ML20069D487
| ML20069D487 | |
| Person / Time | |
|---|---|
| Site: | Limerick  |
| Issue date: | 11/30/1981 |
| From: | E.H. BOURQUARD ASSOCIATES, INC. |
| To: | |
| References | |
| NUDOCS 8209210222 | |
| Download: ML20069D487 (181) | |
Text
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go-351 go 351 SUPPLEhiENTAL DATA AND INFORhiATION A CCOMPANYING PERhi1T APPLICATION FOR-BRADSHAW RESERVOIR PHILADELPHIA ELECTRIC COhiPANY Novembe r, 1981
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'l SUPPLEMENTAL DATA AND INFORMATION A CCOMPANYING PERMIT APPLICATION FOR BRADSHAW RESERVOIR Ayplicant. Philadelphia Electric Company 2301 Market Street, 2N-1 Philadelphia, Pa. 19101 De s c ription.
i 1.
Purpose - Bradshaw Reservoir and Pumping Station are component parts of the Philadelphia Electric Company and Neshaminy Water Resources Authority water supply systems (See Exhibit 1). The purpose of the reservoir and pumping station is to store and distribute water to the two systems.
All reservoir inflow will be from the proposed Point Pleasant Pumping Station. There is no natural streamflow to the re s e rvoir.
2 Location of Reservoir - The reservoir will be located in Bucks County, Plumkstead Township, at latitude 40' 23" 48" N, longitude 75* 05' 53" W on USGS Lumberville Quad.
3 Type of Dam - The dam will be a modified homogenous earthen embankment with toe drain.
4.
Length of Dam - The length of the dam embankment which encircles the reservoir will be 3317 feet.
5.
Height /ss/ width - The maximum height of the dam above existing l
ground will be 23 feet. The upstream and downstream side l
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slopes will be 3 to 1 and 2 to 1, respectively, except at the I
pumping station intake. At the intake the upstream side slope j
will be 2 to 1. The top width of the dam will be 14 feet, t !
6 Spillway - The spillway will be a standard overflow riser dis-charging in a 42" conduit to a Bureau of Reclamation Type VI impact basin. The spillway, discharge will be uncontrolled.
There are no gates, valves or other means to restrict its capacity. The spill'way is designed to pass the maximum reser-voir inflow (95 MGD) from the Point Pleasant Pumping Station.
7.
Inlet Structure - The inlet structure consists of a weir type overflow structure equipped with three sluice gates. The pur-pose of the structure is to direct the pumped flow either into the reservoir or bypass the flow directly to Bradshaw Pumping Station.
Under the first method of operation, the flow will enter the reser-voir through two 48" x 48" sluice gates. Under the second method of operation, the flow will exit the structure through a 72-inch sluice gate and travel through the bypass main directly to the pumping station. The second method is provided to allow contin-ued operation of the facilities when the reservoir would be drained for cleaning or maintenance.
8.
Pumping Station - The pumping station will consist of an intake structure situated in the upstream embankment, sump located below the station floor and an above ground superstructure. The station will house four vertical pumping units with a combined capacity of 46 MGD and facilities for the gravity release of 49 MGD. Pumped discharge from the reservoir will be delivered to the East Branch of Perkiomen Creek via a proposed 48"/42" transmission main. Gravity releases will be to the North Branch Neshaminy Creek via a proposed 42" transmission main. A venturi will be provided on each transmission main to measure the discharges.
Storage and Surface Area.
The storage and" surface area of the reservoir are shown in Exhibits 2 and 3 attacheri. As shown, the maximum storage at 1
design overflow elevation 436.5 will be 78 MG. The storage over the normal operating range will vary from 52 MG to 70 MG. A reserve storage of 46 MG will be provided below the normal operating range.
Dam Instrumentation.
No instrumentation is proposed due to the small size and storage of the dam.
H ydrology.
There is no natural streamflow into the reservoir.
Construction Period.
The construction period of the project will be from the Spring of 1982 to the Spring of 1983.
Method of Ope ration.
The pumped flow from Point Pleasant Pumping Station will enter the reservoir through the inlet structure. The water level in the reservoir will be maintained within a selected range by controlling the operation of the Point Pleasant Pumping Station. Pumps at Point Pleasant will be automa-tically or manually turned on and off as necessary to maintain the water level in Bradshaw Reservoir as withdrawals are made. In the event there were a failure in the control system causing the pumps to continue to operate after the high water level was reached, alarms would be sounded at two remote locations and the pumps would be manually shut-down. If the pumps were not shut-down, the spillway would overflow thus protecting the dam from overtopping.
Erosion and Sediment Control.
Provisions for erosion and sediment control will be provided. E rosion and Sediment Control Drawings have been submitted to and reviewed by the Bucks County Conservation District. The District has provided a letter approving the Erosion and Sediment Control Plan.
Flood Easements.
The reservoir is totally enclosed by the dam. The dam and reservoir are within the property owned by the Applicant.
Subsurface Investigation.
A subsurface investigation was performed at the site and is attached.
Slopa Stability Evaluation.
The stability of the upstream and downstream slopes at the maximum section were evaluated by computer simulation.
Corps of Engineers Progra'm 741-11-F5030, " Slip Circle Slope Stability with r
Side Forces" was utilized to evaluate steady state seepage and sudden draw-down conditions. The minimum factor of safety found under the steady state seepage condition was 1. 54 The minimum factor of safety found under the sudden drawdown condition was 1. 77. The minimum factors of safety recom-mended by the Corps of Engineers Manual, EM-1110-2-1902, " Stability of Earth and Rock-fill Dams" for steady state seepage and sudden drawdown are
- 1. 5 and 1. 2, respectively.
Size Classification.
The maximum height of the dam is 23 feet and the stor-age at maximum water level is 78 MG (239 Acre-ft. ).
In accordance with the requirements of Chapter 105, Section 105.91, the dam is Class C.
Hazard Potential.
The dam is not subject to failure by overtopping. The maximum inflow to the reservoir is equal to the capacity of the Point Pleasant Pumping Station (95 MGD). The spillway capacity is equal to the pumping statics capacity. There is no natural inflow to the reservoir.
The dam is located in a rural / agricultural area. Failure of the dam by other than overtopping would result in the release of stored water in a northwesterly direction. The flow would cross over Bradshaw Road which is a non-paved minor road. After crossing the road, the flow would follow natural drainage swales through forested and uninhabited land for a distance of about 1000 feet where it would enter a tributary of Geddes Run (See Exhibits 4 and 5). Travel through the forested land would result in attenuation of the peak flow. After entering the tributary, the flow would travel a distance of about 2500 feet to Pipersville Road and then a distance of about 4500 feet to the junction with Geddes Run near To11 gate Road. @FQcm he junction the flow would travel a distance of about 6,000 feet where it would enter Tohickon Creek and then a distance of about 1600 feet to the Delaware River.
Since the dam is not subject to failure by overtopping, low height, small amount of storage and no natural flood inflow, there is no expected loss of life with only minimal economic loss and effect on public convenience in the event of a failure.
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THE SUBSURFACE INVESTIGATION ALONG THE SITES OF THE PROPOSED POINT PLEASANT PUMPING FACILITIES UNDER CONTRACT 24 OF THE BUCKS COUNTY NESHAMINY WATER RESOURCES AUTHORITY
,s l Field work on Contract 24 began on October 17, 1972 and was stopped (with Hole f-1 held in abeyance under a Stop Order) on December 21st. There were 46 working Jays in this period. F-1 was later completed on January 11, 1973, the Delaware liver having fallen meanwhile to a level permitting work. This brought the total
) umber of work days to 48.
l Tinney Drilling Company of Bridgeville, Pennsylvania was granted the contract.
They sent in three drill rigs as follows:
1.
A Central Mining Equipment, Model 45.
l 2.
A Joy, Model 12.
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A Tinney-built rig.
l A fourth rig was present between November 6th and 16th as follows:
I 4.
An Acker, Model AD II.
l The final hole (F-1) was drilled by, l
5.
A Caterpillar mounted Joy, Model 12.
I Harold Scott was in charge of the operation for Tinney Drilling Company and he bas present in the field during the most difficult part of the investigation. John Bell, rilling foreman,. was present for most of the time. Drillers on the three rigs were lon Doyle, Joseph Eger, and E. W. Gardner.
L. Spiker was the driller on the fourth lig and William Crane drilled hole F-1.
I! On October 25th and 26th eight test pits were dug, logged, sampled, and back-h11sd according to specifications. Michael Baker, Jr.,Inc. of Beaver, Pennsylvania pas charged with the work done in this connection. Their representative in the 8 eld was Mr. Carr.
The investigation dealt with an area in Point Pleasant, where a pumping station
<to been proposed along the western shore of the Delaware River, thence along a surveyed line for a proposed transmission main to Bradshaw and Moyer Roads, where a storage reservoir has been proposed, and finally along a proposed transmission main from the reservoir area to a point near the.inte rsection of Bradshaw Road with Highway #413 and at the headwaters of North Branch of Neshaminy Creek.
The purposes of the investigation were to test the soil and bedrock conditions apropos the different uses to'which.the various areas are to be put. Two kinds of test holes were used in obtaining this information. In an F-series 50 holes were drilled by drive sample boring through the soil and by core drilling into the bedrock unde rneath. In an AH-series 48 holes were augered to refusal. An additional nine holes were augered in connection' with groundwater observations.
The following summarizes the footages resulting from the investigation:
I.
F-serie s' Hole s Drive Sample Boring 583.5 Core Drill,ing A. Boulders in overburden 157.5 B. Bedrock 495.'6 653.1
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1,260.6 Total Footage Drilled I,260.6 II. AH-series Ho'lhs Soil Testing 277.6 Groundwater Observation 51.2 Total Footage Augered 328.8 III.
Standpipes, Total Footage Installed-188.4 IV. Test Pits, Total Footage 48.2 SURFACE FEATURsS Three geomorphic features were encountered on this project. Each will offer difficulties of access to equipment, to its movement about, and to construction.
The Valley Bott'om is subject to flooding by the Delaware' River. During a heavy rain in November, for example, the site of F-2 was submerged under 2. 6 feet for a period of two or three days. Although this is a relatively short time, th~e ground remained soft and slippery for several more days and an incredible amount of debris, mostly dead trees and branches, was left behind. Also submergence under the rising river can be rapid while emergence from under the receding river can be tantalizingly slow.
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On the Plateau the overburden is very impermeable and the ground becomes a virtual bog in wet weather. This is especially true in the vicinity of the proposed reservoir and its borrow areas. Access to these areas together with excavating and filling may not be possible at such times without some method of drainage and protection. Study of the hydrology of these areas through wet and dry ceasons should be pursued in order to select a better time for the work and to know if drainage and protection can be avoided. (The area betweea stations 35+00 and 57+00 also seems poorly drained. }
The Valley Side intervenes between the valley bottom and the plateau, and it will offer the most serious obstacles to access, to movement about, and to construction. For one thing it is strewn with boulders and with blocks of bed-rock 12 to 15 feet thick. There is no soil here in the commonly accepted sense.
It is virtually the C-zone with B-zone either washed away or dispersed -lown among the boulders, blocks, and other bedrock fragments.
For another thing the ' alley 'Sid' is steep; as much as 30% where it starts V
'e its rise above the valley floor and for about 800 feet. Then the slope diminishes to about 12% at Ferry Road; it then falls off to 4% at station 21+00 and lessens beyond as the valley side merges with the plateau.
GEOLOGY The Triassic Period in the earth's history began about 225 million years ago and continued for the next 45 million years. During the early Triassic, widening of the Atlantic Basin caused severe structural movements in what was to become easte rn North America. Along with the westerly directed vector of compression had come uplift and the Appalachian Mountains resulted. During the late Triassic these forces ceased and with their cessation came relaxation and the development at various places between Nova Scotia and North Carolina of tensional fractures.
Under these conditions blocks of the earth's crust, pulled by gravity, dropped forming basins.
Bucks Gounty lies above one of these - the Newark Basin. With the Appala-chian Mountains standing high nearby and with the substrate of the basin subsiding slowly throughout the late Triassic, large amounts of rock detritus were washed into the basin and deposited. A variety of environments developed in the Newark Basin and one of these is of interest because the bedrock encountered in this subsurface inv.ndigation was formed from sediment deposited in it.
A very large lake came into existence during the late Triassic. Rock formed by the induration of sediment deposited in it is found today from the Schuylkill River east of Phenixville, Pennsylvania to the Palisades on the Hudson. That it was a lake is attested to by the fossilized skeletons of freshwater fish plus petrified remains and/or imprints of the freshwater clam, Unio, and of some freshwater crustaceans. Bones of amphibians, phytosaurs and other reptiles, the rare track of a dinosaur, and rare plant remains testify to shoreline conditions.
The lake existed for an incredibly long time and cyclic deposition from detrital to chemic l, back to detrital, etc., is believed traceable to the " expansion and a
waning of an extensive lake, controlled by the 21,000 year precession cycle". (1)
The formation that resulted from the hardening of this sediment is called the Lockatong argillite, and the bedrock in all the holes of this project except two (F-19 and F-61) is of this formation. The two exceptions drilled into diabase s.
which formed from magma intruded into the Lockatong during the late Triassic and before its complete induration to argillite. The formation measures about 3,'750 feet in thickness and the rock encountered in the test holes near Point Pleasant falls about 1,000 feet above the base of the formation. As one proceeds from this point along the surveyed line toward its western end, the bedrock.
encountered gets progressively lower stratigraphically until, at F-38, one is about 500 feet above the base of the formation.
The most distinctive characteristics of the Lockatong formation are its color-dark gray when dry and black when wet, its fine texture - argillaceous (clayey),
its toughness which has resulted from cementation by carbonates (calcite and dolomite) and analcime, and finally its bedded and fractured nature.
Given the subsiding nature of the crust under the basin, it is not surprising that at times molten material came up along fractures. Some of this material made its way into. Triassic formations forming sills and some of it flowed out as lava over the ground of that particular time and was later buried as sedimentation continued with continued subsidence.
The material intruded as sills, being under a thick cover of overlying sediment, retained its heat much longer than did the material which flowed out as a lava.
The result was that, in the case of a sill, the underlying and overlying sediment was baked and hardened by the heat and formed a hard rock called hornfels. As indicated above the rock cored in two te,st holes was from one such sill, the Byram diabase. Other test holes may have encountered the hornfels facies of the Lockatong (F-20, F-18A, F-7, F-6, F-13 & 13A, 7-15R).
~
~'
The B radshaw Rese rvoir ancl its Borrow Areas.
The L6ckatong argillite underneath-these areas-is typical of the rock found elsewhere on-the project. - Its top surface underneath overburden has its highest elevation in the borrow area which is southeast of the reservoir area and adjacent to Point Pleasant Pike. From here its elevations fall off to the north as well as along the surveyed line to the Delaware River, on the one hand, and to Highway
- 413, on the other. Quite evidently it is rising and falling with the surface topo-graphy, a fact indicating that the overburden has been derived by the weathering of the underlying argillite.
The overburden in these areas averages 6. 67 feet in thickness. It is uni-formly a silty clay and is impermeable.
The Lockatong argillite, even where it has not been baked to hornfels, as it has not in the reservoir and adjacent area, is a tough rock and will have to be blasted if it is to be dug into. The zones of weathered shale frequently found on top of bedrock,-the-badly-broken and the thin-bedded zones all workable by a backhoe-are deceptive. The weathered zones are not included in bedrock, as The they were generally augerable or penetrable by the driven spoon-sampler.
thin-bedded zones belong to the parts of detrital cycles which, although they recur
~
frequently and persist laterally, are only 14 to 20 feet thick and the strike and dip (averaging E-W and 15-deg. N) are such that one cannot count on staying within this interval as one moves about over the area of the reservoir, the borrow areas, or along the projected transmission main. The badly broken parts are associated with fractures. They will, therefore, be linear and narrow and separated by wider areas of tough, massive rock. Although solid argillite is impermeable, where fractured it is permeable. If, therefore, bedrock is to be dug into in making room for the reservoir, the floor will have to be covered with an impermeable material.
The Valley Side (Ferry Road to River Road)
This area (about 1,200 feet wide) presents problems to anyone having to do with it. It was difficult, for crample, moving the drill rig across it, and once the rig was set up, getting the hole down presented problems. As has already been indicated these difficulties arose from the steep slope and from the boulder strewn nature of the surface.
Three factors are involved in the situation. One is that the Delaware River has been downcutting faster than any other bodies of flowing water on either side of it.
This factor is, however, in no way distinctive for it applies all along the course of the river. A second and important factor is that a rock type not encountered elsewhere on this project, is found on this slope. The geologic map accompanying Bulletin C-9 (2) shows this rock, a diabase, to crop out along Ferry Road near its juncture with Point Pleasant Pike and to extend from there to the valley side. The details of the trend of this rock on the valley side are not clearly expor ed.
Since diabase was cored in test holes F-19 and F-61 and argillite was cored in F-18A and F-20, the diabase crosses the surveyed lines between 18A and 20. It then probably passed, I believe, where Hickory Run goes under River Road and courses down to the canal. From there it crossed over to New Jersey where there is an excellent outcrop of the rock in a roadcut along highway #29. This diabase, being more resistant to erosion than the argillite, causes the steepness of the valley side between River Road and the site of F-18.
The third factor gives rise to the valley side being strewn with blocks and boulders of bedrock.- These blocks and boulders show two interesting things.
Firstly, there are abundant growths of moss and especially of fungi on them; and secondly, they show patterns of cracking which I had thought were tension cracks resulting from some heat effect as the.diabase intruded nearby. Litera-ture (1), however, indicates them to be syneresis
- cracks which develop in the chemical phases of the cyclic deposition mentioned earlier in this report. Be-cause of these cracks, as soon as rock is exposed it begins to fall apart. In addition,exfoliation starts as soon as more than one side becomes exposed and the angular corners and edges become rounded. So whatever the cause of the network of cracks, it is to its presence that the boulder field is ultimately traceable.
The entire valley side, where the surveyed line crosses, is strewn with boulders. Since the chemical cycles, within which the pattern of cracks occur average only 8 to 13 feet thick (1), there has to be some explanation for the size of the boulder field. An obvious possibility is that there are several recurring layers with the syncresis cracks in the rock section of the valley side.
It in my opinion, however, that there is but one such layer. It is high up on the alley side and adjacent to the diabase. The argillite erodes faster than o Syneresis-A spontaneous throwing off of water by a gel during aging. In the hardened or set gel the shrinkage resulting from loss of water causes cracking.
]
the diabase, so that once the Delaware river had cut below the diabase, it began to undercut and to widen thereby the valley. Meanwhile, the layer with the net-work of cracks was falling apart to boulders and blocks and these, too heavy to be moved by flowing water, were simply "let down" and eventually came to cover the slope.
Have the boulders and blocks moved down slope under the pull of gravity?
There must have been such movement but there is evidence suggesting that this has been very little. Many trees grown on the valley side. Most of them are erect and straight and some of these have large circumferenced trunks'at their bases suggesting a considerable age. There are some trees, however, that curve from the ground becoming erect upward, suggesting a slip of their substrate during their lifetime. At still other places on the valley side one comes across'a large, dead tree lying flat, suggesting such a movement as to have knocked it over (or at least to have so weakened the root system that a strong wind knocked it over).
On the whole, however, a look at the-overall forest-picture suggests stability to the ground underneath.
Whether or not the abundant growth of mosses and fungi had any significance in the breakup of the rock is problematic. Their presence is probably due to an abundance of analcime in the cement of the rock. This mineral is a zeolite, a family of minerals whose molecular structure is open resulting in wide channelways in which water may be housed. It may be such water picked up from groundwater that the plants are after. Analcime has a hardness of 5-51/2 and gives toughness to a rock containing it.
The Valley Bottom (I(iver Roa'd to the Delaware ' River)
Seventeen test holes were drilled in this area and they encountered an average of 24.0 feet of overburden above the bedrock. The overburden contains considerable sand and gravel. No permeability tests were possible in these sand-gravel in-tervals because they were~below the water table. November, it was learned during an inquiry made to the Trenton office of the Coast & Geodetic Survey which is charged with conditions along the river, was the wettest since 1897.
