor, Department of Chemistry, Drexel University,
Philadelphia, Pa.
-------
APPENDIX 1
Analytical Procedures for Chemical Pollutants
-------
TABLE OF CONTENTS

Page

LIQUID SAMPLES J
Reagent Preparation 1
pH 2
Alkalinity 2
Suspended Solids 3
Nitrogen 4
Ammonia 4
Organic Nitrogen 4
Chemical Oxygen Demand 4
Dissolved Oxygen 5
Sulfales 6
Sodium and Potassium 6
Chlorides 7
Total Dissolved Solids 1
Hardness 8
Biochemical Oxygen Demand 8
Phosphate 9
Nitrates 10
Metals 10
Calcium and Magnesium 10
Heavy Metals 11

GAS SAMPLES 12
Sampling Procedure 12
Figure 2 - Injected Volume vs. Area Response 13
Sample Collection Procedure IS

SOLID SAMPLES 16

APPENDICES
Appendix A - pH and Alkalinity 18
Appendix B - Suspended Solids Determination -
Glass Fiber Filters 19
Appendix C - Nitrogen - Kjeldahl 2]
Appendix D - Operating Procedure for the Fisher-
Hamilton Gas Partitioner Model 297 22
Appendix E - Detailed Procedure of Heavy
Metal Determinations 2i>

REFERENCES 26
Note: The procedures described herein
apply to both the laboratory
lysimeter and field installation
sample.
-------
-1-
LIQUID SAMPLES

The same analytical procedure is used to measure a given parameter

in samples from both the lysimeter and the field installation. On the

average, the lysimeter leachate will have higher concentrations.

Therefore, these samples will generally have to be subjected to some

form of pretreatment, i.e., dilution, neutralization, centrifugation,

or filtration prior to analysis. The pretreatment to be used will be

determined when a sample is being readied for analysis.

Reagent Preparation

Proper preparation of reagents is the foundation of meaningful and

accurate analytical procedures. Maximum care should be taken in pre-

paring reagents, especially those which are primary standards and

whose strength cannot be easily checked. Most chemicals are dried at

103 C before weighing a specific quantity. Deionized water must be

used in the preparation of all reagents. Particular attention must

be paid to information contained in "Standard Methods for the Examina-

tion of Water and Wastewater", (hereafter denoted as S.M.) regarding

the stability or "shelf life" of reagents, "for it is far better to

2
discard doubtful reagents than to analyze in vain". An excellent

description of the procedures used in preparing standard solutions is

found in chapter 14 of "Chemistry for Sanitary Engineers". In case

of critical shortages of personnel and/or time, many reagents may be

purchased from chemical suppliers, already prepared and standardized;

however, such reagents are quite expensive.

Important in the preparation of reagents is the accurate weighing

of micro-quantities of material. Each analyst should be thoroughly

familiar with the operation of the Mettler (or equivalent) analytical
-------
—2 —
balance. Most materials are weighed after drying at 103 C and cooled

in a desiccator. It is important: to complete a weighing rapidly due

to the adsorption of moisture during weighing.

pH is determined by the Glass Electrode Method as described on

page 225 of S.M. A line operated Beckman Expanded Scale pH meter is

used in this determination. An Orion single junction reference electrode

filled with 10% KNO_ replaces the standard calomel electrode. The normal

limits of accuracy reported for this method are - 0.1 pH unit.

Additional notes on pH appear in Appendix A.

Alkalinity

Alkalinity is determined in accordance with the procedure described

on page 48 of S.M, with the following modifications:

1. A fifty milliliter (ml) sample is used.

2. 0.02 ^N tLSO, (or lesser concentration, depending on the

magnitude of the alkalinity) is used as the titrant.

3. The sample is stirred by a magnetic stirrer during the titration.

4. The sample is titrated to a pH value determined by the magnitude

of the alkalinity. The reported standard deviation for alkalinitv deter-

minations in sewage with colorimetric endpoint indicators and 0.02N H SO,

reagent is 0.07 ml.

In the procedure used here, an increase in titration precision

should result from the potentiometric endpoint determination while a

decrease in overall precision should result from the use of a more

concentrated titrant.

Additional notes on alkalinity appear in Appendix A.
-------
Suspended Solids

Suspended solids are determined by leachate filtration through a

glass fiber filter pad. The analytical procedure employed is essentially

A
the same as that described by WycV.-sff for the de^erm-8 nat ion of suspended

solids in sewage a,id activated sludy;t, The xla?-;. fiber filter pads used

are A,25 cm. Whatman Glass Paper, grade GFC manufactured by W. and R.

Balston, Ltd. of England and obtained from Scientific Glassware Co.,

B"1 o^nf if 1 ii , N. J. Dm ing f ilt rat: luii, the filters ai e supported by a

Pyrex glass filter holder assemble, Model No, 0^70( ^ianuf.ic.rured bv

MilUpore Filter Corporation, Bedford, Mass. Fcllc'ring f i] iraticr.,

the pads are weighed after being dried lor one hour at 103 C and again

:';er te^ng igr.ii *=- for ten minutes at oOC'"\l. "•, I;V:A fi\fei pads .. >-

carr-.id through the procedore with, each set of samples to allow a ".orrectir

to bt- made for the initial moisture content of the filter pads.

Smith and Greenberg" evaluated five different filtration technioues

for the determination of suspended solids in sewage. These techniques

\ •:• La'itid glass i i ber filter pads supported in dirferent ways, membrane

filter pads, an;; the "standard method" viipluylng the Goo?h cruc It Le

with asbestos mat. The suspended solids content of several sewage

samples was determined by each technique. On the basis of a statistical

Analysis of /..r^ar.c .i, ("• ••.«,; conrJuded chat s:" : ive I t-i_ :iiiiqut.o yjeided

resuj-.s which we- ~ nut st at ia " : ^ai ly di'ft^-int. On a non-statistica ^

basis, a glass fiber filter technique was indicated as the method of

choice. The coefficient of variation calculated from the determinations

by Wy»_koff of suspended solids in activ'^iet. sx'i^t- t. i_j.uent is 11.2
-------
percent for total solids and 13.8 percent for volatile solids.

Additional information concerning this procedure appears in

Appendix B.

Nitrogen

Ammonia

Ammonia nitrogen is determined according to the procedure

described on page 389 of S.M. with the following modifications:

1. The sample volume is 15-375 ml.

2. The distillate is collected in boric acid solution and

titrated to a colorimetric-determined endpoint at pH 4.5 if the

NH--N concentration is <_ 5 mg/1.

It is reported that this method recovers 99-100 percent of the

available ammonia with a precision, expressed as the titration standard

deviation, of 0.18 ml. over the cencentration range of 5-50 mg/1 NtL-N.

Organic Nitrogen

After the ammonia nitrogen distillation, the remaining

liquid is analyzed for organic nitrogen, according to the method

described on page 402 of S.M. with the following modification: one

HgCl2 catalyst tablet and 10 ml cone. H SO, replaces the Acid-Catalyst

Solution. The reported recovery and precision for this method in the

concentration range of 5-50 mg/1 organic nitrogen are 98.5 - 99.5

percent and - 0.13 mg/1 respectively.

Chemical Oxygen Demand

The chemical oxygen demand (COD) of liquid samples is determined

by the dichromate reflux method described on page 510 of S.M. with the

following modifications:
-------
-5-
1. Sample and reagent volumes used are 20 ml. aliquot, 5 ml. of

0.5 N K2Cr207, and 15 ml. of ^SO^ (with Ag^O^).

2. The silver sulfate catalyst is employed in all determinations.

3. Mercuric sulfate (0.4 grams per sample) is added to all

samples to eliminate the need for chloride corrections.

It is reported that this method oxidizes most compounds to

95-100 percent of the theoretical oxygen demand. With the silver sulfate

catalyst, short straight chain alcohols and acids are oxidized to 85-95

percent or more of the theoretically predicted value. The average

standard deviation for miscellaneous wastes with COD ranging from 350-57,

050 mg/1 was 0.095 ml.

Additional notes concerning this determination are:

1. The standard ferrous ammonium sulfate titrant concentration

should be approximately 0.10 1J.

2. After refluxing and dilution to a total volume of 140 ml.,

the samples must be cooled to room temperature before titration.

3. Ferrous ammonium sulfate titrant must be standardized each

time it is used.

4. The maximum COD concentration which can be determined using

the 20 ml. sample is 1,000 mg/1; for greater COD concentration, lesser

volumes of sample diluted to 20 ml. with deionized water should be

employed.

Dissolved Oxygen

Dissolved oxygen is measured with a Delta Scientific Company D.O.

meter. The meter is standarized periodically against D.O. determined
-------
-6-
by the Winkler method (S.M., page 406), with the Alkali-Azide Modification.

The meter uses a probe consisting of silver and lead electrodes in

a KOH solution and covered by a teflon membrane which will let oxygen

pass, but will stop most interfering substances.

Notes:

The instrument cannot be used in the presence of sulfide;

however, sulfides are usually present only when D. 0. is at

zero or close to it.

Nomographs are available to determine true D. 0. in the

presence of salinity and chlorine.

Sulfates

Sulfate is determined by the tubidimetric method described on

page 291 of S.M. It is important in this method to maintain constant

conditions of stirring speed and time of stirring throughout the series

of analyses in order to insure uniform development of Barium sulfate

turbidity. The Bausch & Lomb spectronic 20 is used in this procedure.

Cuvets providing a light path of 1 cm. may be used. A new standard

transmission curve should be prepared for each set of determinations.

The conditioning reagent is designed to reduce pH of the test solution to

the acid range when dealing with samples having equivalent buffer capacity

of surface and drinking water. If higher concentrations of alkalinity are

incurred, prior adjustment of pH with HCL are necessary. The need for

such pretreatment can be determined by checking the pH of a sample treated

according to the standard method,

Sodium and Potassium

The Coleman model 21 flame photometer with the appropriate filter
-------
is used. The maximum expected concentration is set for 100% trans-

mittance and 0 for distilled deionized water. The range is generally

0-50 or 0-100 ppm.

A series of standard solutions are run and the transmittance is

subtracted from 100. This value is plotted on the log axis of semilog

paper with concentration on the non-log axis. The unknowns are then

calculated from this curve.

Chlorides

Total Chloride ion concentration is determined with an Orion

combined reference-chloride ion electrode connected to either an Orion

specific ion meter or a Beckman Expandometric Potentiometer.

Ten ml. of sample is pipetted into a 50 ml. beaker, 10 ml. of

100 mg/1 in 2M K NO is added. The mixture is titrated with AgNO

added 0.1 ml. at a time. The millivolt reading is plotted vs. ml.

AgNO,. added. The inflection point is the end point.