December, too, proved to be a wet month. The ground, therefore, was thor-oughly soaked during the drilling. Although not as abundant as on the valley side',
large boulders were encountered in drilling the overburden. Frequently drive-sample boring had to be abandoned because of refusal. Coreing or drilling with a tri-cone roller bit was required to make progress. There were cases, too, where the driven sampler angled past boulders. Lar~ge boulders and perhaps even blocks (to 10 feet or more?) may be expected during any excavation in
. this area.
In general the top of the bedrock surface rises in elevation from 55 feet under F-1 to 90 feet under F-6.
The rock itself is typical of the Lockatong argillite. It may prove to be harder than the argillite encounte red on the plateau because of the possible baking action of the sill which was intruded strati-graphically above it. A diamond core bit has no difficulty coreing this rock where it is massive. Near fractures, however, difficulty was encountered, but ~
not because the rock could not be cut. Rather pieces of broken rock would twist in the barrel or in the core lifter blocking downward progress. Hole F-13, for example, must have fallen directly above a fracture plane which the core bit j _
m_ _ _.
b encountered and followed down. Fifteen feet of bedrock was cored (27'-42') in an attempt to get broken rock. F-13A relocated (at the driller's request) about 10 feet away encountered good rock immediately under the overburden.
Bedrock conditions are well illustrated in the face of the quarry along Point Pleasant Pike where the latter ascends the valley side. The argillite and the diabase are also well illustrated in road cuts along highway #29 directly across
'the river near Byram, New Jersey.
(1) Subitzky, Seyrnour (editor), Geology of Selected Areas in New' Jersey and Eastern Pennsylvania, 1969, Rutgers University Press.
(2) Bulletin C-9, Bu'reau of Topograpliic & G'eologic Surveys, Harrisburg, Pa.
e e'
w%-
~
cm
SUMMARY
OF Sample Soil Location Depth Type
% Gravel
% Sand
% Silt
% Clay J TP1
. 9 -2' ML 8
5 66 21
~
TP2 ML-CL 1
2 72 25 TP3A l '-2 '
MC-CL 12 8
54 26 TP7A 1.5'-2.5' ML 0
2 68 30
~
TP8A CL 1
1 64 34 erm:,
,,~mm AH17 5'-5' CL 19 16 33 32 AH21 2'-3.5' CL 4
17 43 36 AH24 0-3' CL 10 7
51 32 AH28
.S'-5' CL 13 17 33 37 TP4 0-2' CL 9
5 59 27
)
TP5 0-6.5' CL 0
1 64 35 3
TP6 4'-7' ML 8
20 54 18 8
AH38 CL 14 11 43 32 3
Optimum Dry Density Wet Density Location Moisture %
pcf pcf TP4 17 108,6 128 TP5 16,5 107.7 125.4 TP6 17.9 109.7 129.3
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- CHARACTERISTICS Lab Per-Cohesion Stre s s meability 1
PHI Tangent psi Type crn /sec.
Sample s 27*-30' O.5206
- 2. 0 E ffective
.00005 Undisturbed l
24*-30' O.4557
- 2. 5 Total Undisturbed 29*-O' O.5543 6.1 E ffec tive
.00004 Undisturbed 29 * -l' O.5547
- 5. 5 Total
.00245 Undisturbed 31 * -O '
O.6009
- 8. 8 Effective
.000085 Undisturbed 29'-30' O.5658
- 9. O Total i
t Disturbed Disturbed Dis turbe 1 Disturbed i
28*-O' O.5317
- 7. 0 Total Disturbed 25*-30' O.4770 14.0 E ffective Disturbed
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Project No..N5.1. Afi.LU I C b.&
MICHAEL BAKER, JR., INC.
1.tboratory No.
[.k h..[.h ROCHESTER, PENNSYLVANIA Tent Ilore..ZA/L. Stauos.1." /
Offect 9.15. O '
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SOILS LABORATORY Date neceived 42 ' / 8-2.2 D.ie Tested /2 L9.-2 R
- b 91.Q.
...D..M MECHANICAL ANALYSIS & ATTERBERG Tested Dy LIMITS of SOILS Checked By SPECIFIC GRAVITY : 51.70 4 @ AO ' C' NMC: //,[fo Apf b
" L... - ' u ;l L.
-c.c.
- 31. of Dry kil and Flask W :
g.
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Ot. ef Fl:nk No.
Ot. of Dry Lil W: W = u :
g.
S: 66 Ve 2
n
% Passing.02 : '/9.7
- [UIDLIMIT Li TrO3t GROUP : /U '/
A II A
B Jt. of Wet Nil and Dinh. -. k.bl..b..
Wt. of Dry Soil and Dish 8.E.../..[
Ot. of Dry &ll and Dinh. -.b.di./d N: }$
Wt. of Dish - 0 ' 6 - 2> 2 2..
ei. cf Wrie,. - -. -
..%.o.3 Wi. of D,y Sou ---. 2616 inceu.f uo,.t.re.... - M. k.Rio..
PLASTIC LIMIT A
1 A
B
...... /
Wt. of Dry Soil and Dinh M.2.t 3 ? A,4.c2 Ch. of Wet Soil and Dish -.b'.3.7. NCO.
it. of Dish.. b' T. l[.d.l.
- H. 8 O 6*10 Ot. of Dry hit and Dinh. - M.f.
St. of Woer -.... -- - - - M.J.62..bd.N.
Et. of Dry Sou ---- -- [O*13
./O. 3.0 Tercest of Mointute.. - - -..M.i..$
.E.3 4 Mb 'c)3
.]
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PLASTICITY INDEX (LL.-P.L.):
SIEVE ANALYSIS RETAINED ON No.- (Wg)
SIEVE ANALYSIS FROM IIYDROMETER ANALYSIS (W )
3 D et ained Cumulative Retained Cumulative Weight Perce nt Per. Het.
% Ret.
% Pass Weish Perce nt Perce nt
% Ret.
% Pass Siwe 888 ggi)
(g )
(g3 (W )
(W)
(W)
(W)
Numbst 2
y g
mm g
5 10 1.98 20 0.833 1*
Sis-40 0.417 p.o Yo V. o 9 C.O G1*
/o.9 o.S o.8 99.2 3/8' 60 0.246 Nw 4 l-/ V, 8 3,/
3.9
- 96. /
140 0.l a Nw 10 M,9 3,9 7, 8 9c7,k 200 0.074 O.7
/, Y E, Y f Y. 6 N2.40 Q %,f Pass No.200 Nr. 200 8 '), }
Tot al 80 100 Original Sample W =
g.100%
p.
Partial Sample Wg :
g.
Tual
!g),7 p, ;,3 S,,,3, g3 =
g.
llYDROMETER ANALYSIS OF MATEll!AL PASSING No...d O.. SIEVE (W )
2 Ilydrometer nom.2...Sp. Cr. Corr a __
Wt. of Sample W3.gO Cm.
Time Time Temp.
lirdrometer Reading
% Pas.
Corr: Coeff.
Diameter Corrected
% Pass 100 Ra + W2 Kl Kg Kn MM.
Diameter of W.
Mio.
' C.
oggg Ang g
.078 1
.055 a
S.'%
5 p 3. o 33.o g,.o p ), o 54,o
.035
,op 49, y 025 10
.020 15
.014 30
- olo
. 0 0$
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/ /, &
- k. $
90
.008
- 2
.C O I I R.;L 4; AS nuo
- .i 3.. '~
12 5 5.9 tr>. 6 13.3 3 also apply directly to W, the material passing the lowest sieve. These percestages, as well e. those recorded in NOTE-Parcentages of W 2
Calum:n 7 (100 H A +W ) of the Ilydrometer Analysis, are converted to Percentages of the Total Sample, W, by multiplying the Ratio of the Partial 3
Scsiple, C2. to the Total Sample, W.
FIELD DFN31TY TILT - CAflD CONE f.1I?I110D Date of Test /4 > S '77 Test Ho, A
Teot Locotion A m r /s/,, o,, o -.x,,,. A.,. s 6,*
Arco Represented 7r-m e-Me v /4 /
Sind Cone Apparatus Number
/ '
6 C/" ' ' -
I' /
'f-Material
/#'//'
Moda of Compaction Layer Deo!gnation M8 " d Thickness Typ2 of Compactor Number of Passes
^4 " C Ad grr CALIBRATION (1) Weight of Container filled to valve with water
// S 4 gm(2) Deduct weight of empty container M990 cc (3) Net weight of water in gm - Volume in cc 70/0 (4) Weight of container plus funnel, filled with send cm 4 O# /
gm (S) Close valve, empty funnel and reweigh; deduct
/209 gm (6) Weight of sand in funnel MI gm (7).Wei ht of cand plus apparatus before test Y0LUME OF 6
F 8 73 gm UOLE (8) Deduct weight of sand plus apparatus after test 4 2 N ?-
gm (9) Wei ht of sand emptied from container 6
/ PCY gm Deduct (6) height of sand in funnel N '7 3 gm (10) We1 ht of sand remaining in hole 6
(11) Bulk Density of Sand:
~
7 (lla) Enter (7) Sand plus apparatus before test gm
/ d- ^ d gm (llb) Deduct (2) Weight of Appartus b@/f Gm (llc) Weight of sand in container 99 'IO cc (lld) Enter (3) Container Volume (lle) Divide (lle) by (lld) - Bulk Density
/ C ^" gm/cc (12) Divide (10) by '(lle) = Volume of hole
/ # 3*7 cc ER,! ELE (13) Weight of total sample taken from hole plus can SM9 gm 9 P4-TAKEN FROM (14) Deduct tare weight of can gm 2 kW gm HOLE (15) Net weight of sample as taken 1'0ISTl@E CONTENT When Compacted When Tested J'/? d Em (16) %31 ht of wet sample plus can gm 6
//74/
(17) Deduct weight of dry sample plus can gm gm 3'S h '
Em (18) Waight of water contained in sample gm (19) Tare Number and weight Em g
///,f gm
/ 5'4'< M gm (20) Net Weight of dry sample, (17) - (19) gm (21) Moisture content,' (18) divided by (20)
A /,7 %
e' (For corre-(For density DEf'SITY CO?.1ITTATION lation)
Computation)
// E lb./cu. ft.
(22) Wat density Item fl5) X 62.4 Item (12) 93 E lb./cu. ft.
(23) Dry Density Item (22) 1.00 plus Item (21) "when tested" (24) Optimum dry density from compaction tests 1b./cu. ft.
(25) Percent of optimum dry denoity obtained in field Item (23) expressed as a percent of Item (24)
(20) Specified minimum allcwable percentage of optirnum dry density (27) 'IHE ABOVE TEST INDICATES SOIL IN AREA REPRESENTED (HAS, IIAS NOT) BEEN COMPACTED TO THE DENSITY REQUIRED BY THE COVERNING SFECIFICATIONS. Remarks:
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Stage I MICll AEL D AKER, JR., INC.
GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST Te s t No.
73-50
' 1 S mple T P-1 Soil Specimen Measurements fleshaminv Wate r Diameter 2. 36"
- 6. 00 cm Date 4-17-73
'tesou rces Authority Circumference Tested By Frank Initial Area, A, 4. 38 inZ 2R 27 cm2
>cetion Initial Length, L 5"
- 12. 70 cm pring No.
Depth 1 s -2 8 inpla No.
ecific Gravity, G.
2.704 After Test l
e.TEft CONTENT I
Entire Specimen Entire Specimer ecimen Lecation Total Total Start of Test End of Test i
Membrane Membrane
+ Covers
+ Covers inttinir No.
L. Container +
r t Soil in G 697.5 684.6
- t. Cont 31ne r +
y Soil in G 544.0 544.O t.
Wr.ta r, Ww
.s G
153.5 140.6
- t. Contnina r G
- t. Dry Soil e in G 544.0 544.O nt:r Contsnt, W 28.2 25.8 cmbar Length Axial Fore rn eurs Change Strain Axial Pressure Pressure din
@ in k
Ter in Z
Ibs /inZ Ib:/inZ ab E
Area, A.
Loa'd, P, P/A, in pp lbs /inZ lbs /in g
G in in.
In %
in Sq. in. in Ibs.
Ibs /inZ in Ibs/inZ 8th-PP P/A+3T P. 0 0.00 0.00 4.38 0.00 0.00 0.0 7.0 7.0 P0
.05 1.00 4.42 35 7.92
- 0. 3
- 6. 7 14.6
'0
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- 0. 6 6.4 16.2
'6
. 15 3.00 4.52 53 11.72 0.8 6.2 17.9 P. 0
.20 4.00 4.56 58 12.72 1.0
- 6. 0 18.7
'0
.25 5.00 4.61 63 13.66 1.2 5.8 19.5 P. 0
.30 6.00 4.66 69 14.81
- 1. 5
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.35 7.00 4.71
'74 15.71 1.7
- 5. 3 21.0
'0
. 4 0' 8.00 4.76 80 16.81
- 1. 5
- 5. 5 22.3 P. 0
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- 1. 3
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- 1. 2 5.8 25.1
'0
.60 12.00 4.98 96 19.28 1.2
- 5. 8 25.1 4
Stage II MICll AEL BAKER, JR.
INC.
GEOLOGICAL SCIEMCES DEPARTMENT TRIAXIAL COMPRESSION TEST Te s t No.
61 S*mple TP-1 Soil Specimen Measurements 50 Diameter 2. 22"
- 5. 64 cm Date 4-20-73 Jeshaminv Water tesources Authority Circumference Tested By Dick Initial Area, An3. 87 ind 24. 98 cm2
?cetion Initial Length, L 5. 00" 17 70 cm bring N2.
_ De pt h 1e_?8 ple No.
gcific Grevity, G, Z.704 NTEll CONTENT After Test Entire Specimen Entire Specimer j
Start of Test End of Test bcimen Location Total Total Membrane Membrane l
+ Covers
+ Covers int.iner No.
- t. Containe r +
6t Soil in G 588.0 630.5 L. Container +
' y Soil in G 507.4 507.4 r
- t. Wcta r, Ww 6
la 80.6 123.I
- t. Containir la
- t. Dry Soil L in a 507.4 507.4 htar ContInt, W l%
15.9 24.3 nmber Length Axial Pore r:s:ure Cl.ange Strain Axial Pressure Pressure du
@h di' "rer in 2
Ib s /inZ lbs /inZ Iba/in g
Iba/in2 ab E
Area. A, Load, P.
P/A, in pp G
in in.
in '/e in Sq. in.
in Ibs.
Ibs/inZ in Ibs/inZ oth-PP P/A44T L4.00 0.00 0.00 3.87 0_00 0.00 0.00 14.00 14_00 l4.00 0.05 1.00 3.91 58 14.83 0.30 13.70 28.53 L4.00 0.10 2.00 3.95 71 17.97 0.75 13.25 31.24 L4 00 0.15 3.00 3.99 80 20.05 0.84 13.16 33.21 L4.00 0.20 4.00 4.03 86 21.34 1.05 12.95 34.29 L4.00 0,25 5.00 4.07 92 22.60 1.05 12.95 35.55 L4.00 0.30 6.00 4.12 95 23.06 1.02 12.98 36.04 L 4. 0 0 0.35 7.00 4.16 99 23.80 0.99 13.01 36.81 L4.00 0.40 8.00 4.21 102 24.23 0.87 13.13 37.36 L 4. 0 0.
O.45 9.00 4.25 105 24.70 0.81 13.19 37.89 L 4. 00 0,50 10.00 4.30 108 25,12 0.72 13.28 38.40 L4.00 0.55 11.00 4.35 110 25.29 0.60 13.40 38.69 l4.00 0.60 12.00 4.40 110 25.00 0.36 13.64 38.64
Stage III MICII AEL 11 AKER, JR.. INC.
GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST Te s t No. _
73-50 21 S :mpla TP-1 Soil Specimen Measurements 4eshaminv Water Diameter 2.366"
- 6. 013 cm Date 4-24-73 (esott rees Authority Circumference Tested Dy F ra nk 2
Initial Area, A 4. 40 in."28. 39 cm o
pcation Initial Length, L 5.00"
- 12. 70 cm hring Ns.
Depth 1. O'-2. 0' paple N:.
pcific Grtvity. O, 2.704 ATER CONTENT After Test Entire Specimen Entire Specimer, acimen Location Total Total Start of Test End of Test j
Membrane Membrane
+ Covers
+ Cove r s
- >nttina r No.
- t. Containar +
Lt Soil in G 666.5 680.O
- t. Conttine r +
ry Soil in G 543.3 543.3
- t. Wst gr, Ww lG 123.2 136.7 s
,t. Contain e r lG
- t. Dry Soil I in G 543.3 543.3 n
star Contsnt, W 22.7 25.2 b:mber Length Axial Pore rc:sure Change Strain Axial Pressure Pressure dm IT' h Ter in Z
Ibs /inZ
,Ibs/inZ AL E
Area, A.
Loa'd, P, P/A, in pp lbs /inZ lbs /in g
in in.
In %
in Sq. in. in Ibs.
Ibs /inZ in Ibs/inZ on-PP P/A44T E8. 0 0.00 0.00 4.40 0.00 0.00' O.00 28.00 28.00 18.0
.05 1.00 4.44 74 16.67 0.66 27.34 44.01
- 18. 0
.10 2.00 4.49 115 25.61 1.20 26.80 52,41 18.0
.15 3.00 4.54 145 31.94 1.50 26.50 58.44
- 18. 0
.20 4.00 4.58 165 36.03 1.70 26.20 62.23 18.0
.25 5.00 4.63 181 39.09 2.10 25.90 64.99 18.0
.30 6.00 4.68 195 41.67 2.40 25.60 67.27 18.0
.35 7.00 4.73 208 43.97 2.70 25.30 69.27 i 18.0
.40 8.00 4.78 220 46.02 3.00 25.00 71.02 d8. 0
.45 9.00 4.84 230 47.52 3.30 24.70 72.22 18.0
.50
- 10. 0 0 4.89 240 49.08 3.70 24.30 73.38
- 18. 0
.55
- 11. 0 0 4.94 247 50.00 4.00 24.00 74.00
- 18. 0
.60
- 12. 0 0 5.00 250 50.00 4.00 24.00 74.00 18.0
.65 13.00 5.06 251 49.60 3.80 24.20 73.80 M-A
i MICHAEL BAKER, JR., INC.
GEOTECHNICAL ENGINEERING DEPARTMENT BEAVER, PENNSYLVANIA Date 4 J//-73 Lab..No.
73-5O__
Sample Source TA.-/
WATER CONTENT F1 UNIT DENSITY DETERMINATION WATER CONTENT DETERMINATION Specimen Location Container No.
Wt. Containe r +6 Wet Soil in G Wt. Containe r +
Dry Soil in G Wt. Wate r, Ww in G Wt. Container in G Wt. Dry SoiI We in G Water Content, W in %
DENSITY DETERMINATION Specimen Dimension (r.m) (inches).
.".. '... Fif *0 - // 0 3
,fy?
Specimen Volume (estf5') (fect )
70. /o / --
Weight of Container (Wet Specimen, /g) (pounds).
7 Z /'
. Weight of Container, (g(pounds)
Wet. weight of Specimen, (gt (pounds).
/, S. 4 0 Wet Density, (g/cc)
//3.4 -
Wet Density, (pcf).
~
9 3. 2-Dry Density, (pcf).
i e
r
~
p.
'\\
'MICIIAEL BAKER, JR., INC.
.Jgd'g Beave r,' Pennsylvania
./." *"M,i wp')
,p
'" f;,.
Geotechnical Engineering Department i
Falling Head Pe rmeability Test Location Neshaminy Creek Specimen Measurements Test No.
73-50 Bo ring No.TP-1 Depth 0. 9-2. 0' Diamete r
- 6. I cm Date 4-13/73 Sample No.
TP-1 Circumference Tested By Frank Specific G ravity, G 2. 704 Area, A
- 29. 7.2 c m s
Wet Wt. of Sample 368. 50 Length, L
- 6. 25 cm Dry W1. of Sample W 301.05 Volume of 3
3 Sample 182. 63 cc Volume of Solid Material = Vs = W /G 111.50 cc
=
s s
Void Ratio of Sample = c = V - V
.6379 s
182.63-111.50 =
71.13
=
=
Vs
- 111.50 111.50 Test Data Elapsed Quantity Area of Time (t)
O Bu re tte h
h1 Log 10 o/h1 h
k o
2 c ni/ s e c.
Time Sec.
cc acm 1:15:00 60.0 2:04:00 38.0 2940 36.5 1.66
.19838
.00005*
2:10:00 60.0 3:15:00 36.0 3900 40 1.67
.22183
.000047 3:20:00 65.0 4:10:00 44.0 3000 35 1.67
.16959
.000047 4:15:00 55.0 4:40:00 44.0 1500 18.5 1.68
.09691
.000053 aL ho
- "Q K = 2. 3 L810151 At hj-h 2 Rema rks Avg. K = 0. 000050
- In
BRADSHAW RESERVOIR TEST PIT 2 1
J
_~
65 4 3 2
19876 5 4 3 2
19876 5 4 3 2
1987 6 5 4 3 2
1987 6 5 4 3 2
19 8 7 C l[
Il t/2)'
U.s iTANDARD'
$$d is l4 -
60 10 0 20 ll ll llll l ll l l llllll'lll llllllllll lllllj 2
I, 3
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lill II II I
I l
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- STA.
'70'3/7 i
~~
N
- HOLE NO. TM N
go 90 f
~
i I
DEPTH M-10'
- i
-_ Z:
7__
._7__
.\\'---
- - SAMPLE S-'
f E
\\
l so I
_.y_
p_.__ SOIL TYPE /9t-C t. -,-
80 e___..
4___..
...1
~
i i
i
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i I
!I 70 !
.1_
. '..70 l
[
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{
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w 50 ~.___._
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t]
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$ 40 1
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a L---U-30 j
-. _ ___}. ".__
. [-
30
__..__s_
g
g g
7_
20 20 ;
. 9
_.{,..-
s
. j 9_
.}
1 r__
y 10 10 "T
1 O
O gg g3 gg2 99,
)ggg gy ygf 9,p,i 699 3 91c gg jo,[
j pg 2g lp y
gp g2 3) i B0 65 4 3 2
19876 5 4 3 2
19876 5 4 3 2
19876 5 4 3 2
19876 5 4 3 2
19876 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT CLAY COARSE l MEDIUM I,
FINE COARSE l
ME01UM l FINE COARSE l MEDIUM l
FINE
/o GRAVEL SIZES _I_.
0/o SAND SIZES _@_
/o StLT SIZES /2,
% CLAY SIZES /l~
MICH AEL B AKER, JR., INC.
Rochester, Po.
GEOLOGICAL SCIENCES DEPARTMENT
k MICHAEL BAKER, JR., INC.
p Pn ject No.
MMMM
.Y Q
bEI'"t"'Y b"-
2
' 3..b7 A. ROCHESTER, PENN5YLVANIA
- gf$),fy Test Bore...Zh.E st.iio.. S...L off,.et.C L40 '
f SOILS LABORATORY D te necebed..../.S..'./5_.~ 2 R Dair. Te,.ied l.E.'l.9 ') R R e..bQ.d.Q1.bI MECHANICAL ANALYSIS & ATTERBERG Tented By LIMIT 5 of SQlLS Checked fly c
SPECIFIC GHAVITY A.7 3 3 @.2 o ' c-N u c = a o.c, P.
Ag9f.: I LL...
' M - w.:..._
c.c.
Et. of Dry kit and F1a,.L Wg:
g.
j W'
E-E3: /
M & 4 M__:
W. of Ficmk No.
2 Wo. of Dry Nil W W : I :
E-S 2A V"
3 2
ft C*
% Possing O2 : M.6 %
LIQUID LIMIT Frost Group : /3 W. of %ct Eil and Dinh... $..M.2 Et. of Dry Nil a,pd Dinh.$..2/.
C'i. of Dry sii..d Di.h.. 2.2,..)./
N: M_
Wt. of Dish. 4'.3.. l.Qa.lb Wi. o f Woer..........._3.56 Wi. of Dry son......./3,95 M5 b Percean of.w.iore......
PLASTIC LIMIT A
B A
B Wt. of Wei Soil and Di h.. M..Y.s..N Wt. of Dry kit
/2 2.4 A.6.f./'
- a. of D,y sn.na Di.h....d. 7 3..Mr.l.2 Wi. of Di h.. Ea d Dinh..r... /.L 22..l.
.1.o.d/
Wt.ofWoer..............h.6.2
/.r. 2.S Wt. of Dry kil...... 2.f.$.b _.b4.21 Percent of Molature...... h.0,f.,6.,
,M Q./,,,
PLASTICITY INDEX (LL.-P.L.)= h-d/
.{
NL-C/'
SIEVE ANALYS!' RETAINED ON No.-.(Wg)
SIEVE ANALYSIS FROM IIYDROMFTER ANALYSIS (W )
S 3
Re t aine d Cumulative Retained Cumulative Sin e Part,1cle Weig ht Perce nt Perce nt
% Itet.
% Pass N8
Reight Perc e nt Pet.Het.
% Ilet.
% Pass Number Size Number gg g gg )
gg) g,s) gg) gg) gg) g m m.
g 10 1.98 l'
20 0.833 3/4' 40 0.417 O. (,
/, p
/, M 96,8 1/2" 3/8' 60 0.246 Ns. 4
/,c O,/
O.l 79.9 140 0.1 04 No.10
- 7. O o.I n, r, 99.9 200 0.074
- o. f
/, O A,A 9A8 Ns.40 98,J Pass No.200 Nr.2C0 77,1 Total SO 100 Original Sample n =
g.100%
p, Partial Sample W3 g.
=
Tet rl (Q Partial Sample W,
=
g.
llYDROMETER ANALYSIS OF MATEHIAL PASSING No..lO..
.. SIEVE (W )
2 liydrometer No.3..d...Sp. Cr. Corr a it. of Sample W3,_gO Cm.
Time Time Temp.
Ilydrometer Headins
% Pa..
Corr Coeff.
Diameter Corrected
% Paes 100Ra+ K2 KI Kg Kn MM.
Diameter of W.
Mio.
' C.
oggyc Ag a
1
.078 2
.055 9:05 s
rn. o M. s' 6.0 m.5 Sc7. o 03s
.o2
.58.6 10
.025 15
.020 30
.014 w
.G. o
/8. 5 6. 0 19,3 A S.O O'O
.005 M.?
lf0;/E 90
.008
/ 4l
'?:05
'**0 23.S
/3. 0 6.9 J.I l'f. K na/
NOTE-Percentaaee of m3 also apply directly to W. the material passing the lowest sieve. These perce.aages, as.11 as those recorde d in 2
' Caluma 7 (100 ILA +W ) of the !!ydrometer Analysia, are converted to Percentages of the Total Sample. W, by multiplying the Itatio of the Partial 3
Sampts,22. to the Total Sample.W.
FIELD DEN 31TY TILT - GAND CONE MF'1110D A
Dato of Te ot _ //' -M " Test No.
/M e r M,. 3 A Gee,w Test Location '- -~4-- t //8 Area Represented T
Material
?/'ov-A M't'--(IA-?
Smd Cone Apparatus Number M e 12 f Layer Designation Moda cf Compaction
//o * *'
Thickneso Typa or Compactor
/h oc-Number of Passes N#
gir CALIBRATIOM (1) Weight of Container filled to valve with water MM gm (2) Deduct weight of empty container MWO cc (3) Net weight of water in Em-Volume in cc
- W gr (4) Weight of container plus funnel, filled with send 6N/
gm (5) Close velve, empty funnel and reweigh; deduct
/W sm (6) Wei ht of sand in funnel 6
'7 ~7 7 7, 6m VOLUME OF (7) Weight of send plus apparatus before test
^-s gm (8) Deduct weight of sand plus apparatus af ter test dM 2-gm H0LE (9) Wei ht of sand emptied from container 6
/ F 09 gm Daduct (6) Weight of sand in funnel J74U gm
'(10) We1 ht of cand remaining in hole 6
(11) Dulk Density of Sand:
~/ 777 gm (lla) Enter (7) Sand plus apparatus before test
/4 44-gm (11b) Deduct (2) Weight of Appartus 6/ / 9 Gm (llc) Weight of sand in container
- WO cc (lld) Enter (3) Container Volume
/.4 32 cm/cc (lle) Divido (11c) by (lld) - Dulk Dcncity
/ ~7 9D cc (12) Divide (10) by (lle) -Volume of hole 4067 gm SAMPLE (13) Weight of total sample taken from hole plus can 34/
gm TAKEN FIl0M (14) Deduct tare wei ht of can WM gm C
HOLE (15) Not weight of cample as taken When Compacted when Tested 110ISTURE CONTENT
~' r-SC ?-
Em
.gm (16) %eight of wet comple plus can
<* / M* '- cm 6m
[ (17) Deduct weight of dry sample plus can "9? '
gm
-gm (18) Weight of water contained in sample
' ~ ' ' '
(19) Tare Number apd Weight gm f
- cm
W t O cm (20) Not weight of dry sample, (17) - (19) gm
/ ?, A (21) Moloture content, (18) divided by (20)
(For corre-(For density
/I8"gutation)
Cort lation)
DEUSITY COMPUTATION lb./cu. ft.
f15) X 62.4 (22) Wet density Item Item (12)
- C Y' 7 lb./cu. ft.
(23) Dry Density Item (22) 1.00 plus Item (21) "when tested" Ib./cu. ft.
(24) Optimum dry dennity from compaction tests (25) Percent of optimum dry density obtained in field Item (23) expressed as a percen't of Item (24)
(26) Specified minimum allowable percentage of optimum dry density (27) THF ABOVE TEST INDICATES SOIL IN AREA REPRESENTED (11AS, HAS NOT) BEEN COMPACTED TO ' DIE i
~ TY REQUIRED BY THE GOVERNING SPECIFICATIONS. Remarks:
Signed pcu.x
n 6
MIC11AEL BAKER, JR., INC.
GEOTECliNICAL ENGINEERING DE.DARTMENT BEAVER, PENNSYLVANIA s
Date _
5'- //- 72 '
Sample Source 7P-2.
Lab. No.
WATER CONTENT F2 UNIT DENSITY DETERMINATION WATER CONTENT DETERMINATION _
~
Specimen Location
~
Container No.
]
Wt. Container +
-Wet Soil in G Wt. Container +
Dry Soil in G Wt. Wate r, W
+ -
s w
in G
~
Wt. Container s
in G Wt. D ry Soil s
vy, in o Wate r Content, W in %
C DENSITY DETERMINATION Specimen Dimension (sm7(inches).
h....... N/. h C/.P/s v //.75~
Specimen Volume (cMI(feet )
,],,,,..,,,,,,,
, g /, /
3
~.
~
Weight of Containe r + Wet Specimen, Igt(pounds)$'......
9 0. o o -
~
7, 2 /,
Weight of Container, Jg) (pounds)
.,. ~..
. 3.... -
s.
'f.
8 2. 7-d
'~
Wet weight of Specimen, (gr{ pounds).
s Wet Density, (g/cc)
/
Wet Density, (pcf).
/ 2.f. 7-Dry Density, (pcf).
/dY,7
~
"h 4
g
k A
3 e
A e
-A-
9 J'
e %
BRADSHAW RESERVOIR l
l 4
I k
65 4 3 2
198765 4 3 2
19876 5 4 3 2
1987 6 5 4 3 2
1987 6 5 4 3 2
1987 S l l, lIll llJ O s'STA'NDARD' $dEEf<l $lZ' $$
ldll 60 too 200 I
I II llll llll l
l l llllllllllllllllllll llllll 2
l 3/4*
I/2, I I/C *
"I
- ia 261 1
4
'06 l
Fky i
l l
i JOBNISH C#,
Ef
,[
_ :: STA.
72-3/8 II i
3 E
I
~
. p
_.~ HOLE NO. #- 3 A 21 9g
_.7_
~
~P~::: DEPTH 09'M8' LI 4_
80 !
l
(
SOIL TYPE M L-GL-I S@
5.
{
..N_.
il
.._..___hf_.,
7
. y j
ijjj.
i}
A 7
4+.
g
- l j { }..
s_____
g j
q 7
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- ::::p(----
~~
~-'
~
p {~{
360 6@
=
t g
p_..-_
m____.
\\
{
f.7. i g , 50 [ .i._ \\ lj !4L 1 \\ i 5@ w z I! .a_. h ...{.. 4 .+,- ~~ w z l q__ 7 ...4 [ t_ + t ^ t s 8 40 l .l t' +- 4@ . __2_ m y Q 30 4__ ..L. 3@ i \\ 20 N ..y..- h y_ N .- 2@ .y.. y.__ m } 4 lo l@ 1 __~-- _~_.. 0 l' :
O i
699 l?f 29,9 lg y 39 2;9 ip y y y y g.pp 3.p,3 pp,2 99,i 339q qpy qq97 gop,i 65 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT CLAY COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE /o GRAVEL SIZES /.$- 0/o SAND SIZES f_ /o SILT SIZESd_Y % Ct.AY SIZESN MICHAEL BAKER, JR., INC. Rochester, Pa. GEOLOGICAL SCIENCES DEPARTMENT /5_ H 9G
ruoice No. IULSEB M Lu.}' C d.- MICHAEL BAKER, JR., INC. I'" 'I "" ~ ~ ~ ~ 'N. ROCHESTER, PENN5YLV ANIA Tent llore IO."3A. Sittion... 3.l 0ffact.Sf.f..'.h[ A i I J,",1,., Date neceived ld..'./.f 2d Date Te ted M YO Yek SOILS LABORATORY 9..C.O $,h.,[ MECHAHICAL ANALY515 & ATTERBERG Tented Ily =-i.. LIMITS of SOILS Clected Dy ~ SPECIFIC CRAVITY = 2.7 U @ 7 0
- C' NMC: / 3.Y%
C't. of Dry &ll and Flank W = - g. 9_f I %L. ' E~;. L.= - c.c. i ^ f m - " o, - ^ 5t. of Fl:mk No. W E- $= - f ; -- 2 r 1t. cf Dry &ll W W : I() - A* b V" 3 2 c-G
- /o Passing.02 = S2 2 LlqulD LIMIT Frost Group = /#L/
D A D Wt. of Wet bit and Dinh. -. k it. of Dry kit and Dinh O.du.h O C't. af Dry &ll and Dinh - i(I..t.d.. N=d / Wt. of Dish - E"2-.10 7 4.
- n. o r Wo,. - - -......
.....M L2 _... _
- n. or D,7 &n--..-.ZZf4 Percent of Moint ure.. -. -
..k. ..'..b.
- k..
PLASTIC LIMIT A B A 1t, of Wet kit and Dish 2b.Id? dd..M [o Wt. of Dry &ll and Dish./7' /. ' WL. of Dry kil and Dinh- --[.7 2d /..[.!d/ Wt. of Dinh.. N b 2/!. 2./ / /' ..O E-/O 5 t. o f Woer - -.. -. -. -. f r..$.[. .b..) 1 W. of Dry Sil -- - - -, ,0.9 ,,,2.,,,,2,y Perecit of Molature - - - -..dk.d Ac2L.h 6 Nl-Cl . PLASTICITY INDEX (LL.-P.L.): ) 8 - ) O SIEVE ANALYSIS RETAINED ON No. 4Wg) SIT'VE ANALYSIS FilOM IIYDROMETER ANALYSIS N) 3 R et ained Cumuletive Retained Cumulative d* I' Weight Perc e nt Per. liet. % Itet. % Pass Nu,'i er Weight Percent Perce nt 5 Ret. % Pese bI"* S.ne gg gg g3 gg g) g) g) Nzmbst g m m. s 10 1 98 1-F,2 o.5 o,5 99..i 20 0.833 3/4" 40 0.417 A,8 g, 4 iG PP 9 1/1* A3, 7 ), Y /, c) 98L ' 3/8' 60 0.246 Nr.4 G,j,2 3, % f7 /f'3 140 0.104 No.10 'J '/, G .(g //,5 Mg 200-0.074 /, "J .3, '/ 80 9/, O No.40 Q3,5 Pass No.200 Ns. 200 80.5 Total (O 100 Original Sample W = g.100% pa, Partial Sample Wg = g. Tot al j 7, / p,,,g,g 5,,,g, g3 = g IIYDROMETER ANALYSIS OF MATEIllAL PASSING No. /O SIEVE (W ) 2 llydrorneter No..Edl Sp. Cr. Corr a-- W1. of Sample W 2Q_. Cm. 3 Time Time Temp. IIYdrometer Readins % Pa.. Corrr Coeff. Dia meter Corrected 5 Pass 100 Ra+ K2 Kl Kg Kn MM. Diameter of W. Min. ' C. Ongg A gg gg .078 1 .055 2 9l/S s 2 3.n ?SJ /., O "J9. 5 39.o
- s
. o 2. 53.2 .025 10 .020 15 .014 30 /O:25 60 D 3.n 2 0.f S.O I 4.5 2 9. O M0
- O CL5' 35 ')
.CJ8 90 .M2 ,g a / /g 3 $r,' /g 1440 Q3,5 J 4,O g,9 8,l / 6, Q 3 also apply directly to W. the material passing the lowest sieve. These percentages. as well as those recorded in NOTE-Parcentages of 5 2 Cetuso 7 (100 RA +W ) of the Ilydrometer Analysis, are converted to Percentages of the Total Sample, W, by multiplying the Ratio of the Partial 3 Stepts 22, to the Total Sample.W.
FIELD DKil31TY 1107 - SAf3D CONE ME1110D Date of Teot /# ~M*- Toct No. 3 Tost Location A* - -/ - f.'e rn,J Arca Represented %~T h-7 //o-E-4 Y Material 4-Sind Cone Apparatus Number Mods of Compaction Layer Desi nation /# 70 6 Typa of Compactor h e " <- Thickncos Numbar of Passes /m e - 6~ M CALIBRATION.(1) Weight of Container filled to valve with water grr // / 4 (2) Deduct wel ht of empty container cm S
- / O (3) Net weight of water in gm - Volume in cc cc
'7 f /O (4) Weight.of container plus funnel, filled with sand cm Z ' / (5) Close valve, empty funnel and reweigh; deduct Em /W' (6) Wei ht of sand in funnel Sm 6 ~7 ~/ 70 VOLUME OF (7) WeJght of sand plus apparatus before test 6m 8US HOLE (8) Deduct weight of sand plus apparatus after test gm 4 } @ '/ (9) Weight of sand emptied from container Em Deduct (6) Weight of sand in funnel //O9 Gm (10) Weight of sand remaining in hole 2d/X gm (11) Bulk Density of Band: U70 (lla) Enter (7) Sand plus apparatus before test gm (11b) Deduct (2) Weight of Appartus ///4 grr (11c) Weight of sand in container 6 /C lo _sm (lld) Enter (3) Container valume 2' W O cc (lle) Divide (11c) by (11d) Bulk Donuity // 3 C' 6m/cc (12) Divide (10) by (lle) = Volume of hole /77'7 cc SAMPLE (13) Weight of total sample taken from hole plus can
- /M gn TAKEN FROM (14) Deduct tare wei ht of can
- / Z 6
sm liQLE (15) Net weight of sample as taken '# 3 ~2 gm NOISIURE CONTENT When Compacted When Tested ' ' D-E (10) hei6ht of wet sample plus can 6m Em / 9 T l" (17) Deduct weight of dry sample plus can gm C:P (18) Waight of water contained in sample gm J 5 0 /- gm (19) Tare Number and Weight 8 gm g /M1 Em / 7 9 Y.4 (20) Nat Weight of dry sample, (17) - (19) gm gm (21) Moisture content, (18) divided by (20) /M (For corre-(For density DEf:SITY COMPUTATION lation) N / putation) Com (22) Wet density Item [15? lb./cu. ft. X 62.4 Item L12J (23) Dry Density Item (22) 2 lb./cu. ft. 1.00 plus Item (21) "when tested" (24) Optimum dry density from. compaction tests Ib./cu. ft. (25) Percent of optimum dry density obtained in field Item (23) expressed as a percent'of Item (24) (26) Specified minimum allowable percentage of optimum dry density (27) nIE ABOVE TEST INDICATES SOIL IN AREA REPRESENTED (HAS, HAS NOT) BEEN COMPACTED TO THE DENSITY REQUIRED BY THE GOVERNING SPECIFICATIONS. Remarks: Signed 32
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o cARLRA *ANWASM CONSOLIDATION TEST 73*47 73-47 SollSAMPLE APPAR ATU3 MEASUREMENTS APPLIED LOADS LAB.NO. CONTAINER HEIGHT 4215cm)OO39irl SIDE FRICTION ALLOWANCE IN % DA'TE 4-(11 to 19i-73 Neshaminv Creek CcNTAlHER DI AMETERf2.33cm.2.5_la. Ibg./sq.em.: lbs. SCALE LOAD PitOJECT NO CONT AINER ARE A, A, IN sq. em.llf2 TARE IN lbs. TESTED BY T. O'Contt y BO RING NO.lFMSAMPLE DEPTH CM' STONE + COVER SAMPLENO. THICKN E SS, 22 in. W. DEGREE OF 5ATURA IgN ga% SPECIFIC GRAVITY, G, 2.75 SOLIDS HEIGHT,2H,: g f g d M M carM in. TEM START T END 1M M WATER CONTENT SP ECluEN LOCATION REMARKS i CONTAINER NO.