_ .. , ml AgN00 x NAgNO- x 35.45 x 1000
Calculations: _ 3 3

Mg/1 Cl~ = ~~
ml sample

Total Dissolved Solids

Total dissolved solids or residue on evaporation is determined

according to the method described on page 244 of S.M. Following air

drying, the samples are dried at 103 C to constant weight (1+hours).

With ground-water samples there is usually no need to determine th

volatile fraction of the residue on evaporation.

With lyslmeter leachate^volatile fraction, expressed as weight

per volume and percent of total solids, is determined by ashing in

the muffle furnace at 600 C for 10 minutes.
-------
The total dissolved solids of the ground-water samples are also

determined with a Myron L Dissolved Solids meter, Model 532T1.

This instrument measures the conductance of the sample and converts it

directly to total dissolved solids.

Hardness

Hardness is determined according to the EDTA titrimetric method

described on page 147 of S.M. Since various metal ions interfere with

this determination, it is necessary to use an inhibitor in samples of

lysimeter leachate. THE INHIBITOR IS SODIUM CYANIDE WHICH IS EXTREMELY

DANGEROUS, LIBERATING HYDROGEN CYANIDE UNDER ACID CONDITIONS. The best

method of using this inhibitor is to purchase it in packet form from

Hach Chemical Company. These packets also contain the buffer solution

described in paragraph 2.1.a, page 149 of S.M. and the indicator

described in paragraph 2.3.a, page 150 of S.M. In using these packets,

attention must be paid to the precautions listed in paragraph 3.1,

page 151 of S.M.

Biochemical Oxygen Demand

Biochemical Oxygen Demand (BOD) is a measure of the biodegradable

organic content of polluted water. This test, used in conjunction

with the COD test, provides a measure of the fraction of total organic

matter which is subject to biological degradation. The BOD test is

performed in accord with the procedure given on pages 415-421 of S.M.

BOD dilution water is prepared with deionized water.

Through experimentation, it has been determined that no seeding

of the sample with domestic sewage is necessary to perform the test.

The dilution water should be aerated with compressed air at room

temperature prior to use. Depending on the estimated value of BOD

for a given sample (it can be gained from COD results), the direct
-------
-9-
pipeting or dilution method is selected for preparing BOD samples.

Two methods are available for compensating for any immediate dissolved

oxygen demand samples:

1. Aeration of one sample to saturation before preparation BOD

dilutions, and

2. Determination of dissolved oxygen remaining in duplicate

dilutions 15 minutes after preparation of said dilutions.

Choice of a method is the prerogative of the analyst. BOD is

determined periodically (at least once a month) on samples of lysimeter

leachate and on ground-water samples drawn from the strata directly

beneath the field installation.

All water samples are subjected to routine analysis for COD.

This test requires less time than BOD and serves as an indicator of

3
organic contents. Chapter 24 in "Chemistry for Sanitary Engineers"

provides an excellent discourse on many practical aspects of the BOD

tests. The table of dilutions in this chapter is especially helpful

for quickly deciding which three dilutions to prepare for any given

sample. After preparation, the BOD samples are incubated for five days

at 20 C in the BOD incubator. Dissolved oxygen is then determined by

the previously described method.

Phosphate

Phosphate concentration is determined on ground-water samples and

lysimeter leachate. The stannous chloride method described on page

234 of S.M, is applicable to the analysis of ground-water samples. A

lysimeter leachate sample may contain excessive amounts of organic

and inorganic material which will interfere with the stannous chloride
-------
-10-
method,and hence, the aminonaphtolsulfonic acid method should be used.

This is a difficult analysis to perform and pretreatment of the

sample will probably be necessary.

Nitrates

Nitrate analysis is performed on ground-water samples and on

lysimeter leachate. Care must be taken in interpreting nitrate

analysis results on lysimeter leachate because of the large quantities

of dissolved organic and inorganic materials present. The most

significant element of this interpretation will be the presence or

absence of nitrates (which is an indicator of the presence of aerobic

and anaerobic conditions) rather than concentrations measured.

Measurement of ultraviolet absorption at 220 my is a valid

method of determing nitrate concentration. The nitrate calibration

curve follows Beer's law up to concentrations of 11 mg/1 NO .

Dissolved organic matter may interfere at 220 my; however,

dissolved organic matter also absorbs at 275 my while nitrate does not.

This allows a correction for the interference of organic material.

The sample must be acidified to prevent interference from hydroxide and/

or carbonate ion.

It is necessary to prepare a calibration curve for each set of samples.

A series of dilutions ranging from 0 to 0.35 mg N are used. At least

five different concentrations and one blank concentration must be run

with all samples. A water blank is run between each sample.

Metals

Calcium and Magnesium

Calcium and magnesium contents are determined in the hardness
-------
-li-
test, Calcium concentration is determined by a modification of the

EDTA method which is described on page 74 of S.M. The underlying

principle of this modification involves the adjustment of sample pH

to a point at which magnesium is precipitated, and hence, only

calcium remains in the solution to react with the EDTA titrant.

Magnesium concentration is then determined by difference between

total hardness and calcium concentration.

Heavy
Analyses for four of the heavy metals (Fe, Cu, Ni, Zn) are

performed by using the Beckman Atomic Absorption accessory in combi-

nation with a Beckinan DB Spectrophotometer ,

The samples obtained from the field installation are run directly

except 3 ml 1;1 HNO., are added to preserve the metals in solution

and extremely turbid samples are centrifuged. Samples of leachate

from the lysime.ter or samples of similar concentrations must first be

centrifuged (750Q rpm-]Q min) and then, if required, appropriately

diluted. Lysimeter leachate is tested full strength for Cu, Ni and Zn,

but dilutions of 1:100 must be made for iron determinations.
-------
-12-
GAS SAMPLES

Samples from the lysimeter and the field installation ar'e analyzed

in the laboratory using the Fisher-Hamilton Gas Partitioner. This

instrument contains two columns in series and uses two matched pairs

of hot wire filaments. The first column is 6 feet by 1/4 inch diameter.

The column contains 30% DEHS on 60-80 mesh chromosorb P. The second

column is 6.5 feet by 3/16 inch diameter packed with 40-60 molecular

sieve 13x. Gases composed of Nitrogen, Oxygen, Methane, Carbon Monoxide,

Carbon Dioxide and Hydrogen Sulfide can be quantitatively analyzed

with this system. The first column separates CO- from the remaining

components which remain lumped together as the first composite peak,

while the second column separates the remainder of the gases. The

observed retention times of the different gases are listed below,

along with specified experimental conditions:

Retention Times of Landfill Gases
Gas
CO,,
2
02

H^S
CH
CO
Retention Time
1.75

2.75
3.75
4.75
5.25
7.00
in Minutes

Flow rate of Helium is 40 ml/min.
Milliamps - 240.
Sampling Procedure

The types of sample containers used for the gas samples appear

in the following figure:
-------
-------
--^Ur
B
While the commercially available gas sampling bulb, A, was used

in the initial stages of this i rv -jstigation, it was found that a gas

sampling tube, designed and constructed in our laboratory, served just

as well. Because of its inexpensive construction, this qas sampling

tube, B, could be mass-produced and permitted a large number of samples

to be run during a given day without re-evacuation. The sampling

procedure involved first the evacuation of the tube, either type A

or B, by means of a high vacuum pump. In the case of A, one stop-

cock is kept closed and the other opened to the vacuum end of the

pump with the rubber septum kept on. To evacuate B, the right-hand

fitting is connected by means of the rubber terminus to a glass fitting

at the end of the vacuum pump, the pinch clamp is opened and a vacuum

is established. After about 10-15 minutes, either the open stop-cock
-------
-15-
in the case of type A or the pinch clamp in type B is closed. A

system which permits evacuation of a large number of sampling bulbs

has been constructed.

Sample Collection Procedure

1. The suction end of a pressure suction type rubber sampling

bulb is connected to a sampling hose.

2. The sample hose is purged a sufficient number of times to

remove the volume of gas in the hose.

3. The evacuated sampling tube is then connected to the pressure

end of the rubber bulb.

4. After connecting the stop-cock, the sampling tube is opened,

and the vacuum draws the sample into the tube.

5. The stop-cock is then closed, and the tube is ready to be

returned to the laboratory.

6. In the laboratory, the gas sample is analyzed with a gas

chromatograph.

A detailed operating procedure for this equipment is given in

Appendix D.
-------
The rhemii.al cornposi t ion of raw refuse is determined by using

the standard methods described in "Municipal Refuse Disposal". All

samples are ground by means of a hammermill to one square inch to

promote homogeneity. Aiiquots of this ground refuse are then analyzed

for:

1. Crude fiber content.

2. Moisture content.

3. Ash.

4. Volatile percentage.

5. Carbon.

b. Nitrogen.

7. Total water soluble solids.

8. Water solubles:

a) sodium
b) chloride
c) nitrogen
d) phosphate
e) sulf ite
f) COD

The analyses lor the water soluble pollutants are described in

the liquid sample section ot this manual. The water samples are

prepared by digesting a known quantity of ground refuse in a known

volume of water for 24 hours. The remaining refuse is dried and

weighed to determine the water-soluble portion. Using this data, a

conversion factor is developed to convert the analytical results of

mg/1 to t lie more representative units of nig pollutant per gram of

drv refuse. The non-combustible fraction of the raw refuse is
-------
-17-
analyzed by emission spectroscopy to obtain a semiquantitative

estimate of the constituents of that fraction.
-------
-13-
APPENDIX A

pH and Alkalinity

1. Check pH meter before doing:

a. Temperature compensation - check sample temp.

b. Millivolts - both buttons up.

c. Refill the Orion single junction daily.

d. Wash off electrodes with distilled H«0. Dry electrodes.

e. Insert electrodes in buffer solution - pH 7.

f. Depress electrode "read" button and after a few minutes, adjust
meter needle to 7.0 using "Standardize" dial.

g. Repeat process with pH 4.0 buffer.

h. Depress "standby" button, remove electrodes from buffer; wash
with distilled H20.

2. Measure out a 100 ml. sample (or larger volume) using graduated
cylinder. Transfer into 150 or 250 ml. beaker being careful not
to agitate the sample.

For samples high in alkalinity, a 10 ml. sample is measured for
pH and then diluted to a final volume for alkalinity titration.

3. Insert electrodes in sample beaker. Do not allow electrodes to
touch the bottom of beaker. Rotate beaker slowly to insure proper
mixing of sample.

4. Depress "read" button and measure pH.

5. Depress "standby" button; remove electrodes; insert stirrer bar;
turn stirrer control to approximately 5_.

6. Reinsert electrodes being careful not to let stirrer bar strike them.

7. Depress pH button and titrate sample to appropriate endpoint pH
with 1 appropriate strength H_SO,(sulfuric acid). Record volume
of acid used.

8. Depress "standby" button; turn stirrer off; remove electrodes from
sample; wash electrodes with distilled HO; insert in distilled
H.O or next sample. Remove stirrer bar from sample.

9. Never allow the pH switch to be depressed when electrodes are not
submerged in a solution (either distilled water or sample).
-------
-19-
APPENDIX B

Suspended Solids Determination - Glass Fiber Filters

Taring of Filter Pads

1. Check the zero of the Mettler Balance.

2. Weigh the filter pads and place the weighed pad in an evaporation
dish for carrying. Handle the pads with tweezers, never with the fingers.

3. Record weights under tare column and opposite the dish number.

Eliter ing the Sample

1, Check cleanliness of filtering apparatus.

2, Place the filter pad on the fitted glass filter holder, using
tweezers, and clamp the upper portion of the filtering assembly
in place.

3. Run the blank filters first. Use volume of distilled water equal
to largest sample for the blank. Filter, remove with spatula, and
place pad in evaporating dish.

4. Filter the rest of the samples using volumes as directed. Be sure
to shake sample thoroughly before pipeting filter volume. Use open-
tip pipet for transferring same to the filter assembly.

5. After sample is completely filtered and no liquid remains on pad,
wash down sides of filter assembly with a small amount of distilled
water from squeeze bottle.

6, When filter pad is again "dry" turn off vacuum and place pad in
evaporating dish. Check rim of filter assembly for solids residue
and, if present, transfer as well as possible to pad.

Drying and Weighing

1. Place evaporating dishes containing filter pads in 103 C oven for
one hour .

2. Remove from oven, cool in desiccator for 20 minutes and weigh on
Mettler Balance. Record weights.

3. Ignite pads in dishes in the muffle furnace for 10 minutes. Remove,
cool in air for 15 minutes and weigh on Mettler Balance. Record weights.
-------
-20-

APPENDIX B (Cotit'd.)

Calculations

Total Solids: [(Dry Wt. - Tare) + (Tare - Dry Wt.)] 103 x 1Q3

Sample Blank Sam, Vol.

3 3
Volatile Solids: [(Dry Wt. - Ign. Wgt.) - (Dry Wt. - Ign. Wgt.)] 10 x 10
Sample Blank Sam. Vol.
„ , ... Volatile Sol. --.-

V°latile = Total Sol. X 10°
-------
-21-

APPENDIX C

Nitrogen - Kjeldahl

AmmonjLa

1. Measure out a 375 ml. sample in a 500 ml. graduated cylinder and
transfer it to a beaker. Adjust the pH to 7.0 and transfer to
Kjeldahl flask. Wash out cylinder by filling it with distilled
water and adding the water to the Kjeldahl flask.

2. Add 25 ml. of phosphate buffer to the Kjeldahl flask containing
the sample.

3. Distill over the ammonia.
a. Turn on condenser water valve of Kjeldahl apparatus.
b. Add _4_ or 5 glass _b_e_^d_s___t^ _ each Kjeldahl flask before placing __on
apparatus .
c. Place flasks on heaters and turn heater controls on.
d. Insert collector tips into collecting beakers containing 50 ml.
of boric acid solution.

4. Distill liquid over until beaker is filled to the mark (250 ml.).
Turn heaters off and remove collection tips from solution.

5. Determine Nitrogen content by titration to pH of 4.5 or green indirator
endpoint with 0.02 N^ H?SOA
*(If NH^-N content is •-' 5 ' mg/1, collect distillate without borii
acid solution and determine NH.-N by nesslerization.
1. Add one HgCl2 catalyst tablet and 10 ml. cone. HnSO^ to each ot the
Kjeldahl flasks used in the ammonia determination.

2. Place the flasks in position on the lower portion of the KjeldahJ
apparatus.

3. Turn on the blower and the heating units.

4. Allow samples to "digest" for 30 minutes after the samples have
cleared of white fumes (this clearing will take about one hour).

5. After above time has elapsed, turn off heaters leaving blower on.
Allow flasks to cool.

6. Remove flasks from apparatus and add 300 ml. of distilled water to
each flask.

7. Add 50 ml. of "organic nitrogen sodium hydroxide solution" to each
flask.

8. Distill and analyze as with ammonia nitrogen.
-------
APPENDIX D

Operating Procedure for the Fisher-Hamilton Gas Partitioner
Model 297

1. Turn the cell power switch to the on position. Note: the cell
power switch should never be turned on unless the carrier gas
is flowing. If the carrier gas flow is interrupted, always turn
the cell power switch to off.

2. Adjust the flow control valve until the desired flow rate is
established. Forty ml/min is suggested as an optimum rate for use,

The flow rate may be checked with the bubble tower, as explained
in the instruction manual.

3. The partitioner must be in thermal equilibrium before any
analysis can be performed. At least six hours is required for
the Model 29 to reach equilibrium; therefore, the cell power
switch will be kept in the on position and the carrier gas
flowing at a rate of at least 4 ml/min at all times.

4. Zeroing the Recorder: to zero the Speedomax W recorder with
Disc Integrator, the Attenuate control should be turned to
the SHORT position. This shorts the recorder leads, and the
indicator should now rest at zero position.

5. Balance the partitioner by turning the Attenuate control to 1.
Then, by using the coarse and fine balance controls on the
partitioner, again bring the recorder pen to the zero baseline.

6. Sample Deliver: a) Using a 1-ml. Hamilton Syringe (Fisher
Catalog No. 14-820-10) with a Chaney Adapter, remove a 1 ml.
sample from the Erlenmeyer flask sampling devices, mentioned
previously. This is done by inserting the needle through the
septum cap on the flask and then flushing the syringe once or
twice with the sample before removing the needle; b) insert
the syringe needle through the diaphragm of the sample
injection port and rapidly depress the plunger; c) set Attenuate
switch to 8. If peaks are off, scale change Attenuation until
each peak is on the scale. The right attenuation for each gas
will vary with sample,and experience will indicate the proper
attenuation for different concentrations.

7, Calculation of Peak Areas: A sample chromatogram of the landfill
gases is shown in Figure 1. The integrating scale is indicated
on the bottom of this graph. To determine the area of the
peaks for each gas, the number of lines crossed by the indicator
is then multiplied by the attenuation.
-------
APPENDIX .) (.Cunt M.)
Calculation of Percentage t onpo--, i I i->n : Absol-ite concentrations
are not determined — only relit ive i oncent rat i 0113 in % by
volume. These are determined bv rnfasurinc t'">-- peak areas.
Substitution of the peak areas iri equations (I) would give
the "•' volumes for componen1s -A, B, C, ...
(la)
-/ ,, ! ,> area B x JO'; . .
/ Volume B = ; -,-- , (lb)
are i farea +area + ...
/-i B (
etc .

Now, this set oi equations is not exact in that it has tacitly
assumed an equal response on the 4as chromatographic detector for
equal volumes of each of the comuonent substances. While this
is approximately true, it is not eract as we have shown.

To correct this lack of identity o! response, response factors
in peak area/nil, gas injected or the reciprocals were determined.
These factors are inserted as ccrrc"t '.o:1 ta~tor,c; to give the
following i. qua t Jons :

JOO
(2a)
00
art. a ( ' : x 1 00
Corrected / \\-ilui.ie C -
K , K , R are the rt.c iproca I s for t tie rt sponse factors in

ml. gas jnjected/peak areas. Ihcse are listed on the next page.
-------
APPENDIX D (Cont'd.)
Reciprocals for Response Factors for Various Landfill Gases

Reciprocal of response factor,
. ml. gas injected
Gas ' peak area (arbitrary units)

0 7.05
1C 7.44
C02 5.99
CH4 8.43
CO 7.66

It is clear that the constants are somewhat variable. The data
used for the determination of these constants are plotted in
Figure 2. In order to obtain these plots, various volumes of
pure gas at atmospheric pressure were injected into the gas
chromatograph and the resulting peak areas measured.

Gases of purity greater than 99% were used in all cases. The
slopes of the best straight lines in each case give the respective
reciprocals of the response factors in ml. gas injected/unit area
x 10°.
-------
APPENDIX E
Detailed Procedure of He_a vy_ MetaJ_JteJ^ermijiat_if' ris
Once the atomic absorption unit and the Beckmau DB spectrophotu-
meter have been turned on and properly adjusted, it Is necessary to
produce a standard curve using a serial dilution of the metal of
interest. This curve is used to determine the metal concentrations
in samples. If it is necessary to drastically aiter some control,
such as the fuel or slip opening, then a new set of standards
must be run and a new curve obtained for that setting. It is
absolutely necessary that a standard curve be made each time the
apparatus is started after being shut down.

The standard concentration series is made from a dilution of a
stock solution of 200 mg/1. It has been found that concentrations ,-f
0.3, .6, .9, 1.2 and 1.5 mg/1 are acceptable for making standard
curves for Cu, Fe and Ni. These three metals can be combined in
one set of standards. It is necessary to make a separate series of
standards for Zn. The concentrations should range from 0.05 to ."'
mg/1. The three metals, Fe, Cu and Ni, are run in the s-inu- nuiim- i ,

Operating procedures for the Beckman DB Spectrophot ometur K'-Itu
atomic absorption accessory are best obtained from their respective
manuals.
-------
-26-
REFERENCES
1. Standard Methods for the Examination of Water and Wastewater.
Twelfth edition. New York: American Public Health Association,
Inc., 1965.

2. A. W. Lawrence [Private Communication].

3. Sawyer, C. N. and McCarty, P. L., Chemistry for Sanitary Engineers.
McGraw Hill Book Company, New York, 1967.

4. Wyckoff, B. M., "Rapid Solids Determination Using Glass Fiber
Filters," Water and Sewage Works, 111, No. 6: 277-80, 1964.

5. Smith, A. L., and A. E. Greenberg, "Evaluation of Methods for
Determing Suspended Solids in Wastewater," Journal Water Pollution
Control Federation, 35: 940-43, 1963.

6- Municipal Refuse Disposal. Chicago: American Public Works Assoc.,
1966.