- hej0%IL N 443.8 445.0
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gg y, g WT. DRY SOIL W IN s 123.8 123.8 WyER CONTENT, w, 22.9 23.9 l y, APPLIED SC ALE LO AD FIN AL DI AL DIAL CM ANGE 4 3 5AMPLEMklGHT d.FROM votD HEIGHT votD R ATIO Flf flNG TluE IN.ee. COE F. OF. CON 10L C, IN e s. e=< *.* 2H 2 2.2 +I3 OI AL CHANGE 2H. 2H, _ 2H. 2H. PEE 55URE i 2 14 6gdeg. sm. IN Ibs. IN in. IN an. IN in. 1M in. IN i IN in. 2H, s 90 e 50 .IseH2/ . I'7H 'e M e 90 0 .0000 1.0039 4423 .7876 .0059 1.44 14751 1/4 .0059 .9980 .4364 .7771 .0106 2.10 .09948 1/2 .0165 .9374 .4258 .7582 .0126 3.06 .06669 ~ 1 .0291 .9748 .4132 .7358 .0179 1.69 11702 2 .0470 .9569 .3953 .7039 .0%50 1.69 .11188 4 .0720 .9319 .3703 .6594 y .0261 1.77 .10112 2 R .0981 .9058 3442 .6129 N +.0014 4 .0967 . q!)72 3456 .6154 2 +.1025 2 .0942 .9097 3481 .6198 +.0033
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Stage I MICH AEL D AKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST
- l Srmple TP-3 A Soil Specimen Measurements Te st No._
73-47 bchaminy Water Diamete r 2. 34"
- 5. 95 cm Date 4-6-73 Ke"ou rces Authority Circumference Tested Dy F rank Initial Area, A, 4, 3 0 in
>7_80 cm2 d cati:n Initial Length. L 5. 0"
- 12. 70 cm 71ng No.
Depth 18 -2' apla No. ecific Grcvity, G. 2.75 l After Test TER CONTENT Entire Specimen Entire Specimer, l imen Location Total Total Start of Test End of Test ec Membrane Membrane l' t'invr No. + Covers + Covers n L Contain2r + h Scil in G 729.1 752.O
- l. Cantainar +
4 soil in G 621.3 621,3
- l. wct2 r, w.
'G 107.8 130.7
- l. Containar G
Dry Soil in G 621.3 621.3 itar Contant. W 17.4 21.0 l A mb e r I.eeeth il Axial Fore escure Change Strain Axial Pressure Pressure din Ei' in Tcr in Z Ibs/inZ Ibn/inZ AL E Area, A. Load, P. P/A, in pp lbs /inZ lbs /in g 5 in in. in % in Sq. in. In Ibs. Ibs /inZ in Ibs/inZ cth-Pp P/A+3I f,0 0.00
- 0. 0 4.30
- 0. 0 0.00 0.00 7.00 6.94 f.0
.05
- 1. 0 4.34 50.0 11.52 0.72 6.28 17.80 l.0
.10 2.0 4.39 80.0 18.22 ~1.14 6.86 25.08 (, 0 .15
- 3. 0 4.43 94.0 21.22 1.20 5.80 27.02
[.0 .20 4.0 4.48 102.0 22.77 1.02 5.98 28.75 l, 0 .25
- 5. 0 4.53 109.0 24.06 0.96 6.04 30.10 l,0
.30
- 6. 0 4.57 115.0 25.16 0.66 6.34 31.50 f,0
.35
- 7. 0 4.62 120.0 25.97 0.57 6.43 32.40
!.0 .40
- 8. 0 4.67 126.0 26.98 0.45 6.55 33.53 l,0
.45
- 9. 0 4.72 129.0 27.33 0.45 6.55 33.88 t,0
.50 10.0 4.78 130.0 27.20 0.42 6.58 33.78 !,0 .55 11.0 4.83 131.0 27.12 0.42 6.58 33.70 I-l l l r I l l l l l L
Stage II MICit AEL BAKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST il Sample TP-3 A Soll Specimen Measurements Test No._ 73-47 Jeshaminv Water Diameter 2.37 6.03 Date 4-10-73 Tested ny Dick (esources Authority Circumference Initial Area, A 4. 42in.628. 56 cm2 o 'cn tirn Initial Length L 5. 06in12J cm tring No. Depth 13 -2 ' rnpla N2. 73-47 cific Grevity, G, 2.75 kTEH CONTENT After Test Entire Specimen Entire Specimer1 l imtn Location Total Total Start of Test End of Test ec Memb rane Membrane f + Covers + Covers int.in2 r No. L Gentainar + Le Soil in G 713.8 831.9 T Cantainsr + Iy Soil in G 595.7 707.4 h Wctar, Ww 6 'G l 18. I 124.5 h Contain2r 'G 111.7 h Dry Sail [ in G 595.7 595.7 kt;r Cont;nt, W 19.8 20.9 hmber Leno th l Axial Fore fe: cure ChaInge Strain Axial Pressure Pressure den Ei' bi Tcr in ,1bs /inZ AL 4 Area, A, Load, P, P/A, in pp lbs /inZ lbs /in lbs/inZ Z n in in. in */. In Sq. in. in Ibs. Ibs /inZ in Ibs/inZ otii-pp P/A+3T 4.0 0 0 4.42 0 0.00 0.00 14.00 14.0 1
- 4. 0
.05 0.99 4.46 120 26.90 0.60 13.40 40.30
- 16. 0
.10 1.98 4.51 186 41.24 0.90 13,10 54.34 l6. 0 . 15 2.96 4.55 219 48.13 1.15 12.85 60.98 50 .20 3.95 4.60 235 51.09 1.25 12.75 63.84 j6. 0 .25 4.94 4.65 241 51.83 1.30 12.70 64.53 l6. 0 .30 5.93 4.70 247 52.55 1.05 12.95 65.50
- 6. 0
.35 6.92 4.75 252 53.05 0.90 13.10 66.15
- 6. 0
.40 7.90 4.80 257 53.54 0.70 13.30 66.84 l6, 0 45 8.89 4.85 262 54.02 0.50 13.50 67.52 !6. 0 .50 9.88 4.90 264 53.88 0.25 13.75 67.63 l6, 0 .55 10,87 4.96 265 53.43 0.10 13.90 67.33 i l I l l l l l l l l
Stage III MIC11 AEL B AKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST TP-3A Soil Specimen Measurements Te s t No. _ 73-47 LSamp!c ehaminy Water Diamete r 2.36"
- 6. 00 cm Date 4-13-73 Tested By Frank esou rces Authority Circumference
_ 28.27 cm2 . Initial Area, A
- 4. 38 in' o
- oti:n Initial Length, L
- 5. 00 in.
- 12. 70 cm ing Flo.
Depth 18-2 8 P 1 flo-I rcific Gr vity G, 2.75 r l TER CONTENT After Test Entire Specimen Entire Specimer1 j cimin lacation Total Total Start of Test End of Test Membrane Memb rane j + Covers + Covers itainer No. l Containar + t soil in G 664.6 753.8 Containar + Soit in G 543.5 623.O Watar, Ww l Contain2r b Dry Soil in G 543.5 623.O ~5 Cont;nt, W 'l.0 L 22.3 c mbe r Le gth A~ial i Po r e-i m ure Change Strain Axial Pressure Pressure Efm di' h CT Ter in 2 Ibs /inZ b^:/inZ ab E Area, A, Load, P. P/A, in pp lb s /inZ lb s /in g L in in, in T. In Sq. in. in Ibs. Ibs /inZ in Ibs/inZ en-pp P/A+3T
- 3. 0 00 0.00 4.38 00 0.00 0.00 28.0 28.0
- 3. 0 05 1.00 4,42 130 29.41 0.30 27.70 57.11 30
.10 2.00 4.47 200 44.74 0.70 27.30 72.04
- 3. 0
.15 3.00 4.52 230 50.88 1.00 27.00 77.88
- 3. 0
.20 4.00 4.56 250 54.82 1.30 26.70 81.52
- 3. 0
.25 5.00 4.61 268 58.13 1.60 26.40 84.53
- 3. 0
.30 6.00 4.66 284 60.94 1.75 26.25 87.19 3, 0 .35 7.00 4.71 298 63.27 1.60 26.40 89.67
- 3. 0
.40 8.00 4.76 312 65.55 1.40 26.60 92.15
- 3. 0
.45 9.00 4.81 326 67.78 1.20 26.80 94.58
- 3. 0
.50 10.00 4.87 331 67.97 1.00 27.00 94.97
- 3. 0
.55 11.00 4.92 333 67.68 0.80 27.70 94.88
- 3. 0
.60 12.00 4.98 335 67.27 0.60 27.40 94.67
- 3. 0
.65 13.00 5.03 336 66.80 0.30 27.70 94.50 _ _ _ _ _ _A
MICHAEL BAKER, JR., INC. Project No. Job No. 73-47 S BEAVER, PENNSYLVANIA Project Neshaminy Creek Geotechnical Engineering Hole No. TP-3A Station Offset Depa rtment Depth I' - 2' Date Tested 5-1-73 Tested by Frank TEST FOR SPECIFIC GRAVITY 1 = Weight of Sample Vi = W - (W3-W) i 2 2 = Weight of Flask + H O VI=WI-W4 2 3.= Weight of Flask + H O + Soil SG W1 2 VI Sample No. 1 Sample - No. 2-ght,of Flask 16.830 1. Weight of Flask 16.801 ght of Flask + Soil 34.029 2. Weight of Flask + Soil 42.351 25.550 8 Weight of Sample W, 17.199 3, 2 - 1 Weight of Sample W3 l39*447 139.422 4. Weight of Flask + H O W2 ght of Flask + H O = W2 2 2 240 25 5. Tempe rature spe rature o. Weight of Flask + H O + b il gnt ol r aasx + r22v t c 11 2 155.700 =W 150.366 w3 3 139.422
- 7. w 139.447 2
M. E - W
- W 10.944
- 8. W -
2=W4 2 4 3 25.550 17.199
- 9. w M. N,
10.944 10, w 4 6.255 11, wy_w =y 9.297 -W4=VI
- ific Gravity = y Specific Gravity = W W1 1
2.75 2.74 S P. G. = 25.550 G.= 17.199 = = 6.255 9.297 + e e e P
MICIIAEL BAI;ER, JR., INC. Deave r, Pennsylvania T';fp)) ..; W, 7 Geotechnical Engineering Department 5-Falling Head Pe rmeability Test Location Neshaminy Creek Specimen Measurements Test No. 73-47 Boring No.TP-3A Depth 1. 0-2. 0' Diamete r
- 6. 05 cm Date 4-27-73 Sample No.
3-A Circumfe rence Tested By Frank 2.74 Area, A
- 28. 56 cm2 Specific G ravity, Gs-Wet Wt. of Sample 366.79 Length, L
- 6. 27 cm Dry Wt. of Sample W 299.89 Volume of 3
Sample 179.07 Volume of Solid Material = Vs=Ws/G 109.42 cc = s Void Ratio of Sample = c = V - V .6365 = 179. 07-109. 42 = _ _ __6 9. 6 5 8 = V 8 109.42 109.42 Test Data Elapsed Quantity Area of Time (t) Q Bu re tte h h1 Log 10 o/h1 h k o 2 cm/sec. Time Sec. cc acm 1:27:00 70.0 2:15:00 40.0 2 8J1_15. 5 ~1.60 .15488 .000046 Z:25:00 70.0 3:33:00 45.0 4080 42.0 1.68 .19187 .000040 3:35:00 70.0 4:21:00 53.2 2760 27.2 1.65 11926 .000036 4 L26:00 70.6 4:42:00 63.6 960 11.0 1.72 .04163 .000038 a=O ^ L gio K = 2. 3 t h-h 2' i Rema rks Avg. K =. 000040 cm/sec.
MICHAEL BAKER, JR., INC. GEOTECHNICAL ENGINEERING DEPARTMENT BEAVER, PENNSYLVANIA Date
- -4.%
Sample Source T P - y,7 Lab. No. -/". WATER CONTENT & UNIT DENSITY DETERMINATION WATER CONTENT DETERMINATION Specimen Location Container No. Wt. Containe r +.. -Wet Soil in G Wt. Container + Dry Soil in G Wt. Wate r, W, in G Wt. Container in G Wt. D ry Soil w in G e Water Content, W in % ~~ DENSITY DETERMINATION Specimen Dimension (onT) (inches). 9./.5'v 9.40.c //. 25 3 ,54,4, Specimen Volume (d) (feet ) Weight of Container + Wet Specimen, (g-)' (pound s ). M.40 - Weight of Containe r, (g) (pounds) 'Z O9 Wet weight of Specimen, (g) (pounds). 57 F/ Wet Density, (g/cc) Wet Density, (pcf). /o/. Z. Dry Density, (pcf). 94./ e e e i j
l 4 i i 4 l i i I 4 BRADSHAW RESERVOIR e i TEST PIT 4 i I 4 e
'MICis AEL B AKER, JR., INC. f Beave r, Pennsylvania ., n@py,h};, nes .. 4'", .i Geotechnical Engineering Department Falling Head Pe rmeability Test Location Neshaminy Creek. Specimen Measurements Test No. 73-48 Boring No.TP-4 Depth 9/10'-2' Diameter 4" Date 5-16-73 Sample No. 73-48 Circumfe rence Tested By Frank Specific Gravity, G Area, A g Wet Wt. of Sample - Length, L Volume of Dry Wt. of Sample Ws Sample Volume of Solid Material = V =WMs" 3 3 Void Ratio of Sample = c = V - V 3 _ V 3 Test Data Elapsed Quantity Area of Time (t) O Bu rette h hi Login o/h1 h k o 2 cm/sec. Time Sec. cc acm I aL ho
- O K = 2. 3 3g Log 10 Til h-h 2 i
Remarks Compacted to Max. Density at Opt. Mois t. - Non-Pe rmeable 5/73
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CONSOLIDATION TEST Soll SAMPL E 73-48 73~40 APPARATUS MEASUREMENTS APPLIED LOADS L A B. NO. _Neshaminv Greek CONTAINER HEIGHTJ@_54 lOCOOirt $1DE FRICTION ALLOCANCE IN % DATE 4-(10 to 18)-73 CONTAINER DI AusTER615cm.2iin. I ke./ sq. cm.= lb.. SCALE LOAD PROJECT NO. CONT AINER ARE A, A. IN sq. cm.31.67 TARE IN Ibs. TESTED BY T. O'Connor BORING NO._T P-4 SAMPLE DEPTH STONE + COVER $ AMPLE NO. THICKNESS, Z c m= in. W. 2 SOLIDS HEIGHT. 2H.; g 3., dW - em AM 's. DEGREE OF SATg^Tg3 IN % $PECIFIC GR AVITY, G,
- 4. O b WSW ew TEST ENO I I 9 E WATER CONTENT Compacted at O. M. - M. D.
SPECIMEN LOCATION REMARKS CONTAINER NO. WT. CONTAINER + WET 50tL IN o 475.4 479.9
- M SR^',"yER !
451.8 451.8 "Is, WATER,W" 23,6 28.1
- h,CONTAIN ER 309.3 309.3 i
WT.DRYSOlL W, IN g 142.5 142,5 WATER CONTENT, w, lN s 16.6 19.7 I OPPLitD SCALE LOAD FlMAL DI AL DI AL CHANGE d) SAMPLE HEIGHT 4HFROM volO NEIGHT YOl0 R ATIO FITTING Time IN.. CO E P. O F. CON 50L Cg 14.g. es... PCES$ueg 2H = 2.2 +I3 DIAL CH ANGE 2M. 2M, 2H.2H, 3 2 IN bg./.g. sm. IN lbs. tM in. IN in. IN im IN in. IN da. IN 6m 2H, e 90 e 50 888H e 90 3N'e 50 n .0000 1.0000 .3391 .5131 .0065 1/4 .0065 .2935 .3326 .5032 _0062 1.69 12305 1/2 .0127 .9873 .3264 .4939' _0092 2.99 .06847 1 .0219 .9781 .3172 .4800 .0087 2.10 .09572 2 .0306 .9694 .3085 .4668 .0081 1,96 .10080 4 .0387 .9613 .3004 .4545 y .0105 2.56 .07570 1 R .0492 .9508 .2899 .4386 m +.0016 4 .0476 .9524 .2915 .4411 6 +.0028 2 .0448 .9552 .2943 .4453 ul + 0039 +
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- SAMPLE DEPTH STONE + COVER SAMPLE NO.
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Stage I MICH AEL BAKER, JR., INC, GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST Szil S mple TP-4 Soil Specimen Measurements Tes t No._ 73-48 Nes haminv Wate r n,. Diameter 2.488 in
- 6. 32 cm Date 4-30-73 uthority '
Circumference Tested By Frank initial Area, Ao 4. 86 ind 31. 37 cm2 Lua tirn Initial Length, L 5"
- 5. 70 cm H: ring Ns.
Depth.9-2 8 Simpla No. Spacific Gravity, G. 2.68 W ATER CONTENT After Test Entire Specimen Entire Specimer SptcimIn Location Total Total Start of Test End of Test Membrane Memb rane Container No. + Covers + Covers W t. Containe r + wat soil in G 818.3 835.O Wt. Centsiner + pry Soil in G 706.0 706.6 Wt. Wet 2r, Ww In G 112.3 128,4 Wt. Ccntiner in G Wt. Dry Soil w in G 706.0 706.0 o Wr. tar Content, W b% 15.9 18.2 l-Chrmb3r Length Axial Fore ensure Change Strain Axial Pressure Pressure dh Ff h & in n Ibs/inZ AL E Area, A, Load, P. P/A, in pp lbs/inZ lbs /inZ Ibs/inZ g 4 in in. in % in Sq.. in. in Ibs. Ibs /inZ in Ibs/inZ On-PP P/A+8T 0 0.0 4.86
- 0. 0
- 0. 0
- 0. 0
- 7. 0 7.00 7 nsi
- 7. 0
.05 1.0 4.91 70 14.26 0.90 6.10 20.36
- 7. 0
.10 2.0 4.96 115 23.18 1.38 5.62 28.80
- 7. 0
.15 3.0 5.01 140 27.94 1.38 5.62 33.56
- 7. 0
.20 4.0 5.06 160 31.62 1.05 5.95 37.57
- 7. 0 25 5.0 5.12 175 34.18 0.60 6.40 40.58
- 7. 0
.30 6.0 5.17 185 35.78 0.42 6.58 42.36
- 7. 0
.35
- 7. 0 5.22 194 37.16
-0.12 7.12 44.28
- 7. 0
.40 8.0 5.28 200 37.88 -0.60 7.60 45.48
- 7. 0
.45 9.0 5.34 205 38.39 -0.90 7.90 46.29
- 7. 0
.50 10.0 5.40 206 38.15 -1.20 8.20 46.35
- 7. 0
.55 11.0 5.46 207 37.91 -1.50 8.50 46.41 I l l l l i l l l
t MICH AEL D Al<ER,.fR., INC, GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST 3 S:rnpla TP-4 Soit Specimen Measurements Te s t No. _ 73-48 t shaminv Wate r Res. Diameter 2. 40 in 6.10 cm Date 5-1-73 lit h o rit y - Circumference Tested By Dick E 2 Initial Area, A
- 4. 52 in 29.22 cm o
cctirn Initial Length.. L 4.94"
- 12. 55 cm ring Nr.
Depth 0. 9 -2 8 npla No. rcific Gr vity, G, Z,68 LTER CONTENT After Test Entire Specimen Entire Specimer scimen Lecation Total Total Start of Test End or Test Membrane Membrane ntniner Nr. + Covere + Covers C ntnin2r + t Sul in G 775.7 792.6 Crntsin ar + y Soitin G 666.2 666.2 Watir, W. G 109.5 126.4 C;ntainir G Dry Soil in G 666.2 666.2 tar Contint, W r. 16.4 19.0 mmba r 14ngth Axial Pore e :ure Change Strain Axial Pressure Pressure die dh Ter in lb3/in2 ab E Area. A, Load, P, P/A, in pp lbs /inZ lbs /inZ 1bs /inZ g in in. in % in Sq. in. In Ibs. Ibs /in2 in Ibs/inZ 4-pp P/A+81 4 psi .00 0.00 4.52 0.00 0.00 0.00 14.0 14.00 4 .05 1.01 4.57 60 13.13 0.15 13.85 26.98 4 .10 2.02 4.61 102 22.12 0.27 13.73 35.85 4 .15 3.04 4.66 126 27.04 0.42 13,58 40.62 4 .20 4.05 4,71 146 31.00 0.60 13.40 44.40 4 .25 5.06 4.76 164 34.45 0.75 13.25 47.70 4 .30 6.07 4.81 180 37.42 0.90 13.10 50.52 4 .35 7.08 4.86 194 39.92 0.75 13.25 53.17 4 .40 8.10 4.92 207 42.07 0.54 13.46 55.53 4 .45 9.11 4.97 217 43.66 0.27 13.73 57.39 4 .50 10.12 5.03 227 45.13 0.00 14.10 59.13 4 .55 11.13 5.09 235 46.17 -0.18 14.18 60.35 4 .60 12.14 5.14 243 47.28 -0.36 14.36 61.64 4 .65 13.16 5.20 250 48.08 -0.54 14.54 62.62 4 .70 14.17 5.27 260 49.34 -0.69 14.69 64.03 4 .75 15.18 5.33 267 50.09 -0.75 14.75 64.84 4 .80 16.19 5.39 270 50.09 -0.75 14.75 64.84
Staga III i MICit AEL B AKER, JR., INC. GEOLOCICAL SCIENCES DEPARTMENT TRIAXIAL COMPRE.5SION TEST t S:mpla TP-4 Soil Specimen Measurements Te s t No._ 73-48 pshaminv Water Res. Diameter 2.45"
- 6. 7.34 cm Date 5-2-73 Tested By Frank titho rity Circumference 2
Initial Area, A
- 4. 7 3 in.' 30. 52 cm m
ati:n Initial Length, L 5"
- 12.. f U cm ing N2.
Depth. 9-2 8 ppla N:. cific Gr:vity. G. 2.68 T E R C O N T E N"l* Mte r Tes t Entire Specimen Entire Specimer, .cimin Location Total Total Start of Test End of Test Membrane Membrane j it:inir Ne. + Covers + Covers l Cintainer + t Soil in G 800.2 812.2 C:nt inst + lSoitinG 691.0 691.0 r l Wctir, Ww 3 109.2 121.2 l C ntain:r 3 Dry Soit ,in G 691.0 691.O t r.r Contsnt, W 4 15.8 17.5 imbir Lingth Axial Fore Is:ura Change Strais Axial Pressure Pressure die di' in k'in ba/inZ AL E Area, A, Load, P, P/A, in pp lbs/inZ lbs /in2 Ibs/inZ g L in in. in % in Sq. in. In Ibs. Ibs /in2 in Ibs/inZ 88%- PP P/A+8T 3 nsi 0.00 0.00 4.73 00
- 0. 0 0.00 28.00 28.00
}.'O .05 1.00 4.78 155 32.43 0.45 27.55 59.98
- 1. 0
.10 2.00 4.83 240 49.69 1.17 26.83 76.62
- 3. 0
.15 3.00 4.88 288 59.02 1.74 26.26 85.28
- 3. 0
.20 4.00 4.93 325 65.92 2.07 25.93 91.85
- 1. 0
.25 5.00 4.98 350 70.28 2.37 25.63 95.91
- 3. 0
.30 6.00 5.03 365 72.56 2.52 25.48 98.04
- s. 0
.35 7.00 5.09 385 75.64 2.55 25.45 101.09
- s. 0
.40 8.00 5.14 395 76.85 2.55 25.45 102.30 I. 0 45 9.00 5.20 400 76.92 2.52 25.48 102.40 i
- 1. 0
.50 10.00 5.26 403 _ ' 76.62 2.49 25.51 102.13 l l l l l l l l l l l l
I I'"kN"- '" ' Y [ MICHAEL BAKER, JR., INC. Lal. oratory b...[.d " d.1..). d-f .Mr A. ROCHESTER, PENNSYLVANIA
- k.. $ at on.
Te.tIlore Off.et y p g, ,1 . t, / //' E..I 2 A Date Tc ted // l$.7 S'2 j SOILS LABORATORY pate Hecci.cd - b.t..O..Of.Q.b1.k MECHANICAL ANALYSIS & ATTERBERG Tented !!y - LIMITS of SOIL 5 Checked fly - SI'ECIFIC CHAVITY = 2.?&O @20'C NMC: W. ) Y A 9f : T Volume of kil Vs.: c.c. lt. of Dry Nil and Flask Wg: - - g. Wi : - S "' * - W S t. of Fis k No. 2- - E-FS-2 it. of Dry Sil W W : 40 E* 6 8T Y" g 2 C': 2 % Possing.02 : 57 17 g,igt,7 ig tiy,7 Frost Group : r.f A n a Wt. of Ect Nil and Dinh...M $[,o it. of Dry Soil and Dish E ..N.. W. of Dry kit and Dinh...d.1...d. M N= 3O Wt. of Di.h.. d.T. /.030 ft. o f Wat er.......... 3..d.f it. of Dry bil..... 2..O !N Percent of hkeinture...... 1A' #.. # - N-- PLASTIC LIMIT Wt. of Wet Soll and Dish.... .t.S..) M..! Et. of Dry Soll and Dinh h. ..# [. Et, of Dry kil and Dinir. 2 O*O./.7.d/ 7 Rt. of Dinh..../D1 U 2b /S.. A /N W1. o f Wat er............../.r. O. ./...d.O. Wt. of Dry Soil...... f.dd 2..t.kd Percent of Mointure.......$.l, 4. ..$.I..t 7 PLASTICITY INDCX (LL.-P.L.): 3/ tg.ry C4 SIEVE ANALYSIS itETAINED ON No. ~.4Kg) FIEVE ANALYSIS FitOM IIYDROMETEll ANALYSIS (K ) 3 Ret aine d Cumulative Rat ained Cumulative I Keight Perce nt Per. Rei. s Itet. % Pasa '[,, Keight Percent Perce nt 5 Ret. % Pass (KI) (K ) (K) (W ) (K) (K) (K) 3 I g mm. g 5 10 1.98 1* 20 0.833 40 0.417 /, [ j,g J, g ff, f 3/4* I/2" /s [
- 6. 2.
.0L 11.7 8 60 0.246 3/8 No.4 2Q$ J, o T,A
- } f, g, 140 0.104 No.10 j' 'f
- 2 y, af f.f d) f, y 200 0.074
/. 3
- 2. 4 t.z nf No.40
,p g Paae No.200 No. 200 ff Total 5O 100 s.100% Original bample E Pecas Partial Sample Kg = .g. Tat s.1 ff Partial Sample E3 E. d' T 3 liYDHOMETER ANALYSIS OF MATERIAL PASSINC No. SIEVE (12) llydrometet No. Sp. Cr. Cort a Wt. of Sample W3 - Crn. Ifydrometer Headina % Pass Corri Coeff. Diameter Correcte d 5 Pass l' Tiene Time Temp. + MM. Diameter of W. 100 R a + K2 gl gg go Min.
- C.
on}c Ang gg .078 I .055 2
- 035 o 7-E3.1 9' rW 5
270 35$ 4.0 23.5 54.4 .025 10 .020 15 .014 l 30 010 . sof 7 ") lo.*lk so 2 4. D p l. a 4.0 is. o 34.0 .008 90 $! (.' {' 1440 O '> O /w Y. O h.O ).O / [eb ,ggy )f .002 3 also apply directly to K. th' **L"i'l P***i"8 th' I**L *ieve. These percentages, as well as tbone recorded in NOl'E-Percentages of 5 2 Caluna 7 (100 ILA +K3) of abe Ilydrometer Analysia, are converted to Percentages of the Total Sample. IF, by multiplying the Itatio of the Partial l kepts. 22. to the Total Sample.K. 1
i i,+.ci m.. N u h A L... i.a.. m.. 2 A A. 8.3. /r\\ MICHAEL BAKER, JR., WC. 7,,,, i o, /3.cp.c., C.,n,M 9 ROCHESTER, PENNSYLVANI A Ten ikre L/.O I. Statton Offnet...Q..T. w% r / s SOILS DIVISION Date Received 2./ ~ b..:.2 2 _Date Te.ited 8.-/d.*. 2. 3 = "I ~ MOISTURE DENSITY TEST Checked By MATERIAL STANDARD E MODIFIED C y-llD : 1 O E, 4 lb /~r 3 S Oh I 7, /2 t e i i [\\ p. / / \\ g / \\ s r. s sd / k f / Gz uJ O n: O i i o y to /r zs c r-MOISTURE CONTENT ('.') i. MOLD VOL. //30 (F T.') MOLD WT. E' M LBS. OPERATOR l'3/ C Il Trial No. 1 2 3 4 5 6 7 Te r* N s. F-9 /-% )' - M 7-/ b Y-3h X */ 7 ) JEE /29, C, lJoo E 200.5 ut. cr.t sampt. + Tar. / ~) 9, ( J')5(.S~ 1.6/./ /.6/./ / 7 %O / 73,8 i wt. Dry Sompt.+ Tor. / A.C, o / s /, / -I9 2-1. T 2.45 28 7 e,. c.,., / 4.6 /71 Ters rt.
- Y,6 7A 4. 4
~S.4, i1' 2Y, Q de, I N4 4
t. Der sait 1y o.9 i33 7 13 i.P r 2.6. s i48.9 I99.3 Mc
100 wt. Dry sois /0. '/ / 2.5~ /y, 7 N.1 / 7,9 /1.2. Ct. sample + MoId )[f, D 4 l %, y l ] 'Q 4 0 )$th $ /XS ) /j.0 W q we. W:t Sample in Mold ?.71 '.5. B # ' 9. o 8
- 9. )_ O O. 3 $~
- /.11
_tet D nsity (Ibs /cu. f t.) /rI. 6 / / /-. 7 / E 'Z. '/ / Z6 4 /27.5 /24,4 Dry D2nsity (lbs./ cu. f t.) /4 /, f /j 3. 7 /44,7 /d 7. F // Z 7 / 4 6, Z. .r
IL ill U 5 $TAhbAno' Me p0s l40 lill llll ll lglllllllllllll{ }lllllll-l 2 l, l/2 1/41-I m 10 0 200 .._..__ q ._ J ogNu,ww &m D: 10 0 30 0 q.__. l ..__1 ...e_..__ .a__ STA. F ~~ HOLE NO-Y' Y ' I_1 9o _. ~ DEPTH 4*- Z # I ~ SAMPLE 72-7 F3 i .SolLTYPE so 80 ~ ~ ~~~ Ll . }. 3, y,, p-to, (n) '~ l L., 7___.. l. __.____z g_g- - j i; q._ j }... 7.. __-_y 70 70 { .- _-4 L~
- g..
4 t.. Q l g o I 60 0 $60 L 4 y j . 1-___ 1 L4.- L- _. ? = m j , 50 50:n wz .__..-.}... a g ir y W 40! q ..a g t 40m o t_ a q 4.. g 5 J _r_..__ ..1 -4 r a. {.- .. 9 30 30 ~~ "~ ~ y t L...L ..l_ Z T Z-lf ".Z-[ [ [ ~~~'~ ' ~ -.._..L__. q__ -..p 20 20 ..g l s. .____ t t ..L 1 10. 10 !t___ . 7~'((..I _.77I-- ~' ~~ Z_ I ? T .. _ __p o o oo,gl okpl 699 lif fif9. Nf i fit ii 'O 7 f D2 ay q96 3pp 993 99l ]jggg qpp S j i 65 4 3 2 19876 5 4 3 7. l98765 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT CLAY COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE
- /o GRAVEL SIZES _9.
0/o SAND SIZESf
- /o SILT S:ZESD
% CLAY SIZES d MICHAEL BAKER, JR., INC. Rochester, Pa. GEOLOGICAL SCIENCES DEPARTMENT v w,e'.-
~_ 3 i e BRADSHAW RESERVOIR TEST PIT 5 4 4
i MICIIAEL BAKER, JR., INC. inhb.. Beave r, Pennsylvania .,,Q'PYd Geotechnical Engineering Department Falling Head Pe rmeability Test S ecimen Measurements Test No. 73-49 Location Neshaminv Greek P Boring No~. TP-5 Depth Diamete r 4" Date 5-4-73 Sample No. 73-49 Circumfe re nce Tested By Frank Specific G ravity, G A'rea, A ~ s Wet Wt. of Sample Length, L Volume of Dry Wt. of Sample W s Sample Vol'ume of Solid Mate rial = V = W /G = cc 3 g 3 Void Ratio of Sample = c = V - Vs _ Vs Test Data Elapsed Quantity Area of Time (t) Q Burette h hi Log 10 o/hi h k o 2 cm/sec. Time Sec. cc acm t. aL ho o K = 2. 3 L U10Iil 8* At h-h 2 i E gma rks Compacted to Max. Density at Opt. Mois t. - Non-Pe rmeable k 5/73
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CONSOLIDATION TEST SOIL SAMPLE TP-5 ' APPARATUS MEASUREMENTS APPLIED LOADS LAB. NO. 73-49 CONTAINER HEIGHT.1 56em.t.OO79 in. SIDE FRICTION ALLOWANCE IN % Neshaminv Greek ^ CONTAlHER DI AMETER cm.25Qin. I k g. / sq. em.= lbs. SCALE LOAD P2OJECT NO. CONTAINER ARE A, A, IN sq. em.31.67 TARE IN lbs. TESTED BY BO RIN G NO.T P-5 AM E DEPTH STONE + COVER SAMPLEHO. 7 - THICKNESS, Z cm. in. Wa - DEGREE OF SATURATION IN % SPECIFIC GR AVITY, G,
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- [EI sOI['iN 476.5 481.7 "ER "h? sSId'in 453.1 453.1
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- y CONTAlNER 305.2 305.2 wT. DRY SOIL W IN g 147,g 147,g W ER CONTENT, w, 15.8 19.3 APPLIED SCALE LO AD FINAL DIAL Dl AL CMANGE 5)
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Stage I MICII AEL B AKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMk:NT TRIAXIAL COMPRESSION TEST t m pla T P-5 Soit Specimen Measurements Test No. 73-49 .haminy W ate r Res. Diar'neter 2. 4 04 6.106 cm Date 5-4-73 hority Circumference Tested Dy Dick A 29.28 cm2 initial Area, A, 4. 54 in iti:n Initial Length, L
- 4. 94 in.
- 12. 55 cm ng Ns.
Depth 0-6. 5 p12 N3. 'ific Gravity, G. 2.71 'ER CONTENT After Test Entire Specimen Entire Specimer l imin Loc: tion Total Total Start of Test End of Test Membrane Memb r ane l I + Covers + Covers ainar No. Centsinir + ' oit in G 752.2 757.3 s Cont 2inir +
- soitin G 654.6 654.6 Ontar, Ww f.
98.6 102.7 C:ntain2 r Dry Soil 654.6 654.6 'nG tr Contsnt W I 15.1 15.7% b nbar langth Axial Fore i;ura Ch nge Strale Axial Pressure Pressure den @ in Ter in $/inZ ab E Area, A, Load, P. P/ A. - in pp lbs /inZ lbs /inZ Ibs /inZ g in'in. in */, in Sq. in. In Ibs. Ibs /inZ in Ibs/in2 4-PP P/A43I lpsi
- 0. 0 0.00 4.54 0
0.00 0.00 7.00 7.00 l .05 1.01 4.59 90 19.61
- 0. L5 6.85 26.46 I
.10 2.02 4.63 167 36.07 0.30 6.70 42.77 l .15 3.04 4.68 210 44.87 0.33 6.67 51.54 l .20 4.05 4.-73 235 49.68 0.24 6.76 56.44 l .25 5.06 4.78 250 52.30 0.15 6.85 59.15 l .30 6.07 4.83 260 53.83 0.00 7.00 60.83 l .35 7.08 4.88 270 55.33 -0.18 7.18 62.51 l .40 8.10 4.'94 275 55.67 -0.36 7.36 63.03 l .45 9.11 4.99 275 55.11 -0.60 7.60 62.71' l .50 10.12 5.05 270 53.46 -0.99 7.99 61.45 l l l l l j. l l l l l j l
Stage II MICH AEL BAKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT i TRIAXIAL COMPRESSION TEST impts TP-5 Soil Specimen Measurements Test No._ 73-49 haminv wntnv non. Diameter 2. 438 6.192 Date 5-4-73 hority ' Circumference Tested By Frank Initia1 Area, A, 4. 67 inA 30.11 cm lon Initial Length L 5"
- 12. 70 cm g Ns.
Depth 0-6. 5 e Ns. ic Grrovity, G, 2.71 J I R CONTENT After Test Entire Specimen Entire Specirner l nan Locction Total Total Start of Test End of Test Membrane Membrane l j in a r No. + Covers + Covers Dntainir + Lit in G 788.8 806.5 DnMintr + Lit in a 683.2 683.2 "itar, W w' 105.6 123.3 l on t.ains r ry Soil 683.2 683.2 c Contznt, W 15.4 18.0 l l Gr Lsngth Axial Fore $ra Change Strain Axial Pressure Pressure dh di' h 67 % in 2 lbs/inZ On2 ab E Area, A, Load, P. P/A, in pp lbs /inZ lbs /in in in. in % in Sq. in. in Ibs. Ibs /inZ in Ibs/inZ 86-PP P/A+CT )m 00 0.00 4.67 0 0.00 0.00 14.00 14.00 ) .05 1.00 4.72 150 31.78 0.15 13.85 45.63 ) .10 2.00 '4.76 235 49.37 0.24 13.76 63.13 ) .15 3.00 4.81 282 58.63 0.00 14.00 72.63 ) .20 4.00 4.86 310 63.79 -0.12 14.12 77.91 ) 25 5.00 4.92 324 65.85 -0.24 14.24 80.09 ) .30 6.00 4.97 335 67.40 -0.48 14.48 81.88 ) .35 7.00 5.02 340 67.73 -0.72 14.72 82.45 ) 40 8.00 5.08 -343 67.52 -0.75 14.75 82.27 ) 45 9.00 5.13 342 66.67 -0.75 14.75 81.42 l l l l l 1 l l l l l l l l l l J
Staga III MICII AEL D Al<ER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST lamp 12 TP-5 Soil Specimen Measurements Test No. 73-49 khaminy Greek Water Diameter 2.42 6.14 cm Date 5-8-73 Tested By Dick
- s. Authority Circumferrnce
_ 29. 61 cm2 l Initial Area, A 4. 60 in' m 2 ti:n Initial Length, L 5" l2. 70 cm g N3.TP-5 Depth 0-6. 5 la N3. fic Gr.vity. G. 2.71 1 CR CONTENT After Test Entire Specimen Entire Specimer man tec-tion Total Total Start of Test End of Test Membrane Memb rane tnar N:. + Covers + Covers ,:ntainir + iott in G 777.8 784.1 , ntain2r +
- oilin G 668.1 668.1 109.7 116.0
,rnt in ir )ry Soi! .G 668.1 668.1 r Cont;nt, W 16.4 17.4 bIr Langth Axial Fore iura Chrnge Strala Axial Pressure Pressure die I'm 57 % in T /inZ AL E Area, A, Load, P. P/A. in pp lbs/inZ lbs /inZ Ibs /inZ g in in. in % in Sq. in. In Ibs. Ibs /inZ in Ibs/inZ eth-Pp P/A+0T ) rsi 0.00 0.00 4.60 0.00 0.00 n.00 _23.0 28.0 ) .05 1.00 4.65 150 32.26 .00 28.0 60.24 j ) .10 2.00 '4.69 235 50.11 .00 28.0 78.11 I ) .15 3.00 4.74 286 60.34 .00 28.0 88.34 ) .20 4.00 4.79 330 68.89 .00 28.0 96.89 ) .25 5.00 4.84 356 73.55 .00 28.0 101.55 ) .30 6.00 4.89 381 77.91 .00 28.0 105.91 ) .35 7.00 4.95 400 80.81 .00 28.0 108.81 ) .40 8.00 5.00 415 83.00 .00 28.0 111.00 ) .45 9.00 5.05 430 85.15 .00 28.0 113.15 ) .50 10.00 5.11 435 85.13 .00 28.0 113.13 ) .55 11.00 5.17 436 84.33 .00 28.0 112.33
f g,'"I,c,,s"'"() E S }l A m m y CAs ck s ~"~~"~ "7 ~~ ~"~. A MICHAEL BAKER, JR., INC. I'"'""'"'I h ROCHESTER, PENH5YLVANIA
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- 9 M-Ot. of Fled No.