7. Fisher Scientific. Fisher/Hamilton Gas Partitioner Instruction
Manual.
-------
APPENDIX 2
Photographs of Laboratory Sanitary Landfill Lysimeter
-------
-------
PHOTO 1

LYSIMETER PRIOR TO INSTRUMENTATION
PHOTO 3

INSTALLATION OF THERMISTORS FOR CONTROLLING
AND MONITORING OF HEATING TAPES
PHOTO 2
INSTALLATION OF HEATING TAPES
PHOTO 4
LEACHATE COLLECTION TROUGH WITH FIBERGLASS
LINING
PHOTO 6
STRUCTURAL SUPPORT FOR LEACHATE COLLECTION
TROUGH
LOADING OF PREPARED REFUSE IN COMPACTION BOX
-------
PHOTO 7
POSITIONING OF COMPACTION JACK
PHOTO 9
EMPLACEMENT OF COMPACTED REFUSE IN LYSIMETER
PHOTO 11
THERMISTOR AUTOMATIC SCANNING-PRINTING
SYSTEM
PHOTOS
COMPACTION JACK IN POSITION
PHOTO 10
LOADING BOX WITH BOTTOM DOORS
OPEN
PHOTO 12
TOP OF LYSIMETER
-------
APPENDIX 3
Photographs of Field Experimental Sanitary Landfill
-------
Fig. 1 - Initial Condition of Test Site.
Fig. 2 - Excavation for Test Landfil'.
Fig. 3 - Four Ft. Diameter Caisson in In-situ Soil Below Test
Landfill Excavation.
Fig. 4 - Sections of Four Ft. Diameter Caisson With,,n Test
Landfill Excavation.
Figs. 5-6 - Installation1 of Gas Sample Wells.
-------
Fig. 7 - Gas Sample Pipe and Thermistor Piobe Prior to
Sealing.
Fig. 8 - Sealing Pipe with Sihcone Sealant.
fig. 9 - Gas Sample Pipe and Thermistor Probe Ready for
Installation.
Fig. 10 - Gas Sample Pipe and Thermistor in Place.
Fig. 11 - Backfilling of Pipe.
Fig. 12 - Capping Pipe.
-------
Fig. 13 - Concrete Caisson \vitii Ld'eid.s Local'1'; S x Feel
Below Top of Landf:!i
&&*?$&'•}'*•*-•' "* <- ; '^~,~'~ *.

**•.
::^r>%^«-.|gr^^
jp •^-v-/' -- < >*r
g^^t '^.,,/--^
Fig. 15 - Compaction of Refuse.
Fig. 16 - Compacted Refuse Prior to Daily Six Inch Soil Cover.
Fig. 17 - St'ip Chart Rain Gauge.
Fig. 18 - Landfill neanng Completion.
-------
APPENDIX 4
Outline of Procedure for Using The Nuclear Chicago
Model PI9 Subsurface Soil Moisture Probe and the
Model P20 Depth Density Probe
-------
The Model P19 Subsurface Soil Moisture Probe contains a radiation
source which produces fast neutrons and a detector which is only sensitive
to slow neutrons. As the fast neutrons travel through the soil, they are
slowed by hydrogen atoms and become "slow neutrons." These are then counted
by the detector. Therefore, with a known rate of emitting fast neutrons,
the number of slow neutrons detected per unit of time can be related to
moisture content.
The Model P20 Depth Density Probe contains a gamma source separated
from a gamma detector by a shield. This detector receives only those
gamma rays which have been transmitted to the surrounding soil and have
been reflected back toward the detector. Since a higher percentage of
the reflected gamma rays are absorbed by denser material, the count rate
is inversely proportional to the density of the material.
The operating procedure for both probes is primarily identical and
very simple. Both units are used in conjunction with the Model 5920 d/M
Gauge sealer. The procedure is as follows:
1. The probe is connected to the input of the sealer.
2. The sealer voltage is set to the appropriate value.
3. A standard count is taken as described in the unit operations
manuals.
4. The probe is lowered to the desired depth in the access tube.
5. A one-minute count is taken on the sealer.
6. The count is then converted to the appropriate units using
calibration charts supplied by the manufacturer.
7. The probe is lowered to a new depth for a new count.
-------
APPENDIX 5
A Computer Program for Moisture Routing
Through an Unsaturated Sanitary Landfill
-------
TABLE OF CONTENTS

PAGE
INTRODUCTION 1
Input 2
Output 4
COMPUTER PROGRAM
TABLE 1 - SYMBOLS AND UNITS FOR PROGRAM 5
TABLE 2 - PLACEMENT OF DATA CARDS 6
SAMPLE PROBLEM 11
ACKNOWLEDGMENT 14
REFERENCES 15
-------
-1-

INTRODUCTION
One variable which influences the quality and quantity of leachate
generated by a sanitary landfill is the quantity of infiltration water.
This program is for routing infiltration water through an unsaturated
sanitary landfill in order to determine parameter influence on the
appearance and quantity of leachate.
The system considered is a one-dimensional vertical flow through
system containing a refuse layer covered by soil. The cover soil is made
up of an active layer, susceptible to environmental conditions, and a
passive layer not affected by environmental conditions.
The basic equation satisfied is the equation of continuity.
A9 = Qj - QQ
where
A9 = change in water stored in a layer
QT = water flow into a layer
QQ = water flow out of the layer
The passive soil layer and the refuse will monotonically store water
until their respective field capacities are reached. Thereafter they will
maintain their field capacity and pass any excess water as long as they
are free to do so. Their field capacities and other physical properties
are determined and utilized as discussed in reference 1.
The active soil layer is affected by environmental conditions and
water accumulation and pass-through are complex. Briefly, the amount of
water which passes through depends on evapotranspiration, surface vegetation
and related factors (1).
-------
-2-
The program for routing the soil-refuse system is divided into
three sections (Figure 1):
1) Moisture through the active soil layer
2) Moisture through the passive soil layer
3) Moisture through the refuse
The program is written in Fortran II for use on an IBM 360/65
Input
(Units and Symbols are presented in Table I)
Program input includes:
a) Water added monthly at the active layer's free surface
b) Number of systems to be evaluated
c) Physical parameters of the active soil layer
1. Field capacity
2. Wilting percentage
3. Original moisture content
4. Thickness of layer
d) Physical parameters of the passive soil layer
1. Field capacity
2. Wilting percentage
3. Original moisture content
4. Thickness of layer
e) Physical parameters of the refuse
1. Field capacity
2. Original moisture content
3. Thickness of layer
f) Total thickness of refuse lift
g) Date of starting month
-------
-3-
INFILTRATION
ACTIVE
LAYER
FIELD CAPACITY (FAC) = 4.18 in/ft
DEPTH IN FEET (IFEETA) = 2 ft
ORIGINAL MOISTURE CONTENT (OMCA)=1.08
in/ft.
in/ft.
PASSIVE
LAYER
FIELD CAPACITY (FCS) = 4.18 in/ft
DEPTH IN FEET (IFEETS) = 0 ft
ORIGINAL MOISTURE CONTENT (OMCS)= 1.08
REFUSE
LAYER
FIELD CAPACITY (FCL) = 3.44 in/ft
DEPTH IN FEET (IFEETL) = 8 ft
ORIGINAL MOISTURE CONTENT (OMCL) =0.46
y ^y y V v v * V

LEACHATE

FIG. 1 - LAYER DEFINITIONS AND SAMPLE PROBLEM PARAMETERS
-------
-4-
Output

Program output includes:

a) Listing of input parameters

b) Elapsed time necessary to bring each layer to field capacity

c) Moisture surplus for addition to the next underlying layer

d) Monthly leachate production
-------
-5-
CO"PUTEP PROGRAM

TABLE I - SYMBOLS & UNITS FOR PROGRAM

FAC=Field Capacity of Active Layer in Inches/Foot

FCL=Field Capacity of Landfill in Inches/Foot

FCS=Field Capacity of Passive Soil Layer in Inches/Foot

IFEETA=Total Thickness of Active Layer in Feet

IFEETL=Thickness of Landfill in Feet

IFEETS=Total Thickness of Passive Soil Layer in Feet

JWATR=The Month, The Beginning of which the Landfill is Placed (For July, JWATR=07)

OMCA=Original Moisture Content of Active Layer in Inches/Foot

OMCL=Original Moisture Content of Landfill in Inches/Foot

OMCS=Original Moisture Content of Passive Soil Layer in Inches/Foot

STORAC(L)=Amount of water in Active Soil Layer at a Specified Time in Inches/Foot

STORLF(I)=Amount of Water in Landfill Layer at a Specified Time in Inches/Foot

STORPA(I)=Amount of Water in Passive Soil Layer at a Specified Time in Inches/Foot

TLAYER=Thickness of Layer being Evaluated in Feet

WATER(l)=Monthly Amount of Water Input at Surface in Inches

WILT=Wilting Moisture of Active Layer in Inches/Foot
-------
-6-
TABLE 2 - PLACEMENT OF DATA CARDS

1. Monthly water input at surface, one set per card, in a field of

width 6 and decimal 2 in chronological order. Example problem

#l-Jan., Feb., March, then problem #2-Jan., Feb., March, etc.

A trailer card of +99.99 is used to terminate the rainfall data.

2. One data card carrying the integer of the number of problems in

integer field of width 3.

3. One card with FCA, OMCA, WILT, IFEETA in three real fields of 6.2

and one integer field of 3. Followed immediately by FCS, OMCS,

IFEETS in two real fields of 6.2 and one integrer field of 3.