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- 31. of Ret Sil and Dinh. 3.M.2[
1t. of Dry Si and Dish h... k M ( =,2} gig,,,,,, /,f,,'J,];
- 31. of Dry kit and Dinh...S.I.:.[.7 Kt. of Dinh.
3t. of Water............$.M n,og p,y i Percent of hbinture...... 3./.sf. ' 1k. PLASTIC LislIT A D D .dr.b h 3t. of Wet Sil and Dinh... d N E S.k[ it. of Dry &Il and Dish N U. of Dish.. 8."E. kN.h l 3t. of Dry &ll and Dinh... f.* ./. 2.2. W. of Dry Soil.......E.2 E 8 $ 2 I ~ 3t. of Tcter..... -..... _./.r/L 7ercest of hbisture...... 1.$.f.2 D'I PLASTICITY INDEX (LL.-P.L.)= 72.g1:/p cL l ~ f SIEVE ANALYSIS RETAINED ON No. 4Wg) b! EVE ANALYSIS FROM IIYDROMETER ANALYSIS (W ) 3 i Re t aine d Cumul at ive Retained Cumulative Weight Perce nt Perce nt % Ret. 5 Pa.a' i Reight Perc e nt Per. Ret. % Ret. % Pass ', ' 'ber Si g (WI) fi ) (W) (5 ) (W) (W) (W) l 3 g m m. g 5 5 10 1.98 iB" 20 0.833 9/4*. A/ 40 0.417 ,/ 4, 7 g, 7, 9 f, J' 3/2* O O /40 0/8' 60 0.246 No. 4 .,, p g A 4 0 /ho 140 0.1 04 Do.10 0 0 sAo 200 0.074 ,S f, 4 /, 2, ff, V i 90.40 /0d
- Pass No.200 Do.200 99 Total dO 100 4
[p. Original Sample E = g.100% Partial Sample El g. = i Tet d 36K/ Partial Sample W3 =. g. llYDHO\\1ETER ANALYSIS OF 51ATEnlAL PASSING No. SIEVE (W ) 2 i llydrometer No. Sp. Cr. Corr a it. of Sample W3 Cm. l Tim, Time Temp. Ilydrometer Readina % Pass Corre Coef f. Diameter Corrected % Pass [ Min. ' C. ongg A gg g 100 Rs + K2 gg g, g. MM. Dia m., ter of E. l 1 .078 2 .055
- j
/O 5 33 E S,D /, # 3 2,o 4 '/,0 .035 ,OL g to 10 .025 i 15 .020 30 .014 A,'r C 60 .Y D
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, 00$ '.lf, o 90 .008 ? l_ I 9.'/,9 1440
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[f, g j f, p Z Z,g .M2 , aoj ggg NOTE-Parcentases of W3 also.pply directly to W:. the material passing the lowest sieve. These percentages, as well se those recorded to lim:a 7 (100 H A+% ) of the Ilydrometer Analysis, are converted to Perrentagen of the Total Sample. W, by multiplying the Hatio of the Partial 3 l [mpli. C2 ta ihe Total Sample,E. cn
bY I'n.j c N. M[Ib Amih '/" 1.ch L. MICHAEL BAKER, JR., INC. 7,. i r.,,.. 2 /IC-[f.. C..k.d.$.2. ROCHESTER, PENN5YLVANIA Tent Hore.J p f.... Sistion ........ D ffne t b.'.. !M B o. SOILS DIVISION D.ie neceived.. ..Dete Te,.ted g..a, e n s I ""M/* N b D Tented 11 " " " ~ " d MOISTURE DENSITY TEST CheckedIly MATERIAL STANDARD @ MODIFIED O A1 0; /0) 7 N.sh O M* ff. fE m ,~ / \\ E / \\ y / \\ h ./ \\ a \\ e / b / ) 4 f\\\\ W L 5 g f /d /f zs y MOISTURE CONTENT (T.) MOLD VOL. (F T.3 ) MOLD WT. YJA LBS. OPERATOR Td4 ^' N Trist No. 1 2 3 4 s 6 1 2 T* r, N t. y ' */2 /-~1-/ V '/ \\/.- J 57 Fg y-47 y ~2 4 fj- ' ((p O ) % 'S' /73 / 'l'72. R /79I6 53/.O /'i.T/ /.. O !:'t. L':t sampl. + Tore / we. ory sompi. + To,. /'/e/ / /6 # 7 /J6 A /7/,G /#7. S / 40 r~ / 4'9. 7 /I ? T
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F MICIIAEL BAKER, JR., INC. , d$,. Beaver, Pennsylvanin es *4l' \\,,o 2 " "' Geotechnical Enginee ring Department Falling Head Pe rmeability Test S ecimen Measurements Test No. 73-62 Location Neshaminy Creek P Boring No'.TP-6 Depth 4-7' Diame te r 4" Date 5-22-73 Sample No. 73-62 Circumfe rence Tested By Frank Specific G ravity, G Area, A 3 Wet Wt. of Sample - Length, L Dry Wt. of Sample W Y 1" ** I s Sample Volume of Solid Material = V, = W /G, = cc 3 Void Ratio of Sample = c = V - V s,, Vs Test Data l Elaps ed Quantity Area of Time (t) Q Burette h h1 Log 10 o/h) k h o 2 Time Sec. cc acm cm/sec. K = 2. 3 Log 10 h-h 2 i Rema rks Compacted to Max. Density at Oct. Mois t. - Non-Permeable 5/73 i
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Staga I MICH AEL B AKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST , S;mpla TP-6 Soit Specimen Measurements Test No._ 73-62 eshaminv Water Ras. Dh/nete r 1.48"
- 3. 75 crn Date 5-23-73 uthority Circumference Tested By Dick d i 1. 04 cm2 Initial Area, A,1. 72 in a ti:n Initial Length, L 2. 96 in. 7. 53 crn ing Nr.
Depth 4 8 -7 8 ipl2 N2. cific Gr vity, G, 2.77 TER CONTENT Entire Specimen Entire Specimer1 timen Ltertion Total Total Start of Test End of Test Memb rane Membrane tninir Nr. + Covers + Covers Crntain:r + Soilin G 169.4 169.7 Cont in:r + Soilin G 145.5 145.5 Wr.t2 r, Ww 1 23.9 24.2 j Gontninir l Dry Soil ,in a 145.5 145.5
- r ContInt, W 16.4 16.6 mbar Lzng th Axial Pore ocure Change Strain Axial Pressure Pressure das di' Is Ter in b3/inZ AL E
Area A, Load, P, P/A, in pp lbs/inZ lbs/inZ Ibs/inZ g in in. in T. in Sq. in. in lbs. Ibs /inZ in Ibs/inZ on-pp P/A44I i 0 .00 0.00 1.72 0 0 0
- 7. 0 7.00 0
.03 1.01 1.74 23 13.2 . 15 6.85 20.0 0 .06 2.03 1.76 54 30.7 .39 6.61 37.3 0 .09 3.04 1.77 76 42.9 51 6.49 49.4 0 .12 4.05 1.79 99 55.3 .48 6.52 61.8 0 .15 5.07 1.81 109 60.2 .36 6.64 66.8 0 .18 6.08 1.83 115 62.8 .18 6.82 69.6 0 .21 7.09 1.85 118 63.8 .00 7.00 70.8-0 .24 8.11 1.83 120 64.2 .27 7.27 71.5 0 .27 9.12 1.89 120 63.5 .45 7.45 71.0 0 .30 10.14 1.91 120 62.8 .75 7.75 70.6
Stegs 18 MICil AEL BAKER, JR,, INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST kmpla TP-6 Soll Specimen Measuren.ents Test No.- 73-62 ihaminv Wate r Res. Dia/nete r 1.54"
- 3. 0144 cm Date 5-24-73 thority Circumference Tested By~
F ra nk Initial Area, A, 1. 86 in'
- 12. 03 cm2 ji:n Initial Length, L 3.13 in. 7. 955 cm
- g Ns.
Depth 48-7 8 30 N3. Gic Grevity. G, laCONTENT After Test Entire Specimen Entire Specimer nan Locrtion Total Total Start of Test End of Test Membrane Membrane iinir No. + Covers + Covers Ecntain2r + hitin a 193.7 193.5 gent.ina r + hitin a 166.0 166.O Jctir, Ww 27.7 27.5 pentainsr 3ry Soil ic 166.0 166.0 7 Co.itznt. W 16.7 16.6 Lang th Axial Pore k'ba r urs Chinge Strain Axial Pressure Pressure dh dh Ter in ab E Area, A. Load, P. P/A, in pp lbs /inZ lbs /inZ Ibs /inZ f/inZ g l in in. In % in Sq. in. In Ibs. Ibs /inZ in Ibs/inZ eth-pp P/A+45 10 .00 0.00 1.86 0 0 _ 0.00 14.00 14.00 0 .03 0.96 1.88 30 16.00 0.15 13.85 29.85 0 .06 1.92 1.90 74 39.00 0.30 13.70 52.70 0 ,09 2.88 1.92 100 52.10 0.45 13.55 65.65 0 . 12 3.83 1.93 120 62.20 0.60 13.40 75.60 0 .15 4.79 1.95 131 67.20 0.66 13.34 80.54 0 .18 5.75 1.97 139 70.60 0.66 13.34 83.94 0 .21 6.71 1.99 143 71.90 0.63 13.37 85.27 0 .24 7.67 2.01 145 72.10 0.45 13.55 85.65 0 .27 8.63 2.03 144 70.90 0.27 13.73 84.63 0 .30 9.58 2.06 142 68.90 0.06 13.94 82.84 4
Stage III MICll AEL B AKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST 5:mpt; T P-6 Soil Specimer Measurements Test No._ 73-62 shaminv Water Res. Diameter 1. 47"
- 3. 74 cm Date 5-25-73 It ho rity ~
Circumference Tested By Dick Initial Area A
- 1. 70 ind
- 10. 9858 cm2 o
.tian Initial Length, L 3.18"
- 8. 07 cm ng Nr.
Depth 48-78 pli Nr. ific Grtvity, G. 2.77 TRCONTENT Afte r Test Entire Specimen Entire Specimer imtn Lic-tion Total Total Start of Test End of Test Membrane Membrane minar Nr. + Covers + Covers C:ntainir + s:ilin a 189.4 189.2 pontsinar + soilin c 161.6 161.6 Wctsr W. I 27.8 27,6 Crntain:r l Dry Soi! 6a 161.6 161.6 lr Cont;nt W l 17.2 17.1 abzr L.ngth Axial Fore
- ure Ch:nge Strain Axial Pressure Pressure dh If h 67 Ter in p/inZ AL E
Area, A, Load, P. P/A, in pp lbs/inZ lbs /inZ Ibs/inZ g l in in. in % in Sq. in. in Ibs. Ibs /inZ in Ibs/in2 oth-pp P/A+8T LO .00 0.00 1.70 0 0 0 28.0 28.0 l .03 0.94 1.72 58 33.7 .15 27.85 61.6 ,0 L0 .06 1.89 1.73 109 63.0 .30 27.70 90.7 L9 .09 2.83 1.75 131 74.8 .45 27.55 102.4 L0 .12 3.77 1.77 150 84.7 .54 27.46 112.2 lo .15 4.72 1.78 160 89.9 .60 27.40 117.3 LO .18 5.66 1.80 170 94.4 .48 27.52 121.9
- 0
.21 6.60 1.82 178 97.8 .30 27.70 125.5 !0 .24 7.55 1.84 182 98.9 .24 27.76 126.7 l0 .27 8.49 1.86 186 100.0 .15 27.85 127.9 LO .30 9.43 1.88 190 101.1 .12 27.88 129.0 l0 .33 10.38 1.90 194 102.1 .06 27.94 130.0 !0 .36 11.32 1.92 194 101.0 .00 28.00 129.O l l l l l l l \\ l l l l
Po,8cc, No* ~NE.5//prm n '/" cx::? T g, MICHAEL BAKER, JR., INC. " ~ ~ "~ ~ ~ ~ Z b1I"'"'I N"' - - " .Hr.>. ROCHESTER, pet!N5YLVANIA Tent llore. . 4..... t i in n............ Off%c:....... h' ",h je /- SO!LS LABOR ATORY k Date Ileceived..//..I...E. '...[...b Date Te ted O.T.d.M .# d.E MECHANICAL ANALY515 & ATTERBERG Tested Ily. L1MiTS of 501L5 Checked Dy.. SPECIFir CRAVITY :Y7 7 / @ 2 0
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NMC-- "m' ", g*,# ', A99f 8 Vol u m e o f Nil Va.=...... - c.c. Wi. of Dry Nil and Flad 4 g:. . p. CS=o3 2 " ~ *f % t. of Fin.L No. 1 . F-FS: 7 %. of Dry Lil W W = IO . F-3 If Y" j 2 % Passing 02 : '//.fg ti{[.intiyg7 Frost Group : p.y D D % t. of %ct Nil and Dinh... k Et, of Dry Sit an Dish. S..O
- 8 N )O 5t. of Dish.
U.. M.' M Wt. of Dry kit and Dinh... b.k.L 4 t. o f % :ter........ ...).? N Wt.ofDrykil......[..Y.1..Y./ Percent of Listute........d.YtI. #.. d.f.. PLASTIC LIMIT A B Wt. of Wet Nil and Dinh....M.M.? b )DIk %t. of Dry Sil and Dishb:.A.[.. ..E.L..fd' Wt. of Dry kit and Dinh... E l r....l. .d.[...Y Wt. of Dinh.. b. Y.S I I.. S /./r.. b 1 A - A Ri.of%ac,...............L. / A.,11 Wi. or Dry Soii........ 7.47. A.2..,I Perceat of Moisture..... 2..h 2... ..db..7.. PLASTICITY INDEX (LL.-P.L.)= 2, 6/ L t : t,,_ g SIEVE ANALYSIS HETAINED ON No....(W ) FIF.VE ANALYSIS FHOM llYDROMETER ANALYSIS (W ) 3 3 H e t ained Cumulative It et ained Cumul at ive I ]' R e ig ht Perc e nt Per. H e t. % Het. "; Pass Q',, R eight Perce nt Perce nt % Ret. % Pass (Wl) (R j ) (E) (K ) (T) (E) (W) 3 g mm. g 10 1.98 l'" 20 0.833 3/4' 40 0.41 "{ ,Y ///, f /// ff 2,,,, 1/2" o o /40 3/8* 60 0.246 No.4 C.T 4, *[, A( f 9, / 140 0.1 04 ), ) 7, if yL2 7Q No.10 .& ~J (p 7.f f,f 9 Z. 7. __200 0.074 No.40 7f Pass No.200 No.200 yi Tot al 3~O 100 pu, Original dample n = g.100% Partial Sample Wg g. 1M / Partial Sample R3 __2 llYDROMETER ANALYSIS OF MATERIAL PASSING No. SIEVE (W ) 2 Ilydrorneter No., .......Sp. Gr. Corr a Wt. of Sarnple W3.. Crn.
- Tim, Time
'J r m p. flydremeter Headina % Pass Corr: Coe f f. Diameter Correcte d % Pass 100 Ra + T2 KI Kg Kn MM. Diameter of W. Min. cagG ol H 1 .078 2 .055 Y'll3 5 23.0
- %5 6.0 27.,5 YT. o 035 6 1-
'//. $~ 10 .025 15 .020 30 .014 D. A3 s0 D 3. 0 //.D fr. 0 /b. b 2.b. 0 010 ,o of /P s 90 .008 [ * / 3 1840 ' 3,0 / /, o 4.0 5,o / e. g .002 ,uf f 3 also apply directly to R, the material passing the lowest sieve. These percentages, as well as those recorded in NOTE-P2rcent.ges of R 2 Llumn 7 (100 il A -E ) of the Ilydrometer Analysis, are converted to Percentages of the Total Sample. W, by multiplying the flatio of the Partial 3 hsnpls. C2, ao ahe Totat Sample, W.
I Pr..J ci L. / dis fl..Cd l.d.. %. 72 - EhE. I idlCHAEL BAKER, JR., INC. T.,,, n,, 2.cqc......c/ gly. e g ROCHESTER, PENNSYLVANIA g U. .h Date Deceived.l./. 7..b..'..b Date Tested./ / 7. 2.h"..M 2 SOlLS DIVISION _._.f b... b C. U. b h ,/ Tested Dy.. d MOISTURE DENSITY TEST Checked By MATERIAL STANDARD @ MODIFIED C f IP) 7 lhifr1 MD = 0.3 ~ /7. 92 y \\ l / N ~ f / \\ / \\ re r ( a A uN / k m '3 / / t-E P "O' a: O f s y /s /'r zo zr MOISTURE CONTENT (T.) MOLD VOL._ l/3 O (FT.3 ) MOLD WT. 93".1 LBS. OPERATOR b 1c h Trial No. I 2 3 4 5 6 7 T e~ r, No. 'y - Y 7 V-4 '2 Y-33 Y-11 V-3 6 F-9 wi. w:_, sampi. + Tor. j 9 c 't / 9e/.4 /27.8 204/ 7 A /A o 2 '2. 0. 3 we. Dry Sampt.+ Tore /79.0 /74.2 / 6,6, / / W, Y lFO 2 /98 3 we. w,., / 4. 2. 20.L_ 21.]_ _2. 7. 3 31.3 3 /. 9 Too we. O t/. 9 24/.8 2 '/. B 2 tl. 6 ,25 0 %5.1 c't. Dry Soil _ ff'f, 1. / 4' 3.'f I 'l /. 2 152.9 l 55.7 140 3 w '
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e . 4 BRADSHAW RESERVOIR TEST PIT 7-A i 4
65 4 3 2 19876 5 4 3 2 19876S 4 3 2 1987 6 5 4 3 2 19876 5 4 3 2 19876 l[ ,, l_ lIJ U. S ST4NDdRD' FlEEtl $i S .l ll llll llll l l llHjllllllllllpllllq-ll l 2 1 3/, /2 ! t/4" 4 'l' !I ~ 2 2 40 60 LOO 200 100 l . +-- sy l d '{- JOB NESH CN. E~f._ l..__ o. i t00 .w 90 ! / ~~ "~~l-~ ~~~~ ~~h-STA. '/2 -O /3 l .7_-- --7_ .t ~~~ \\ ~~~ i HOLE NO. 78) M EI ao j ~~ .j_ I: ZI. 2:E I:. DEPTH 09-18 l Zi:~~ ~~~ k[ ~---- S AM PLE &/ Z ~ -_.ll ~ ~~~- ~__.__.. ] 80 : SOIL TYPE N L
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g t -i _-- h------- t-t 1 -~-- q L\\ L__ g \\ . 4 z.[.. - y n. ^ 7 7 w 50 50 g g 4 'j ~ Z-Z \\ [ g_ A t.._ 1 ZS~~ l ZA~ L ~~~ f,_-- \\. $ 40 .F 40 i , p\\. {.t. J g j w t_ .4 f. ._4 1 _ 1 n. + 1 s .__ "1__- N 1 h 30 30 .J. _ _ . { q c___. ---r--t-~ N \\ 20 20 J .._..L_ N {_.__. '0 . p 'O $2 . f.__ l _...l - o o l 699 WF m RF Y M 2# 'R Y Vf M 3' ??? ??3 VP,2. ??? ><999 l?P P3? P,?! i 65 4 3 2 19876 5 4 3 2 49876 5 4 3 2 198765 4 3 2 19876 5 4 3 2 19876 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT CLAY COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE /o GRAVEL SIZES __O-
- /o SAND SIZES A.
C/o SILT SIZES (cid- % CL AY Sl7ESib MICHAEL BAKER, JR., INC. Rochester, Pa. GEOLOGICAL SCIENCES DEPARTMENT
[ MICHAEL BAKER, JR., INC. "'"I"'*** h. ROCHESTER, PENNSYLVANIA """'I ! k'? t. Test Ilore 2d8 Station... EJ./ Off,,et.D 2. 1.8~ C h'f (., SOILS LABORATORY Date neceived _/.d ' /6 - D - Date Teniedl.8 ~AO ' M ~Y~ '8 0....). D MECHANICAL ANALYSIS & ATTERBERG Ten.ted Ily LlulT5 of SOILS Checked Hy SPECIFIC GRAVITY : A,7 0 7 @ rR O " C. N.M C : A% 8 /c h9I* D Volume of kil Vs.:. c.c. Wt. of Dry Sil and Flank Wg= 6
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E-ES: / Apparent Sp. Gr.:Wo: ft. of Fitak No. 2 8 03 Y" Wt. of Dry Sil Wg _ W : % E-2 C* % Passing.02 : G 2. 7 ~4 t, o tiyi7 Frott Group = F '/ A II A D C't. of C'et &ll and Dinh - b db 5t. of Dry kil and Dishh.E-Wt. of Dry kil and Dish - E Is..Yh N: @ Wt. of Dish - - O 6 9 A.O..- 2
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- - - - - -... '/,..lo. ft. of Dry Son - - - - / Y S.Z: Pereent of hbiatare - .2. 8.,.3.. 2.7 PLASTIC LIMIT D A D ..!'A!..h [' h it. of Dry kil and Dish.[.ix. 2.t...(..h it. of Wet &ll and Dinh - - - it. of Dry kil and Dinh- - /. 4.d.O [. x h..k Wt. of Dish - b. - / l'i1 ['b_l F "f 3 I it. of itter - - .l.f..h.M. /2.M. Wt. of Dry Soll -- - - 2t.d.$ . O 7.,, Percent of Mointure - - M:.Q. c9.1./.. M -M : k/ PLASTICITY INDEX (I L.-P.L.): SIEVE ANALYSIS RETAINED ON No..-. 4Wg) SIEVE ANALYSIS FROM HYDHOMETER ANALYSIS (W ) 3 Ret ained Cumulative Ret ained Cumulative Pf;, ' Weight Perce nt Perce nt % liet. % Pass Weight Perce nt Per. Ret. % Ret. . Pass (WI) (W ) (W) (W ) (W) (W) (W) I 3 g mm. g 10 1.98 l' 20 0.833 3/4' 40 0.417 O, (o /, c'Q /,2 78,8 1/2* 3/8' 60 0446 No.4 /, c. O. / c),1 97.9 140 0.1 04 No.10 t/, 7 O,
- 2, c).y-97,6 200 0.074 O. 8-/
O,8 c7.0 98.O No.40' g>R,t/ Pass No.200 No.200 y,J, f Total 8C 100 p,, s Oriainal Sample W = g.100% Partial Sample W1 g. = Tet al Q 9,y,g p,,, g,g 3,,,g, g3 = g !!YDROMETER ANALYSIS OF MATERIAL PASSING No. /.Q SIEVE (W ) 2 liydrorneter No 9. 2. Sp. Gr. Porr a Wt. of Sample W3__E_Q. Grn. Time Time Temp. Ilydrometer Readina % Pass Corr: Coeff. Diameter Corrected % Pass 100 Rs+ K2 K1 Kg Ka MM. Diameter of W. Min. ' C. oggg A gt a 1 .078 2 .055 9.D5 s A ?.o 38.0 (o. O D..o & 4. 0 .oss .o 2 G3; 7 10 .025 15 .020 30 .014 /0 3 60 R3.o v2/, o A.o /50 "?o,o .olo ,005 M.9 90 .008 91.2S luo A 3.5 /5.o S.9 9, / /g,p .w2 .o a f f g.f 3 also apply directly to K, the material passing the lowest sieve. These percentages. as well as those recorded in NOTE-Parcentages of W 2 Cilrmn 7 (100 RA+R ) of the flydrometer Analysis, are converted to Percentages of the Total Sample. W, by multiplying the Ratio of the Partial 3 51.mptr. 22 to the Total Sample.W. d
FIELD DEt:SITY '1T:27 - SAflD C0t* ME'I110D Dato of Teot r -2 '~ '? n Tost No. f PL ^w u a;~ lw.u,., Toet Locaticn ~n'- Area Reproacnted T ^ / 'M N o '/- 4 / ' ' ' " ' l ' 'I' ' ~ 'I' /- Srnd Cone Apparatus Number Material AE' ?9 Mods of Compaction Layer Dcoi nation 6 Typ of Compactor /" e'~ Thickncon Number of Passos in,v c Id N CALIBRATION (1) Weight of Containor filled to valve with water cm /A 4 A (2) Deduct weight of empty container gm
- T D cc (3) Net weight of water in gm - Volumo in cc 7 M/O (4) Weight of container plus funnel, filled with send gm A #' # /
(5)Closevalve, empty funnel and reweigh; deduct 6m (6) Weight of sand in funnel / 1 gm ~7 7-YDLIAiE OF (7) Weight of sand plus ap'paratus before test 6m
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[LOlg, (8) Deduct weight of oand pluo apparatus after test gm 4d72 (9) Weight of sand emptied from container gm /N 9 gm (6) %el ht of sand in funnel Deduct S 2SbY gm (10) We1 ht of sand remaining in hole 6 (11) Bulk Density of Band: 7.j e, - (lla) Enter (7) Sand plus apparatus before test 4 /d, - gm / gm (llb) Deduct (2) Weight of Appartus ? O 7/ Gm (lle) Weight of eand in container
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cc (lld) Enter (3) Container Volume (lle) Divide (11c) by (lld) - Bulk Density i 5 J -gm/cc /744 cc (12) Divide (10) by (lle) -Volume of hole 4 '# d M SAMPLE (13) ~ Weight of total sarnple taken from hole plus can Sm O' /- / IRJJ1 H10M (14) Deduct taro weight of can gm 7 3 4 ~? gm i (15) Net we1 ht of sample as taken HOLE 6 KOIS'IURE CONTENT When Compacted When Tested'o W,O Em (16) taight of wet sample plus can gm /d OE 4 '(17) Daduct weight of dry cample plus can gm cm 3' 7d (18) Waight of water contained in sample gm gm (19) Tare Number and Wei ht Em g / o ? '/ gm 6 /4 9 d (20) N:t Weight of dry sample, (17) - (19) gm gm (21) Moloture content, (18) divided by (20) 95.0 (For corre-(For density Com utation) DFDSITY CCMFUTATION lation) //6 p-lb./cu. ft. (15) X 62.4 (22) Wst density Item Item (12) 72 f Ib./cu. ft. i (23) Dry Density Item (22) 1.00 plus Item (21) "when tested" (24) Optimum dry density from compaction tests Ib./cu. ft. (25) Percent of optimum dry density obtained in field Item (23) expresoed as a percent of Item (24) (26) Specified minimum allowable percentage of optimum dry denuity ( (27) 711E ABOVE TEST INDICATES SOIL IN AREA REPRESENTED (HAS, HAS NOT) DEEN COMPACTED j jTO THE DENSITY REQUIRED BY THE COVERNING SPECIFICATIONS. Remarks: l Signed 1 'a
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MICIIAEL BAKER, JR., INC. GEOTECHNICAL ENGINEERING DEPARTMENT BEAVER, PENNSYLVANIA Date J'-3-73 Sample Source 7P-74 Lab. No. 7 F-4 / WATER CONTENT & U. NIT DENSITY DETERMINATION WATER CONTENT DETERMINATION Specimen Location Container No. Wt. Container b Wet Soil in G Wt. Containe r + Dry Soil in G Wt. Wate r, Ww in G Wt. Container in G Wt. Dry Soil Wc in G Water Content, W in % ~ DENSITY DETERMINATION Specimen Dimension (per) (inches). 9.7f e Rt x /4 2.r' 3 .4o3 Specimen Volume (cd(fect ) Weight of Container (Wet Specimen, M (pounds). 74.73 7./4, Weight of Containe r, (g') (pounds) Wet weight of Specimen, (g) (pounds). d 9.f7 Wet Density, (g/cc) //5.4 Wet Density, (pci). 9/.6 Dry Density, (pcf). 9 W e e
I MICHAEL BAKER, J R., INC. J Beaver, Pennsylvania Geotechnical Engineering Department Falling Head Pe rmeability Test Location Neshaminy Creek Specimen Measurements Test No. 73-61 Boring No.TP-7ADepth 1. 5'-2. 5 Diamete r 6.15 cc Date 5-5-73 Sample No. TP A Gircumference Tested By Frank 4 Specific G ravity, G 2.74 A re a, A 29.71 3 Wet Wt. of Sample Length, L 6.35 Dry Wt. of Sample W 308.O Volume of 3 3 Sample 188. 66 cm 112.41 cc Vol'ume of Solid Material = Vs = W /G = s s Void Ratio of Sampic = c = V - V .6783 s 188. 66-112. 41 = 76.25 = = V 8 112.41 112.41 e Test Data Elapsed Quantity Area of Time (t) Q Burette h h1 Logigh /h1 k o o 2 cm/sec. Time Sec. cc a cm 1:09:44 70.0 1:11:01 -40.0 77 50 1.67 .24304 .00259 1:15:08 70.0 1:15:59 50.0 51 33 1.65 .14613 .00232 1:18:25 70.0 1:19:30 45.0 65 42 1.68 .19187 .00247 1:21:45 70.0 1:23:03 40'.0 78 50 1.67 .24304 .00255 1:25:47 70.0 1:26:36 50.0 49 33 1.65 .14613 .00242 1:27:12 70.0 1:28:17 45.0 65 42 1.68 .19187 .00242 aL ho a=o K = 2. 3 L 810 gp At h-h 2 i i Rema rks Avg. K =. 00245 cm/sec.
Job No. 73-61 '>) MICHAEL BAKER, JR., INC. Project No. %.9 BEAVER, PENNS YLVANIA Proje ct Nesha minv C reek (( Geotechnical Engineering Hole No. 7-A Station Offset Depa rtme nt Depth
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Date Tested 5-16-73 Tested by F ra nk TEST FOR SPECIFIC GRAVITY V i = W - (W3-#) ,V1 = Weight of Sample i 2 ,V2 = Weight of Flask + H O Vi=W,-W4 2 i ,V3 = Weight of Flask + H O + Soil SG W 1 2 V1 Sample No. A Sample No. B ight of Flask 16.820 1. Weight of Flask 47.404 ight of Flask + Soil 25.639 2. Weight of Flask + Soil 34,380 1 Weight of Sample W, 8.819 3. 2 - 1 Weight of Sample W i 13.024 129.448 68.876 4. Weight of Flask + H O W2 ight of Flask + H O = W2 2 2 npe ratu re 24 5. Tempe rature 24 O + 8 il ight of Flask + H O t Soil 6. Weight of Flask + H2 2 74.476 =W 74.476 W3 3 68.876 7. W 139.448 2 8.270 -WZ=W4 -WZ"#4 3 8.819 9. W 13.024 3 5.600
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II '--~~ __ t_. .L.L 0 O 399g 3pp o39l ogi 699 19f M9 N SA M i? 'R Y Vf 1 ap 99p q9p 99,2 99l 2 7 65 4 3 2 19876 5 4 3 ?. 19876 5 4 -3 2 19876 5 4 3 2 19876 5 4 3 P. 19876 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT CLAY COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE /o GRAVEL SIZES _/, 0/o SAND SIZES _/s.
- /o SILT SIZES (59
% Ct.AY SIZESdY MICH AEL B AKER, JR., INC. Rochester, Pa. GEOLOGICAL SCIENCES DEPARTMENT
[ MICHAEL BAKER, JR., INC. ~ ~~ bE*'d"'I M.A ROCHESTER, PENNSYLVANIA Test Dore..N.b.O. St at ion...M..'.'./...... Off e./.i.[ .,..O SOfLS LABOR ATORY Date lleceived_./2.?ldi.7..d ..Date Teated /S.'$S.'..M .a..N.t. MECHANICAL ANALYSl5 & ATTERBERG Tested By LIMITS cf 50lLS Checked Ily SPECIFIC GIIAVITY = 8.708 @ 20"C. N M C.: 3 0 3 *4 9[ / VW ' P ' .:..... c.c.
- 8. of Dry Lil and Flas.k Wg: -
g. APP"""" ' "- 7 't. of FitnL No. W '._. E-B-/ 2 8 Y" C.=.h #/ l't. of Dry Sil W W : IO E-3 2 3y ~ % Passing.02 = (f (, LIND LIMIT rost Group = Fy 4 B A B
- t. of Wet Lil and Dinh... h./..!..k.
St. of Dry Nil and Dish 52.d[ 't. of Dry kit and Dish... O.2..de.8 N = (( Wt. of Dinh.. C'i /0 'D.... Et. of W:ter.......... _1.)...I W1. of Dry Soil.......l.d.t )..b Percent of hbisture...... d.7.s.).M.. PLASTIC LIMIT A B A B tt. cf Wet &il and Dish... $'.).lM k.M..b W1. of Dry Soil and Dish..[.b.d.9./.7...M. Et. of Dry Sil and Dinh.../.2d0. /...S. 2Q Wt. of Dish...O.'.6,, //, yQ,,,ff,,,y,g, N-4
- n. o f Wae,.......... 22 A L. 2 A.
Wi. or D,y Sai..... 123 .l.15. Percent of hbisture...... O b M .b b.3. 3 0 -2/ : 1 C. L PLASTICITY INDEX (LL.-P.L.): SIEVE ANALYSIS RETAINED CN No.. 4Wg) b! EVE ANALYSIS FROM !!YDROMETER ANALYSIS (W ) 3 Ret ained Cumulative Retained Cumulative I f-We ig ht Pe rc e nt Per. flet. % Ret. % Pass Weight Perce nt Perce nt 5 Ret. % Pass ber ie (Kl) (W ) (W) (W ) (W) (W) (W) I 3 g mm. g 5 10 1.98 20 0.833 l1* d l3/4* 40 0.417 O, Q O, y 3/ 97 G !!/2" 3/8' 60 0.246 m.4 ),y 0,Q C), 'l M,8 140 0.1 04 lNo.10 6, / O. ; O.S 97 5 zu 0.M4 (9, 3 c.6 /, o 97.o ,No.40 %, / Pass No.200
- No. 200
? 8.J Tot al go 100 Origina! bample W = g.100% pm Partial Sample Wj = g. Tot /[$,9 Partial Sample R3 .. g. = llYD110METEli ANALYSIS OF MATERIAL PASSING No....l9...... SIEVE (W ) 2 Ilydrometer Nodd,.....Sp. Cr. Corr a Wt. of Sample W3-_.@_ Gm. Tima Time Temp. flydrometer Readica % Pa.. Corr: Coeff. Diameter Corre cted % Pass 100 Ra + K2 g3 gg g, EN. Diamet er of W. Min. ' C. ORIG All R 1 .018 .055 J 5 23.0 M.o c.o 33.0 M.O 03 5 .oA G5. fo 436 .025 l 10 .020 l 15 .014 30 D,'VD 60 23,O )).O G, Q l ],0 14.0 .010 ,0 Qj 3 },$ .008 j 90 F.* 9 0 1480 ? *i.S / 6,5 5.9 /o. b Rl. A .w2 ,gof p f, f i 3 also apply directly to W, the material pa. sing the Icwest sieve. The se percentages, as well as those recorded in NOTE-Parcentases of 5 2 ' lurs 7 (100 II A + W ) ef the flydrometer Analysis, are converted to Percentages of the Total Sample, W,5y multiptring the Hatio of the Partial i 3 i n pir, C2, as the Total Sample, W.
FIELD DEN 31TY 'IMiT - SAND CONE 1.;ETIl0D Date of Teot /f -M ~/ A Ter:t No..
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Material A' c"'"* 4 ( A' -- " D Y Mods of Compaction Layer Designation /.6 24' Typa of Compactor Mo"E Thicknese Numbar of Paenen A/ov/ CALIBRATION (1) Weight of Container filled to valve with water f4 grr (2) Deduct wei ht of empty container /d44 6 gm (3) Net weight of water in gm - Volume in cc ?990 cc 7M (4) Weight of container plus funnel, filled with send gm (S) Close valve, empty funnel and reweigh; deduct 4#0/ gm (6) Wei ht of sand in funnel / iM 9 6 gm LOltMLQE (7) Weight of sand plus apparatus before test 7 ~7% gm . ((Qlf,. (8) Deduct weight of cand pluo apparatus after teot MM gm dDA (9) Weight of sand emptied from container gm Deduct (6) height of cand in funnel /M? gm (10) Weight of sand remaining in hole c'49 7 gm (11) Dulk Denoity of Sand: 7 D /' (lla) Enter (7) Sand plus apparatus before test gm (11b) Deduct (2) Weight of Appartus / /- % cm (11c) Weight of sand in container ^ / ~* cm (lld) Enter (3) Container Volume 2V"O cc (lle) Divide (11c) by (lld) - Bulk Density / F " - gm/cc (12) Divido (10) by (lle) = Volumo.of holo /6 2 h cc SAMPLE (13) Weight of total sample taken frem hole plus can NW 6m TAKEN FROM (14) Deduct tare weight of can E 77 gm HOLE (15) Net weight of sample as taken ??77 grr-MOISTIJPS CONTENI Khen Compacted When Tested/7Ie_3 Igm (16) hai ht of wet sample plus can' e-Em 6 (17) Deduct weight of dry cample plus can Em / 6. f 8 A I crr 2 0g*/ cm (18) Weight of water contained in cample cm (19) Tare Number and Wei ht // gm // //o / C Cm (20) Het Weight of dry sampic, (17) - (19) gm /d 9 9 A cm (21) Moisture content, (18) divided by (20) c?8.9 % (For corre-(For density DEUSITY COMFUTATION letion) Corr.puta tion)
- (2E) Wat dersity Item f151
/ /O Ib./cu. ft. Item L12jX62.4 (23) Dry Density Item (22) / lb./cu. ft. 1.00 plus Item (21) "when tested" (24) Optimum dry density from cc:r.paction tests Ib./cu. ft. (25) Percent of optimum dry density obtained in field item (23) expressed as a percent of Item (24) . (20) Spscified minimum allowable percentage of optimum dry density y (27) THE ABOVE TEST INDICATES SOIL IN AREA REPRESENTED (HAS, HAS NOT) BEEN CORPACTED TO THE DENSITY REQUIRED BY THE GOVERNING SPECIFICATIONS. Remarks: Signed 3
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$0ALC61DANMBOBJ CONSOLIDATION TEST SOIL SAMPLE APPARATUS MEASUREMENTS APPLIED LOADS LAB.NO. CONTAINER HEIGHTJi_cm._in. SIDE FRICTION ALLOWANCE IN % DM CONTAINER DIAMETER _cm._in. I h g./ sq. cm.: lbs. SCALE LOAD PROJECT NO. CONTAINER AREA, A, IN sq. em TARE IN lbs. TESTED BY BORING NO.T P-8 ASAMPLE DEPTH STONE + COVER SAMPLE NO. THICKNESS, Z2 c m- 'n. W DEGREE OF SATUR ATION IN 't e SPECIFIC GR AVITY, G, SOLIDS HEIGHT,2H : g y g cm. In. TEST START TEST END DATER CONTENT SPECIMEN LOCATION REMARKS CONTAINER NO. OT. CONTAINER + WET soll IN g DT. CONT,A!NER + DRY SOIL IN 0 UT. WATER,W, IN g CT, CONT AIN ER IN g WT. DRY SOIL W IN g CATER CONTENT, w, IN % oppLIED SCALE LQ AD FINAL DIAL DI AL CM ANGE dj $ AMPLE MElGHT 2H F ROM VOID MEIGHT VOID RATIO FITTING Tiut tN.ee. CC E F. OF. CON 50L C,(N og. ee/ 004 PCE55URE 2H:Ig.2 + Z3 DI AL CHANGE 2H.2H.