Followed immediately by FCL, OMCL, IFEETL in two real fields of

6.2 and one integer of 3. Followed by TLAYER, JWATR in one

real field of 9.5 and one integer field of 3. This step is

repeated in the correct order for each additional set of problem

data.
-------
LAvnt-lU TIT- WM^R »"UTTW IM A SAMTARY IAMHFILL -7-
p I . <- MS IPM .., \T-_V ( c.~ ) , STPL> AT ( ]•:•!• r ), STi'f'PA( KOO) , STORLF ( K: C )
ni ".riv'SIO'' I T J^M 1 r ""' )
^" \r ^ ! = 1 » ^ '" "
1 <~ } n F- * ') ( Sf i '- 4 )'•! "T fF' ( I )
1 ^/, (i i-H'^AT (F f,. ? )
I I'M T^T
I F ('« ATF-M I )-°'^ .'!<•>) !< H, 1P!~, r 3
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i ^T rn\iT I MIIT
] 07 rp A" ( % 1 ' S I <\! 1PWPK
1 r s f-pr'"" AT ( T^ )
4P T rr ( f , 1 "^ ) -]0 PP ""'
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1 I n)|./* P piir « )
•?r- nf -3( •- j = i ,^^P(:n,)
•>^1 FT 7 -AT ( ?TA. 2, I ^)
?r •> rf;')V/\T (7f^ . 2 , ! ^)
^TAP ( % •>•-? ) cr \ ,n'-ir A, w n. T, i n-FT A
?f ^ ^P^'^T( 111! ,^X, 'ACT 1 Vc SC1L CHVI-F CM AK AC TF « I ST ICS ' )
/J P T T F ( f , ? . -* )
?r^ rn^M/\T(^yt'Fic| n r ^,PAC i TV = I ,F6 .2 ,' CPIGINAL MOISTURE cnKTbNT=',F6
1 .?, ' THirK'.j<-SS= ', I 3, • FFET' )
^r'l TF (^ ,904 ) FC A, OMfA , JP F_PT A
?~c; rp--"«AT( <^y, 'S'M t ^IITING MO I S T U^ F =' , F6 . ? )
»n ITf (f , ''" ^ I---1 TIT
4 r s. n ( s , ? •- 1 ) f- ;; s , n -',r c , i r r FT s
9-i, Tr '.T'/\T( / , r,X , lpasc J yp <; ( ; j |_ f. H A P /> C T F k I S T I C S ' )
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\'?T TF (fr, ? ''« ) Ff S,rlMC S, I FFETS
"F : IM * , 'r 1 I r <"L ,^Mr L , I F F F TL
7T7 F(]pvAl (/,SY, i LANDFILL CHARACTERISTICS')
WM TF f ^ ,?•"•' 7)
WR 'TF ( f , ?' /, ) FCI , nvCL , IFFFTL
7 p s F n r V A T ( f7 ° . ^ , ' ^ )
Q F A n ( S , 7 r, p. ) T L A YF P , ,) W A Tf<
9TQ rr i-'MAT ( // ,r>X , » IN THIS PPf)R|_F"1 M") . ' , I 1 , « , LAYERS ARF TAK.FN TO Bfc'.F
r~>.c,' FT FT THICK FOR COMPUTATIONS')
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75- Ffur-VT (/ , SX, 'T Hi •; CHMPUTATIL1NI ASSUMES THAT THE MATERIAL IS PLACED
]AT TFIF KT,TNNI r-'" CF MHN'TH' , I '•()
v ITF( f', ?^^ ) JWM"
r-r ^. =
nvT. A= Tl
W T| T = Tl Avr:; *',,/I LT
Ff S = TI ,AYF P ''-FCS
FCL=TLAYER'i'FCL
n M--, | = T L A Y F R ^! n M C L
FFrTc=TFEFTS
TFFFTS=rrFTS/TLAVF?
IFrFTL=Fi=rTL
OP ?l -> 1= 1 , T FFrjA
STnP AC. ( T ) =
-------
?] •• f T T., f ( T ) =1
1 f- ( T F ri | c ) 7/, q , •>/, ", >4 P
7 A " • v 7J1 I = 1 , I h t r f ^
71 ' -T'"•''• P f, ( T ) -'-I'^CS
7 /, ~ -. • ? i ? i = i , \ f F r T i
7 i 7 c T 1 ? I F ( I ) - 1 ''.' r |
7i-i rr-"- IL CUVK •• •, ljx, «H APS- D TIMF ' , ?9x, 'MUN
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70 r • , r i ,\ v ! TF (', ,71 } )

P'rir^i
r.;r " T N i1 = ]
{ \ " ' I — 1
LA'' P A = 1

IW/' T(- =,);.!/' T!'- 1
J J'-AT -.)'.! AT w

!M JVAy-l 1'^ T T ) 21 '•, / 1 '- , 71 ^
71 /, | T f )
I r ( WA T P r ( J v' A T\> ) ) ? 7 ? , 7 i o , p 1 8
-MI ir( IT p'^-i) 710, ??•-, 7 !-,
"1 J ,«P'V-'A T=-J,ATPQ ( ji,.,,\TP )
1 i f-," Tf ( i ?, 7-,, ?!,?'') , I MO 1C

7?1 Mr" J(,n=]
r: n T P "5 T^
7?7 M^fN.n = -1
773 1 A Y A C =1
IT 1'U =1
1 ~> Ar,">WAT=V;4Trc! ( JwATP )
11 <:T ^u AT ( L A YAC ) = STr-.,' AC (L AYAC) i-APDV'AT
IF- ( r,T"P AC { LAVA C )-v!!LT ) 2?4, 726, ?V
->-i^ ir ( i.'ATf-p { JWAT» ) ) P^s t j -; T t~
7 7 S T F ( I T T'-' A ( I A Y AC ) - 1 ) ? ft ? , 2 6r , ? ', 7
7^- [ F ( 'Jf'T A-/S' It T ) >^1 , ?f 7, 7^,2

r,T-'7 Ar ( | 4V AC ) = r""
",° TT ?(S^
7 A 7 A ^ " '; /i T =
<; T ^ -! A C ( t A v • r ) = v/11 T
2 f- ~* I A v A T = I A Y A r -f 1
IM U' VAT-IFFCTA) ] 1 ,] ] ,lr
7?', TF ( c;JfM,. »r (i AYAC )-F C A ) If ,,7? 7,
7?7 AP"', AT = C Tnf' AC ! LAY AC ) -FC A
c,T"in /• f ( | AYAC ) =FCA
T F ( IT Tf-'M! AYAC ) - 1 ) "^q, 2 2 I,? 2

7 7 O J T I M F - 7
C-P T T1 13
7 3" LA Y AC =1 A'
-------
no Ti? 1 1
?3i CAM TI TP( M'-IMTH ,LYTAR, J^ATR ,j JV-AT) ~9~
ITI VA<|. AY AC. ) =7
'.-,'PT Tr (6,737) LAYAC , 1 YFAP , MONTH, ADD*/ AT
If ( I AYA<"-TFFFTA}?3:',734,734
233 ,.AYA( =1 AYAT+1
;n TC 11
'34 iFUFFFTS}?^ 7, 73^,737
]N|nir=^
rriQM AT < // ,',* , « IANDF ILL « ,6X, 'Ft APSED T I Mfl " ,29X, ' MG.NTHL Y I NF I L TP£ T I 0
IN' ,/,SX , « FAYF-fJ MO. ', 4X, 'YEARS MHNTHS ' , 5X, « SUR PL US FOk IAYFK',9X,
or TP ?3'J
:>37 IM-iTf = ?
??q P(TP"AT ( / /, AY , ' PASC- 1 VF ' , /,5X , «SniL C OVF P ' , 5X , « FL AP S F D 1 I ^lf ' , 7 <->X , ' MU
1NTH1Y TNF I I TKA TI HN « , / ,^ X, ' LAYFR NO . • , 4-X , ' Y E AKS MfNTHS ' . rjX , ' SUP P
?U!S FHP |_ AYf ' ,°X, ' IK1 IKCHFS')
WP T T f ( A , ° 3 "• )
?30 I T T v r = ?
GP T r i •*
?<~ <;T'H P A( I AYPA ) =S1 nc PA ( LAYPA) + ADDW AT
IM STTPPA (I AY17 Al -T rm 10 ,2 AH, 24 0
?A" "if)1)!-1 AT =C PA( 1. AYPA) =FCS
C." U T I MFT ( wn\i TM, I YFAR, JWATR , JJWAT )
'Al°'Tyr(^ ,?T>)LAYPA,1_YFAP , MONTH, AD DA' AT
rc(|AYi-'A-IFFFTS)747,2'+1 ,2^-2
241 we TT r ( A, 73--,)
l"Tir=^
^,n Tf 1 3
747 | Avn (•-{ AYP' -H
0 n T n ? ~
'1 ^T^.3 I . r( i ( vi r ) - ST"i; t r ( L AYLF) t AnnWAT
IF (f Tnc| F(LAY| P)-rrt ) lr, ,243,743
24^ ATOWA T-STtlPL^ ( I AYL F) -FC L
ST°PLF(l ^Yl F) = Ff~L
f A! ! T I MT D (M;iNTH,LYf AP, JWAT» , J JV, AT )
K'r- ITf- ( f- ,?3?) LA YLF , LYf A R , MONTH , AOOW AT
IF( I AYI F- IFPFTL ) 24A, 744 ,7
24S Fri;-"^fiT( // , ?f X, 'Fl AP^-n TI WF ' ,10X ,' LE ACHAT F AT • , / , 1 9X , ' v f AP S
uiPT TT {',
-C TO 13
9 4 ', I A Y L F = 1 A' Y I. F + 1
rp Tp ?1
27 r»\i | TI MFP ( ^n^jH . I VFAP , JWATR , J JWAT )
747 rrr;:«.^A T( /,SX, ' THAA'KYOt) AND GGTDBYF')
W« Tj F ( A , 3M )
-------
SUr> TUT! NF- TI ^T", ('-""NTH, LVE/*K , J.JAT,; , j J^AT )
= J!,\1 1 TC>_J JK <\T
l I rj '."-i^TH- 1 ?) 3 , 3,°
'' i Y r A P - 1 Y F a -- + 1
p T J p ^
-------
SAMPLE PROBLEM
^P rnA» iCTFft I ST ICS
CAPACITY:; 4. IP "RIGINAL WISTURT CONTFNT =
F = ! . r ^
°ASST\/F SnT! f HA1?1^ I FD ! ST [f S
^TFin CAPACITY^ 4.]>1 C 2 I r I N At MOISTUPF CH\T EN'T =

(ANOFIH. CHARACTF'-1 1ST irr,
FFFLO CAPACITY= ^.44 ORIGINAL MOISTURE COMTEMT=
l.OP THICKNPSS= 2 f-F f T
i'B THICKN£SS= r» I1 £ F T
46 THICKNF. SS= 8
-11-
IN THIS PQDRLFM NT. 1, LAYFRS AP F TAKFN TO BE l.r'CrOG FEET THICK FOR CHMPUT AT IONS

THIS CnMPUTATI01" ASSUMES THAT THF MATFRIAL IS PLAChO AT THE BEGINNING OF MONTH 1
ACT I VF
SOIL CHVF
LAYCR NO.
YFAPS
SURPl US FOR LAYER
MONTHLY INFILTRATION
IN INCHES
3.40

2.9S
LANDFH \.
LAYE-R N°.
FLAPS^D TIMF
MONTHS
SURPLUS FOR LAYER

C.57
MONTHLY INFILTRATION
IN INCHFS
3.40

? n 11 1.18

3 * 1? 1.23

4 1 1 1.65

* \ ? 1.6?

6 1 3 2.04

7 l A n.7?

1 .66
0.18
-1.09
-1.32
C.28
0.21
0 . 8 9
2.78

3.03

3.40

2.95

3.4Q

1.66

0.18
-1.G9
-1.32
0.28
0.21
GO Q
• " *
2.78
3.03
12
?.70
FLAPSFO T?MF
YPAPS MONTHS
1 12
LFACHATE AT
FND CF MONTH
?. 70
-------
-12-
•> 1

? ?
? ->

? t,

? *

"> 12

7 1

7 2
•* T

3 A

3 5

3 1 i

3 1 ?

4 1

4 ?

4 7

4 4

4 ^

4 11

4 12

^ 1

* 2

5 7

3.40

2.95
T< 4"

1 .66

r .18

1 .75

3.0^

3. 40

2.95
7 . 40

1. 66

0. 1 8

1 .75

3.03

3. 40

2.95

3.40

1. A6

r'.l 9

1 .75

3.03

3.4C

2.95

3. 40

2.95

3.40
1.66

0.18

-1.09
-1.32
0.28
0.21
0.89
2.78

3.03

3.40

2.95

3.40
1.66

0. 18

-1.09
-1.32
0.28
0.21
0.89
2.78

3.03

3.40

2.95

3.40

1.66

0.18

-1.09
-1.32
0.28
0.21
0.89
2.78

3.03

3.40

2.95

3.40

1.66
-------
11
1.66

c . i a
0.18

1.09
1. 32
0.28
C.21
O.fl9
2. 78
.75
-13-
rvn OF-
TP^1
-------
-14-
ACKNQWLEDGMENT

Portions of this investigation were supported by Public Health
Service Research Grant No. 5R01-11100516-03 from the Office of Solid
Wastes.
REFERENCES

1. "Water movement in an unsaturated sanitary landfill", by A. W.
Lawrence, Irwin Remson and A. A. Fungaroli, Journal of the Sanitary
Engineering Division, A.S.C.E., Vol. 94, No. SA2, April 1968.

2. "Design of a sanitary landfill laboratory lysimeter", by A. A.
Fungaroli, R. L. Steiner and I. Remson, Drexel Institute of Technology,
Series I, No. 9, July 1968.
}jcr605
fiUS GOVERNMENT PRINTING OFFICE 1972 484-483/65 1-3
-------


POLLUTION OF SUBSURFACE

-------
This report has been reviewed and approved for publication by the U.S.
Environmental  Protection Agency.  Approval does not signify that the
contents necessarily reflect the views and policies of the U.S. Environ-
mental Protection Agency, nor does mention of commercial products
constitute endorsement or recommendation by the U.S. Government.

-------
        POLLUTION OF SUBSURFACE WATER BY SANITARY LANDFILLS

                             Volume 1
        This interim report (SW-12rg) on work performed under
solid waste management research grant EP-000162 to Drexel  University
                   was written by A. A. FUNGAROLI
           and is reproduced as received from the grantee.

  Volumes 2 and 3, which are compilations of the experimental data
     collected, will be available through the National Technical
         Information Service, Springfield, Virginia  22151
                   Chivy
              U.S. ENVIRONMENTAL PROTECTION AGENCY

                              1971

-------
               An  environmental protection publication
           in the  solid waste management series  (SW-12rg)
              Note:   volumes  2 and  3  are available from
the National Technical Information Service,  Springfield,  Va. 22151
  For sale by the Superintendent of Documents, U.S. Government Printing Offico, Washington, D O. 20402 - Price $1 50

-------
                               FOREWORD

     An important objective of the Office of Solid Waste Management
Programs is to aid in developing economic and efficient solid waste
management practices.  As authorized under the Solid Waste Disposal
Act (Public Law 89-272) and the Resource Recovery Act (Public Law 91-512),
the Office has awarded almost 100 research grants to nonprofit institutions
in this effort to stimulate and accelerate the development of new or
improved ways for handling the Nation's discarded solids.
     The present document reports on work done under one of these research
grants.  Received from the grantee in three volumes, only the first volume,
a narrative description of the project, is reported herein.  Volumes 2
and 3, which are compilations of the experimental data collected, will be
available through the National Technical Information Service, Springfield,
Virginia 22151.
     Research Grant EP-000162 has been renewed to cover an additional
3 years of research.  Volume 4 of this series is an interim report
covering an additional year of testing and evaluation.   This volume is
currently being processed and will  be published in early 1972.   A final
report covering the entire 6-year project period is expected for pub-
lication in the fall of 1972.
     It is recognized that a sanitary landfill, unless  properly engineered
and on a suitable site, can pollute subsurface water.   To determine the
kind and degree of contamination under varying field and laboratory
conditions was an aim of this project.  From this, criteria were developed
which can be useful to others in the design of landfills and prediction
of their performance.
                                  i i i

-------

-------
                            ACKNOWLEDGMENT

     Those who have been associated with this study are acknowledged,
particularly the participation of Irwin Remson,  A.  W.  Lawrence,
and Norman Trieff.   The cooperation of the participants from the
Pennsylvania Department of Health, especially Grover Emrich, is  also
acknowledged.
     The field site location was provided by the Southeastern Chester
County Landfill  Authority, A. Nixon, Director.   Their cooperative
spirit throughout this study is sincerely appreciated.

-------

-------
                             CONTENTS


                                                               PAGE


INTRODUCTION 	   1

SUMMARY AND CONCLUSIONS  	   3

EXPERIMENTAL FACILITIES  	  13

  LABORATORY SANITARY LANDFILL LYSIMETER 	  13
    Design Criteria  	  13
    Tank Characteristics	14
    Environmental  System 	  16
      Bottom Air Temperature Control  	  16
      Top Air Temperature Control	16
    Water Application System 	  21
    Insulation	24
      Heat Flow into the Lysimeter	24
      Heat Flow out of the Lysimeter	24
    Instrumentation and Sampling 	  25
      Temperatures 	  25
      Gas Samples	28
      Leachate	28
    Refuse Placement 	  28
      Materials	28
      Compaction	31
    Photographs	34

  FIELD SANITARY LANDFILL FACILITY 	  34
    Location	35
    Climate Conditions 	  35
    Geology - Soils	35
      Regional  Geology 	  35
      Site Geology	38
      Test Pit Geology	43
    Site Plan	45
    Instrumentation	47
      Gas Samples	47
      Temperatures 	  51
      Ground Water Samples 	  51
      Unsaturated  Soil Water Samples  	  53
      Soil Moisture and Density Measurement  	  53
      Raingauge	54
      Instrumentation Schedule .........  	  54
        Inside the Test Landfill  Area	54
        Outside the Test Landfill  Area	55

-------
                            CONTENTS  (Continued)
                                                                   PAGE

         Sample  Analysis  	   55
           Gas Samples	55
           Ground  Water Samples   	   55
           Unsaturated  Soil  Moisture  Samples  	   56
           Soil  Moisture  and Density  Determination 	   56
         Refuse  Placement	56
         Photographs	57

     EXPERIMENTAL  RESULTS  	   57
         Sanitary  Landfill  Laboratory Lysimeter  	   57
           Leachate Quantity .,	59
           Patterns of  Leachate-Pollutant Generation 	   63
             pH	63
             Iron	65
             Zinc	67
             Phosphate	67
             Sulfate	67
             Chloride	71
             Sodium	71
             Nitrogen	74
             Hardness (as CaCOs)	74
             Chemical Oxygen Demand  	   77
             Suspended  and Total  Solids  	   77
             Nickel	77
             Copper	82
             Lysimeter  Temperatures  	   82
             Lysimeter  Gases 	   98
         Sanitary  Landfill  Field  Facility  	  104
           Field Temperatures	106
           Field Gases	106

LIQUID POLLUTANT GENERATION BY AN UNSATURATED SANITARY LANDFILL. .  112

     MOISTURE ROUTING MODEL  	  112
         Theory	112
         Moisture  Routing Computer Model  	  115
         Application  of Computer  Model Program 	  115
           Laboratory Simulated Landfill  	  115
           Kennett Square Landfill 	  118
             Field Conditions	118
             Hypothetical Conditions  	  118
             Landfill Performance for a Variety of Environmental
                 Conditions	121
           Refuse  Field Capacity  	  121
           U. S. Potential Infiltration  	  124

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                       CONTENTS (Continued)

                                                             PAGE
GRAPHICAL PROCEDURE FOR PREDICTING FIRST APPEARANCE LEACHATE..124
REFERENCES	130
ACKNOWLEDGEMENTS	132
APPENDIX 1 - Analytical Procedures for Chemical Pollutants
APPENDIX 2 - Photographs of Laboratory Sanitary Landfill
                Lysimeter
APPENDIX 3 - Photographs of Field Experimental Sanitary Landfill
APPENDIX 4 - Outline of Procedure for Using the Nuclear Chicago
               Model PI9 Subsurface Soil  Moisture Density Probe
               and the Model P20 Depth Density Probe
APPENDIX 5 - A Computer Program for Moisture Routing Through an
               Unsaturated Sanitary Landfill

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                       ILLUSTRATIONS

FIGURE                                                      PAGE
  1        Lysimeter Cross  Section  -  Simulated  Sanitary
            Landfill	    15
  2        Detail  of Lower  Temperature  Controlling
            Compartment	    17
  3        Lysimeter Effluent Collection  Trough 	    18
  4        Details of Air Circulation System   	    19
  5        Lysimeter Cooling  System (Modified)   .  	    22
  6        Schematic - Water  Cooling  System  	    23
  7        Heating Control  System 	    26
  8        Thermistor Location  	    27
  9        Loading Box	    32
 10        Refuse  Compaction  Frame   	    33
 11        Kennett Square Quadrangle   	    36
 12        Topographic Map  of Kennett Square  Landfill  Site.    40
 13        Kennett Square Plot Plan	    44
 14        Average Ground Water Contours   	    46
 15        Cross Section of Concrete  Pipe	    48
 16        Kennett Square Plot Section  Drawing   	    49
 17        Details of Gas Sampling  and  Thermistor  Wells  .  .    52
 18        Volume  of Lysimeter Leachate and  Water  Added  .  .    60
 19        Cumulative Water Added 	    62
 20        Lysimeter pH	    64
 21        Lysimeter Total  Iron Concentration 	    66
 22        Lysimeter Zinc Concentration 	    68

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                ILLUSTRATIONS (Continued)

FIGURE                                                    PAGE
23       Lysimeter Phosphate Concentration 	   69
24       Lysimeter Sulfate Concentration 	   70
25       Lysimeter Chloride Concentration  	   72
26       Lysimeter Sodium Concentration  	   73
27       Lysimeter Organic Nitrogen Concentration  ...   75
28       Lysimeter Hardness Concentration  	   76
29       Lysimeter C.O.D. Concentration  	   78
30       Suspended Solids  	   79
31       Lysimeter Total Solids  	   80
32       Lysimeter Nickel Concentration  	   81
33       Lysimeter Copper Concentration  	   83
34       Cumulative Iron Removed	   84
35       Cumulative Zinc Removed	   85
36       Cumulative Phosphate Removed  	   86
37       Cumulative Sulfate Removed  	   87
38       Cumulative Chloride Removed 	   88
39       Cumulative Sodium Removed 	   89
40       Cumulative Total Organic Nitrogen Removed ...   90
41       Cumulative Free Nitrogen Removed  	   91
42       Cumulative Hardness Removed 	   92
43       Cumulative COD Removed	   93
44       Cumulative Suspended Solids Removed 	   94
45       Cumulative Nickel Removed 	   95
46       Cumulative Copper Removed 	   96

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                ILLUSTRATIONS  (Continued)

FIGURE                                                   PAGE
  47     Lysimeter Thermistors'  Temperatures  	   97
  48     Top Port	99
  49     Second Port	100
  50     Third Port	101
  51     Fourth Port	102
  52     Field Temperatures  	  107
  53     Field Gas Composition - 2 Foot Level	108
  54     Field Gas Composition - 6 Foot Level	109
  55     Field Gas Composition - 10 Foot Level	110
  56     Schematic of Soil-Refuse System 	  116
  57     Position of Moisture Front  	  117
  58     Dry Density - LBS/YD3	123
  59     Average Potential  Infiltration  	  125
  60     Type of Cover Material   	126
  61     Field Capacity - Original Moisture Content  .  .  128

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                         TABLES
NUMBER                                             PAGE

  1        Environmental  Data for Southeastern
            Pennsylvania 	   20

  2        List of Liquid and Gas Sample Analysis .   29

  3        Refuse Composition - Laboratory Lysimeter 30

  4        Thirty Year Average Precipitation and
            Temperature  Data for Wilmington,
            Delaware	37
s
fi
7

8
9
Test Pit No. 10 	
Test Pit No. 5 	
Sample Depths - Gas and Temperature for
Field Facility 	
Field Refuse Chemical Composition . . .
Background Data - Ground-Water Quality
41
42

sn
58

            Kennett Square Field Landfill  .   ...  105

 10       Leachate Quantities  (in inches)  from
            Kennett Square Sanitary Landfill  for Four
            Different Emplacement Conditions  . .  .120

 11       Computed Elapsed Time to First Appearance
            Leachate	122

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                                INTRODUCTION

     In an attempt to minimize health and pollution hazards, due to the
disposal of solid waste by landfilling, sanitary landfill  design criteria
have evolved which are primarily empirical  in nature and which may or may
not have a relationship to environmental  conditions (1, 2).   Several  studies
of sanitary landfill  behavior have been undertaken in recent years to
better understand them and to delineate a^d define significant design
criteria (3-9).   Unfortunately, many of the results obtained from these
studies, most of which were limited in scope, reflect only local conditions
and cannot be easily extrapolated outside the specific region.
     The study described in this report was undertaken by  Drexel University
in cooperation with the Pennsylvania Department of Health.  Interest on the
part of the Pennsylvania Department of Health was stimulated by its concern
with the decreasing availability of suitable landfill  sites  within the state
and the increasing frequency of pollution and health problems resulting from
solid waste disposal.
     The study,  as conceived, was to provide quantitative  information as to
the behavior of sanitary landfills in an environment common  to southeastern
Pennsylvania, and in fact, to a large portion of the region  extending between
Washington, D. C. and Boston, Massachusetts.  To suppress  local  environmental
influences, the  study was developed so as to generalize results, except
those specifically related to the southeastern Pennsylvania  region.
     The long range objectives were:

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                                  -  2  -
               To provide means for predicting  the  movement of
               pollutants in subsurface regions under  existing
               and proposed sanitary landfill sites,
               To develop hydro!ogic, geologic  and  soil  criteria
               for the evaluation of site suitability  for
               sanitary landfill  operations,  and
               To appraise design methods and remedial  procedures
               for reducing any undesirable contaminant movement.
     The study was developed as an integrated experimental-theoretical
analysis of the behavior of domestic sanitary landfills.   As such,  it was
necessary to carry out both aspects of the investigation simultaneously.
Attainment of all project objectives, during  the initial  study period,  was
not envisioned, and the type and anticipated  duration  of the experimental
studies required that maximum initial emphasis  be placed on their  develop-
ment.
     The majority of this report is a description of the experimental
facilities, a discussion of the experimental  data obtained during  the
study, and a discussion of that data.  The remainder of the report  is
concerned with a model for predicting the quantity  and time variation of
leachate.  The significant parameters, which  control leachate generation,
are discussed.

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                                  - 3 -
                          SUMMARY AND CONCLUSIONS

     Attainment of project objectives required the evaluation of a substantial
amount of quantitative data for a sanitary landfill  in a temperate-humid
climate; however, available information at the time of project initiation
was not adequate.  Two experimental  facilities, a laboratory sanitary land-
fill and a field sanitary landfill,  were developed.   The laboratory facility
was operated under controlled environmental  conditions, while the field
facility was operated under natural  (no control) environmental  conditions.
     The laboratory sanitary landfill facility was the first placed into
operation, and as a result, it generated the maximum amount of experimental
data.  A major portion of this report is devoted to a discussion of this
facility and related experimental data.  The field sanitary landfill  was
made operational approximately six months after the initiation of the
laboratory study.  A description of  this facility and the experimental  data
which was available at the time of report preparation is presented.
     The laboratory sanitary landfill was contained in a lysimeter, which
consisted of a fiberglass-lined steel tank,  thirteen feet high and six  feet
by six feet in cross-section.  A bottom collection trough was used to collect
the landfill-generated leachate.  The top of the lysimeter was closed and
temperatures and water input were adjusted on a pre-determined schedule.  The
lysimeter vertical sidewalls were insulated  to minimize heat exchange with
the laboratory proper, while the bottom of the lysimeter was controlled at a
constant temperature.  Essentially,  the lysimeter functioned as a closed
system which permitted the contained landfill  to be representative of the
center of a large sanitary landfill, the depth of which was small  in  comparison
to its areal extent.

-------
     Lysimeter leachate and gas samples  were analyzed,  and  temperatures
were monitored on a routine basis.   While information on  gases  and  tempera-
tures was not essential to attainment of project objectives,  the  collection
was necessary in order to obtain a  complete picture  of  the  behavior of
sanitary landfills.
     The field facility consisted of a 50 foot by 50 foot site  with eight
feet of refuse and a two-foot soil  cover.  Temperatures,  gases  and  leachate
quality within the landfill, as well as  temperatures, gases and leachate
quality outside the landfill, were  collected on a routine basis.  Also
monitored were precipitation and ground  water quality,  both under and
away from the landfill site.
     The laboratory landfill behavior pattern is representative of  a young
low-compaction density refuse.  Within ten days of its  initiation,  refuse
temperatures reached 150°F at the refuse center.  Temperatures  at adjacent
levels were lower, however, with time there was a general spreading of
temperatures frcrri the refuse center to the top and bottom temperature-
controlled boundaries.  Temperatures at levels other than the center did not
exceed 134°F.  The temperature pattern is probably unique to the particular
system; that is, a young low-density rapidly placed  landfill; however, the pattern
is representative of a refuse which undergoes initial  high aerobic  activity;
it is probable that with other placement conditions, temperature peaks would
occur at different refuse levels, at different times and at different maxi-
mums.  Maximums greatly in excess of the 150°F range experienced in this
study should not be expected.
     Lysimeter temperatures stabilized at approximately 80°F, approximately
60 days after refuse placement.  The general temperature pattern obtained
indicated that the refuse was initially in a general aerobic state, and

-------
that after 60 days, an anaerobic condition became dominant.
     After the refuse temperatures  became virtually  steady  state,  that  is
when the refuse became anaerobic, changes in top  boundary temperatures  had
little influence on internal  temperature  levels or distribution.   The
behavior implies that alteration of internal  temperatures,  due  to  changes
in environmental temperatures, are  minimized by soil  and refuse insulating
properties, as well as by changes in biological activity.   The  net result
of all temperature influences is a  virtually constant internal  temperature
state.
     The lysimeter temperature and  gas  behavior patterns indicated the
simultaneous existence of aerobic and anaerobic regions  in  a  refuse.  During
its early life, aerobic conditions  dominated, while  during  its  later life,
anaerobic conditions dominated.   The percentages  and distribution  of aerobic
and anaerobic states in each  region varied with time, because any  flushing
of the landfill by water infiltration introduced  fresh air.
     The lysimeter began to produce leachate almost  immediately, even though
the refuse was placed at a very low moisture content.  The  quantities of
leachate produced were small; nevertheless, the pollution levels,  as measured
by chemical parameters, were  extremely  high.   The low quantity  of  initial
leachate production is due to the low initial moisture content  of  the lysimeter
components and most of the initial  water  introduced  into the  lysimeter  functioned
to bring each system component to field capacity.  At field capacity, net
infiltration and leachate quantities were approximately  equal.
     Results of the leachate  quantity studies indicate the  phase relationship
between water input and leachate production.   During periods  of low leachate
production, any additional decrease further reduced  or eliminated  leachate
production.  Conversely, as water input increased, leachate production  also

-------
                                  - 6 -

increased.  The phase relationship existed even when the system was  not at
field capacity.  Leachate production  can  be attributed to one or all  of the
following sources:

                    1.   the refuse
                    2.   channeling
                    3.   an advanced wetting front
                    4.   the main wetting  front.

     From the results of this study,  it is concluded that sources 1  and 2
would be responsible for leachate collected from a landfill  during the early
time period when the landfill had been placed at a relatively low initial
moisture content.  Once the system reached field capacity, leachate  contributed
by these sources would be primarily due to source 3.  Finally, when  the
system reached field capacity, leachate production would be  due to movement
of the main wetting front, source 4.
     A landfill system whose components were placed at field capacity would
produce leachate immediately, and the  source would be primarily the  main
wetting front.  One effect of these various leachate generation patterns is
to alter the leachate composition. Leachate produced during the slow attain-
ment of the system field capacity will  probably exhibit initial pollutant
concentrations different than a landfill  in which substantial quantities of
leachate are produced immediately. Once  the system transients have  been
eliminated, both landfills should produce similar, but not necessarily
identical, leachates.
     The results of the significant parameters monitored in  the lysimeter
are summarized as follows:

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                                 - 7 -
1.  pH - generally,  solutions  were  acidic  with  a  mean  pH  of  5.5.  It  is
           believed  that flow  rate  through the  refuse  is  a major  controlling
           factor in establishing leachate pH and that with  maximum  flow
           rates, pH will  be acidic.   The  general  acidic  nature of the
           leachate  compounds  the potential  pollution  problem  because low
           pH values tend  to reduce exchange capacities of renovating soils
           at the time when quantities are high.

2.  Iron - iron concentrations tended  to be  higher when leachate  production
          was high,  reaching their  maximum  at  times of maximum leachate
          production.   Leachate iron concentrations were  in  excess of 1600
          mg/1  during high quantity periods.

3.  Zinc - zinc concentrations were as high  as  120 to  135 mg/1.   More usual
          concentrations levels were between 15 and 30 mg/1.   Significant
          quantities of zinc did not appear  in  the leachate  until about
          430 days into the test.   However,  after its  first  appearance, its
          presencewas continuous.   This pattern suggests  the delayed release
          of zinc ions due to  the breakdown  of  some refuse component which
          had previously resisted leaching action.
4.  Phosphate - high phosphate concentrations occurred shortly after initiation
          of the test.  At that time they  reached concentration levels of
          approximately 130 mg/1.   After the initial peak, levels were much
          lower, never exceeding 30 mg/1.   There  also  were long spans of
          time when  no detectable phosphate  concentrations were present.

5.  Sulfate - sulfates were present during the  entire  period of the  test.
          Concentrations generally  increased as time elapsed.  Toward the

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                                   -  8  -
          end of the test period,  sulfate  concentrations  peaked  between  400
          and 500 mg/1 .   In general,  sulfate  concentration  levels  increased
          with increased  leachate  production, and  as  the  system  approached
          field capacity.

6.  Chloride - chloride was present during the entire test  period.   Concentra-
          tions were approximately 200  to  300 mg/1.   Localized peaks occurred
          soon after initiation  of the  test where  a peak  of 700  mg/1  was
          attained and approximately  one year into the test when approximately
          2400 mg/1  were  attained.
7.  Sodium - sodium was present  during  the entire  test period.   While sodium
          concentrations  reached 3800 mg/1  between 200 and  250 days  into
          the test, this  peak was  not sustained and was much greater than
          the usual  values.  More  frequent concentration  levels  were in  the
          200 to 300 mg/1 range.  Toward the  end of the test period, concentra-
          tion levels tended to  increase.

8.  Nitrogen - ignoring an initial peak of 482 mg/1,  initial nitrogen
          levels were approximately 8 mg/1.  After initiation of the test,
          there was a general increase  in  nitrogen levels to between 100
          and 200 mg/1.   At the  time  of project termination, nitrogen
          levels had reached as  high  as 200 mg/1 and  showed an increasing
          trend.
9.  Hardness (as CaCOs) - the most frequently recorded hardness values
          ranged between 2250 and 2750 mg/1.   A local  peak of approximately
          5500 mg/1 occurred about 450 days into the test.

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10.  COD - the most frequent concentration levels for COD were between 20,000
          and 22,000 mg/1.   An initial  localized peak of 50,000 mg/1  was
          recorded within one month of  the initiation of the test.   It is
          believed that this initial  peak was caused by the release of some
          organic components due to compaction and placement of the refuse.
11.  Suspended Solids - Initial  concentrations ranged from 1000 to  2000 mg/1
          but quickly dropped to average approximately 200 mg/1 for the
          first 400 days of the  test.   At that time, they increased with
          increasing volumes of  leachate, to average 750 mg/1.

12.  Total Solids - total  solids ranged between 10,000 and 28,000 mg/1  with
          an initial peak of 40,000 mg/1.
13.  Nickel  - no nickel was detected in the leachate until  150 days into  the
          test; after that time, concentration levels did not exceed  0.9
          mg/1.  Most frequently concentration levels fell  between  0.2 and
          0.3 mg/1.  Like zinc,  once nickel was detected in the leachate,
          it was present on a continuous basis.  This again indicates the
          initiation of some release mechanism which was not active prior
          to that time.
14.  Copper - copper concentrations were erratic.  In general, copper concentra-
          tions were less than 0.1  mg/1  although peaks occurred between 100
          and 200 days into the  test at a level of approximately 5  mg/1,
          and again a peak at approximately 600 days into the test  occurred at  a
          level of about 7 mg/1.

     Gas samples taken from various depths within the refuse were analyzed
on a routine basis for carbon monoxide,  hydrogen sulfide, nitrogen, oxygen

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                                 - 10 -
carbon dioxide and total  hydrocarbons  reported  as  methane.   No  carbon
monoxide or hydrogen sulfide were detected.   Oxygen,  carbon  dioxide, methane
and nitrogen were found to exist in refuse void gases.   In general,  the
percentage of oxygen decreased with depth  and increasing time,  and the
percentage of carbon dioxide and methane increased with  depth and increasing
time.
     While the hydrocarbon gas is reported as methane,  the accumulation  of
increasing percentages with depth indicate that it is possibly  a denser,
higher molecular weight gas than methane.   The  lack of  significant methane
in the top port indicates little migration of the  gas occurred.  The gas
results were a clear indicator of the  point of transition from  aerobic
to anaerobic conditions.   As an indicator of the degree  of activity, it  is
believed that gas constituents are more indicative of the landfill age than
temperatures.
     While the field facility experimental data was incomplete  at the  time
of this report, there are some data which is worthy of  consideration.
Temperatures at the various levels indicated that  the high level of  biological
activity within the lysimeter refuse did not occur within the  field  refuse.
There are two reasons for this; first, due to ease of compaction, higher
field refuse densities were attained,  and secondly, field temperatures
during the refuse placement were lower on an average daily basis than  those
in the laboratory.  These two conditions, higher density and lower temperatures,
combined to moderate the initial biological  activity.  The overall temperature
behavior of the landfill  is similar to that of the laboratory  lysimeter.
Internal temperatures tend to moderate and not be influenced by environmental
conditions once a substantial period has elapsed after  test  initiation.

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                                  -  11 -
     The gas data for the field landfill indicates that a high percentage



of carbon dioxide was present from the start of the test.  Oxygen and



methane levels were relatively low.   Because the field landfill  was not



under very stable conditions, curves were erratic and no definite conclusions



could be reached about the landfill  characteristics.



     The character of the ground water which underlies the landfill was



recorded.  In general, the ground water quality met drinking water standards.



Between the time of the initiation of the field landfill and the preparation



of this report, no significant contamination was detected within the ground



water we!1s.



     A portion of the project was concernpd with a moisture routing model for



predicting the leachate production pattern of a sanitary landfill.  The model



was developed for a one-dimensional, downward vertical flow system and was



based upon the equation of continuity.  Vlater input was due only to surface



infiltration.



     Use of the model requires knowledge of the hydraulic characteristics of



the cover soil and refuse.  A computer program for model utilization is presented



in Appendix 5.



     The model was used to study the experimental laboratory and field



sanitary landfills used in this project, as well as several hypothetical



landfills.   The study of the laboratory sanitary landfill provided a test of



model reliability.  It was concluded that the model is reasonably valid;



differences between computed and actual times are attributed to:



     1.  The fact that the experimental landfill did not behave  exactly like



          the theoretical field capacity model; that is, no downward movement



          of moisture until  field capacity is attained in a particular



          layer.

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                                 - 12 -
     2.   The refuse  field  capacity  probably  changes durinq  its life cycle,
          and,
     3.   The refuse  field  capacity  and  its initial moisture content data are
          only  reasonable  approximations  of  actual values.
     The results  of  the study of  several  hypothetical  sanitary landfill sites
across the country indicate that  landfills in  over half  the nation will oroduce
leachate if there is a  net water  infiltration.   First  appearance of leachate is
dependent on site conditions, including surface  grading, vegetation and soil
parameters.  The  parameters include type, thickness, density, permeability,
field capacity  and initial  moisture content.   Refuse parameters which  control
leachate appearance  include type, thickness, original  moisture content, field
capacity and initial density.  Based on field  and laboratory studies of ground
and underground refuse, it was shown that grinding significantly increased
field capacity  as refuse size decreased;  however, for  a  given ground size  the
field capacity  tended to approach an asymptote which is  unigue for that size.
     It is concluded that most landfills  will  eventually produce leachate,
as well  as gases. Whether or not the leachate is visible  depends on the
landfill's discharge pattern.  If the site development encourages leaching  to
surface areas,  then  its appearance will be obvious; on the other hand, when
leaching occurs directly to ground water bodies, its effect can onlv be detected  by
monitoring wells  which  must be carefully installed and developed.
     The leachate produced by a sanitary landfill developed with current  refuse
composition during its  early life is highly  polluted.   The leachate  is acidic
(pH of 5.5) and carries many dissolved and suspended solids which place a  burden,
both as to quantity  and quality,  on the capability of  underlying soils to
provide renovation prior to contact with the ground water  system.

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                                  - 13 -
                         EXPERIMENTAL FACILITIES

     The experimental facilities provided the data necessary to develop a
complete picture of the behavior of a sanitary landfill (as currently
defined) under natural and simulated environmental conditions.   The
laboratory lysimeter functioned as a leachate and gas generator under
controlled environmental conditions, while the data from the field
facility were obtained under natural environmental conditions.

LABORATORY SANITARY LANDFILL LYSIMETER
     Several designs for the laboratory lysimeter were evaluated during
the initial stages of the project.  The final design, which is  presented
herein, represents the results of that effort.  The lysimeter simulated
the center of a sanitary landfill with an 8-foot-thick (at time of place-
ment) refuse layer covered with a 2-foot soil layer.  These dimensions
were chosen since they were representative of current practice  (1, 2), and
it was believed that by using these values, an initial quantitative under-
standing of the behavior of many existing landfills would result.   A major
design criteria was that the lysimeter environmental conditions should
represent climate conditions common to southeastern Pennsylvania tor a land-
fill located above micaceous granite gneiss bedrock in soils derived there-
from.  All design criteria were based on a requirement that the laboratory
landfill data could be correlated with the field facility data.

     Design Criteria
          In order to simulate an in-situ sanitary landfill, several site and

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                                   - 14 -
physical conditions were incorporated in the design of the lysimeter and
the preparation of the refuse.  These conditions were:
     1.   The lysimeter simulated the center portion of a large sanitary
landfj_11.   Usually, a landfill covers a large area! extent relative to its
thickness; therefore, transverse heat losses would be minimal  in comparison
to heat losses at its atmospheric and soil contact boundaries.
     2.   The atmospheric boundary simulatpd southeastern Pennsylvania
conditions.  Temperature levels and added water were equivalent to the
average monthly atmospheric conditions for the locality.
     3.   The refuse-subsurface soil contact boundary temperature was equi-
valent to in-situ soil temperatures at the same depth for the area.
     4.   The lysimeter size was such as to insure the validity of
collected data.
     5.   The size  of the refuse components was  such as to insure valida-
tion of any data collected.
     6.   The composition of the refuse represented a "typical" sanitary
landfill.

     Tank Characteristics
          The lysimeter (Fig. 1) was constructed of 1/4-inch low carbon
steel plate.  Interior walls were covered with 1/8-inch-thick fiberglass
to protect the steel against corrosion due to the products of decomposition.
The tank was thirteen feet high with a six-foot square cross-section and
was supported by six 6112 steel beams equally spaced along its bottom.
These beams, in turn, were supported by two 10135 steel beams which rested

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