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Staga 1 MICil AEL B AKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST kl Simpla TP-8 A Soil Specimen Measurements Te st No._ 73-64 4enhn rninv Wate r Dismeter 2. 4 04" 6.1075_ Date 5-7-73 lesources Authority Circumference Tested By Dick Initial Area, A 4. 54 in4 29. 30 cm2 o cctirn Initial Length, L 5. O " 12.70 cm ring N2. Depth 1_5-25' i a N:. f cific Gravity, G, 2.72 After Test ATER CONTENT Entire Specimen Entire Specimer1 cim:n Lecation Total Total Start of Test End of Test Membrane Membrane l + Covers + Covers >ntiin a r No. L. Centainar 4 ' t Soil in G 755.9 768.7 r
- t. c:ntame r +
hy Sd1in G 643.5 643.5
- 4. Wct2 r, Ww
,s lG 112.4 125.2 L. C:ntainir G
- t. Dry Soil
,in G 643.5 643.5 atar Cont:nt, W 17.5 19.5 nrnbr r Length Axial Fore r22:ure Change Strain Axial Pressure Pressure din ~ @ in 55' Tc, in 2 Ibs /inZ Ibs/in2 AL E Area, A, Load, P. P/A, in pp lbs /inZ lbs /in g G in in, in % in Sq. in. in Ibs. Ibs /inZ in Ibs/inZ 86-PP P/Afdf P. 0 .00 0.00 4.54 0 0 0 7.0
- 7. 0 P. 0
.05 1.00 4.59 95 20.70 0.45 iA.55 27.27 F,0 .10 2.00 4.63 160 34.56 0.72 6.28 40.84 P. 0 .15 3.00 4.68 190 40,60 0.42 6.58 47,18 P. 0 .20 4.00 4.73 205 43.34 0.12 6.88 50.22 F. 0 .25 5.00 4.78 210 43.93 -0.27 7.27 51.20 F. 0 .30 6.00 4.83 207 42.86 -0.60 7.60 50.46
- f. 0
.35 7.00 4.88 204 41.80 -0.90 7.90 49.70 Ie l J
Stage II MICli AEL B AKER, JR., INC. GEOLOGICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TEST Test No. 73-64 l Simple TP-8A Soll Specimen Measurements eshnminv Water Diameter 2.46651 6.26_5 Date 5-9-73 p't ott rced Atit hority Circumference Tested By Frank 2 initial Area, A 4. 78 ind 30. 83 cm o
- stirn Initial Length, L 5"
- 29. 70 cm ring Ns.
Depth 1. 5 -2. S' hple Ns. 3ific Gravity. G. 2.72 After Test IFER CONTENT Entire Specimen Entire Specimeri siman Location Total Total Start of Test End of Test Membrane Membrane 4 Covers + Covers bitinar N:3. Crntainar + t soil in G 804.5 828.3 Cantainar + r Soil in G 700.0 700.O Wctar Ww 104.5 *, 128.3 p f Centsinar II Dry Soil in G 700.0 700.O tar Contsnt W 5 14.9 18.3 t Embar i Langth Axial Fore Esdure Change Strain Axial Pressure Pressure dm ' I'm 57 Ter in T Ile/inZ AL E Area, A. Load, P. P/A, in pp lbs /inZ lbs /inZ lbs /inZ E in in. in % in Sq. in. In lbs. Ibs /inZ in Ibs /inZ on-pp P/A48T '.0 .00 0.00 4.78 0 0.00 0.00 14.0 14.00 4
- 4. 0
.05 1.00 4.83 109 22.57 0.60 13_40 35.97 E. 0 .10 2.00 4.88 204 41.80 1.20 12.80 54.60
- p. 0
.15 3.00 4.93 250 50.71 1.56 12,44 63.15 s.0 20 4.00 4.98 274 55.02 1.50 12.50 67.52
- 4. 0
.25 5.00 5.03 295 .58.65 1.20 12.80 71.45
- 4. 0 30 6.00 5.08 309 60.83 0.78 13.22 74.05
- 4. 0 35 7.00 5.14 310 60.31 0.45 13.55 73.86 l
l l i
Steg2 III MICH AEL B AKER,.7R., INC. GEOLOCICAL SCIENCES DEPARTMENT TRIAXIAL COMPRESSION TE.sT oil S mp12 TP-8A soit Specimen Measurements 64 Test No. Diamete r 2.433" 6.18 cm Date 5-11-73 Nenhaminv Watr r lResources' Authority Circumference Tested By Dick l Initial Area. An 4. 65 in4 30. 00 cm2 ' : cati:n Initial Length, L 5" lZ. 70 cm Iring N2. Depth I. 5-4. 5' p.mpla N2. ' ecific Gravity, G, Z 72 p ' ATEP CONTENT Afte r Test Entire Specimen Entire Specimer1 j Total Total Start of Test End of Test pecimen Location (Intn.inir No. Membrane Memb rane + Covers + Covers f t. G:ntaine r + Tct Soil in G 777.3 784.4 V t. Containe r + iry soilin a 662.7 662.7 Vt. Wnt2r, Ww 6a 114.6, s 121.7 /t. C ntaine r na /t. Dry Soit v,, in a 662.7 662.7 /ctsr C:nt;nt, W 6% 17.3 18.4
- h
- rnbsr Length Axial Pore
>rncure Change Strain Axial Pressure Pressure den ' d in 57 Te,in Z Ibs/inZ n Ib3/inZ AL E Area, A. Loa'd, P, P/A, in pp lbs/inZ lbs /in g M in in. In % in Sq. in. in Ibs. Ibs /inZ in Ibs/inZ 86-PP P/A+8T l28.0 .00 0.00 4.65 0 0 0 28.0 2R_0 l28.0 05 1.00 4.70 123 26.17 0.60 27.40 53.6 l 28. 0 .10 2.00 4.74 237 50.00 1.08 26.92 76.9 l28.0 .15 3.00 4.79 330 68.89 1.77 26.23 95.1 l28. 0 .20 4.00 4,84 376 77.68 2,34 25,66 103.3 l28.0 .25 5.00 4.89 402 82.21 2.07 25.93 108.I 12 8. 0 .30 6.00 4.95 422 85.25 1.74 26.26 111.5 l28.0 .35 7.00 5.00 426 85.20 1.'35 26.65 111.8 128.0 .40 8.00 5.05 427 84.55 0.90 27,10 111.6 l28.0 .45 9.00 5.11 426 83.36 0.45 27.55 110.9 l l l l 1 l l l l l l l l
/ MICHAEL 13AKER, JR., INC. GEOTECHNICAL ENGINEERING DEPARTMENT BEAVER, PENNSYLVANIA Date S"-4-73 Sample Source 7~8-88 Lab. No. 7F -4,4 WATER CONTENT & UNIT DENSITY DETERMINATION WATER CONTENT DETERMINATION Specimen' Location Container No. Wt. Containe r A Wet Soil in G Wt. Containe r + Dry Soil in G Wt. Wate r, W w in G Wt. Containe r in G Wt. Dry Soil We in G Water Content, W. In % DEN 5IITY ' DETERMINATION Specimen Dimension (rar) (inches). ~ .9/2 x F.So x //. Zs Specimen Volume (M) (fect ) . S'd,4-3 Woight of Container iWet Specimen, (g) (pounds). d> 9. /,N-Weight of Containe r, (g) (pounds) ~7, / 7 Wet weight of Specimen, (g) (pounds). 4,2.48 Wet Density, (g/cc) / /O. 8 Wet Density, (pcf). Dry Density, (pcf).
- 92. /
.f. l 4 I I
/ MICHAEL BAKER, JR., INC. GEOTECHNICAL ENGINEERING DEPARTMENT BEAVER, PENNSYLVANIA Date S~-4-73 Sample Source ~/~P-88 Lab. No. 7F-44 WATER CONTENT & UNIT DENSITY DETERMINATION WATER CONTENT DETERMINATION Specimen Location Container No. Wt. Container ;h Wet Soil in G Wt Container + Dry Soil in G Wt. Wate r, W w in G Wt. Container in G Wt. Dry Soil W., in G Wate r Content, W. in % DENSITY' DETERMINATION Specimen Dimension (serr) (inches). 9/2 x ESo x //.Es 3 ,S g Specimen Volume (M) (feet ) Weight of Container iWet Specimen, (g) (pounds). 4 9. /.,d'- Weight of Container, (g) (pounds) ~7. / 7 Wet weight of Specimen, (g) (pounds). 4,2.48 Wet Density, (g/cc) / /O. 8 Wet Density, (pcf). Dry Density, (pcf).
- 92. /
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I MICIIAEL BAKER, JR., INC. egd Beave r, Pennsylvania , %cy o. "2" ' ; /,..i Geotechnical Engineering Department ,1.1 .i 7 Falling IIcad Pe rmeability Test Location Neshaminy Creek Specimen Measurements Test No. 73-64 Boring No.TP-8ADepth Diamete r 6.17 cm Date 5-25-73 Sample No. TP A Circumfe rence Tested By 2 Specific G ravity, G 2.72 A rea, A
- 29. 90 cm 3
Wet Wt. of Sample Length, L
- 6. 23 cm Dry Wt. of Sample W 303.4 Volume of 3
Sample 186.28 Volume of Solid Material = V = W, / G, = 111.54 cc 3 Void Ratio of Sampic = c = V - V .67007 s 18 6. 28-111. 54 = 74.74 = = 8 111.54 111.54. Test Data Elapsed Quantity Area of Time (t) O Bu rette h h1 Logioh /h1 k o o 2 cm/sec. Time Sec. cc aem 3:45:00 79.3 4:00:00 61.0 900 30.5 1.67 .11394 .000101 4:05:00 78.0 4:20:00 61.2 900 28 1.67 .10534 .000094 4:25:00 78.1 4:45:00 55.7 1200 37.5 1.67 .14675 .000099 8:50:00 85.0 9: 10:00 66.5 1200 31 1.68 .10653 .000072 9:15:00 79.8 9:45:00 55.1 1800 42 1.70 .16077 .000073 9:50:00 79.2 10:15:00 58.5 1500 35.0 1.69 .13156 .000071 aL ho a=o K = 2. 3 L 810 El At h-h 2 3 i Roma rks Avg. K =. 000085 cm/sec. 9 /7'4
MICHAEL BAKER, JR., INC. Proje ct No. Job No. 73-64 .g9 BEAVER, PENNSYLVANIA P roject Neshaminy Creek ( Geotechnical Engineering Hole No. TP-8A Station Offset Depa rtment Depth Date Tested 5-18-73 f Tested by Frank TEST FOR SPECIFIC GRAVITY Vi = W - (W3-W) / 1 = Weight of Sample i 2 Vi=W 1-W4 /2 = Weight of Flask + H O 2 /3 = Weight of Flask + H O + Soil SG W 1 2 V1 Sample No. I Sample No. 2 ight of Flask 16.811 1. Weight of Flask 16.831 ~ ight of Flask + Soil 28.688 2. Weight of Flask + Soil 26.377 9.546 1 Weight of Sample W, 11.877 3. 2 - 1 Weight of Sample W i 68.911 68.888 4. Weight of Flask + H O W2 ight of Flask + H O = W2 2 2 21 C 23 C 5. Tempe rature npe rature O + b II ~ il 6. Weight of Flask + H2 ight 01 r rass t r'2v t s =W 764.11 w3 74.944 3 68.888 7, w 68.911 2
- 6. m
-W2* 4 3 - 2=W4 11.877 9 W 9.546 g 6.033 7.523
- 10. W 4 4.354
- 11. wi-W
=V 3.513 -W4=V3 W1 Specific Gravity = W 1 sific Gravity = 2.72 SP.G.= 9.546 = 2.717 G.= 11.877 = 4.354 3.513 i 9
i 4 r BRADSHAW RESERVOIR I AUGER HOLES a 17, 21, 24 & 28 1 d 4 +
65 4 3 2 19876 5 4 3 2 19876 5 4 3 2 1987 6 5 4 3 2 1987 6 5 4 3 2 19676 3 4]. ilj ils 3TA'NDdRD' EEEN ifiS l40 ll llll llll l ll llllHlllllllHHlllllp Ill l l!, 1/2 i f/41 4! I 110 60 10 0 200 f 'UU 2 l 1 j ~q__. J O B A'm=/ h 4 '00 p l { '
- Z
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- I L
__..:4 _.h_- w y vfew (ct) ..1 L___ _a. 4 L____ .___t _. _-_1_ p __ } j......__{ - p...7 ) 70 J 2 ..=_d. i m.2_ . _L -__-_ 4 v.. u-. 70 4 s 14 4__.4_ 1 L L L1 L 1 .._L_._ L_ _11 L, j n ..q -. { !.1.L. 6-t o L ..q..,______ _.u ,__ 7 a 7 +.7 T 60 - i + i l I i
- . 4 1 3 60 !_
4 4_ L__ l A_ L_ L co L ._._h... ?.1 .. s I y .._'L .__-.1 ..d y [.. L._ {.. . L 4 E SO L_. F SO 1 L z f___ ..2._ .~ 1 py ._.p_ q j. t ~' 7_.__ _ } a' . } u. r. L } ..,..40 .7 .. __.._q m t___ z m _]_..__ j {.. . t l l w 4o n_ t.9 g 4 [. ..r o. f .1 _ _.j.__ .._ _1_ ~_ + 30 y p 30.__._
- y.,
4 -4 . 4 _.._J _L .._u_ e j . _ t_ 20 20 ._'t_ ..a __. L _.._s. .T r l ) y h__. . J (g+ ..q J .t -_,_.. __L__ ' y t_.__ ._1_ . 1 6. 10 } h . d-_ c-t_._._ - r- '. 7 t- - -O O j h? i? '8 Y 4h Y 3/ 996 l?3 ??2 9?l 'A99 lf@ AW SW 699 49f f99 Nf M a 65 4 3 2 19876 5 4 3, 2 19876 5 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SJLT CLAY COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE COARSE l MEDIUM l FIN E /o GRAVEL SIZES./.3, 0/o SAND SIZES /_h- /o SILT SfZES 33 - % CtM SIZESM MICH AEL B AKER, JR., INC. Rochester, Po. GEOLOGICAL SCIENCES DEPARTMENT
"'"i"* ' N"- "NU USA 5.- [ MICHAEL BAKER, JR., INC. h*I"*886'y N. .I,N.2. 'I [' ,.@,-A. ROCHESTER, PENN5YLV ANI A Test Dored/l.*.l.2. Station,, __ ort,,,, li f., '/ SOILS LABOR ATORY noi, n r. n ed / L ;. P. 7 1 p.w rnid-2-M Tented Ily..bd.6/.h MECHANICAL ANALYSl5 & ATTERBERG LIMITS of SOILS Checked Hy SPECIFIC CRAVITY NMC: / < 8f "9 A99f: /9 Volume of kil Vn.: c.c. %t. of Dry Nil and Fla L % g: g. CS= tt ^PP""' S C'**** E-ES: / Ot. of FlamL No. P 2
- Wt. of Dry kil W _ W : 1,3:
g. S: JJ Va 3 2 C.: 34 ' */o Possing.02 : fa.Il Frost Group = p-y A n A n ! O. of Ret kil and Dinh -.. M. 2.M Rt. of Dry Nil dDish..E.t.Y.. M R t. of Dio.h - N. [0.ER. L. of Dry kil and Dinh... M.3....7. N: W
- W
- . o f Wat er............ '/.t /.0
%t. of Dry Nil...... M.O 3 '
- Percent of Winture.......d.18.
..EA PLASTIC Lihl1T A B .A B udDishN .U ?f
- W. of Dry kit and Diah... l.7..k. 3.l.t.2..4t. c,f Wet kit and !) inh... 2.dd.l. d/,
U. of Dry El
- d... G..'. 7 !.!..'Z..L #- 2 4
Wi. of Di.h. WL. o f Water............/. [n[ l.t.2.8 W1. of Dry Nil.......['.[I [.J..k.k
- Percest of Winture.........k./.e./
M.E.ed., PLASTICITY INDEX (LL.-P.L.): yg,7./ry Ct SIEVE ANALYSIS HETAINED ON No....(Wg) b!P.YE ANALYSIS FROM IIYDHOMETEll ANALYSIS (W ) 3 R et ained Cumulative Hetained Cumulative ")* I' Weight Percent Perce nt % Ret. % Peas Reight Perc e nt Per. Ilet. % Ilet. % Paan Ndu San gg33 gg,) gg) g,9) gg) gg) gg) Numbar g mm. g 10 1.93 l' 20 0.833 3/4' 40 0.417 [j, 6 / 3, */, /3, 2. ff,8 1/2" 2f. 9 f, d /, g f,f, d 3/8' 60 0.246
- No.4 (f,f, O
/, 7 g, 7 f /, J _ 140 0.104 No.10 X Q (f f 4,f f3,2, g'd. // 200 0.074
- 3. A f, '/
/9,4 fd, J/ Ns.40 7d_,,,_ Pau No.2H No. 200 g, 3"'" Total .S" 4 100 = g.100% Original Sample F l Pase Partial Sample Wg s. y </7 ff p,,,;,3 3,,,,, g 3 =,,,, g Tot d IIYDRoilETER ANALYSIS OF flATERIAL PASSING No. SIEVE (W2) Cen. llydrometer No. Sp. Cr. Corr a 5t. of Sample W3 Time Time Temp. IIFdrometer Ileadint % Pass Corrt Coeff. Diameter Corrected % Pass 100 Ita + K2 K1 Kg Ka MM. Diameter of W. i Min. C. ortic A gg gg I .078 .055 2 T.3 :5f s g */ 5 34.5 f. g 3/.o 62,6 .03s , 6 i._ p,/ .025 10 .020 15 .014 30 10:o$" 60 .h V. ( ) S. 0 5.5 I ?..V .3 't. C .010 ,ur 32 .008 90 ?./M
- 2
.. ^.*/ /7 34*0 1 s. t 14, J 59 lo, ? 2 o. 7 3 also apply directly to W, the material passing the lowest nieve. These percentages, e. well as those recorded in [ NOTE-Percentages of % 2
- Caluma 7 000 II A +E ) of the Ilydrometer Analysis, are convertad to Percentarse of the Total Sample, W, by multiplying the Itatio of the Partial 3
- Stepts, U2, to the Total Sample, W.
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V Proj..ciNo. IVE5hAf1LOJAY C.8. -/\\ MICHAEL BAKER, JR., INC. I'* '" 'I " " * - ~ ~ ' ef.' 'Sh_,i*k, Tent Dore A.- Al Statfo'n.f. " "- ~Off i b.9 ~.1[ .As. A ROCHESTER. PENNSYLVANIA Q j/ SOILS LABORATORY Date Decewed lA. S -2A nai. Te iea.1.a..J!.9 DSOTh1 Tehled UY 8-- MECHANICAL ANALYSIS & ATTERBERG LIMITS of SOILS Checked By. SPECIFIC CilAVITY m- / 8.0% 9,t : Volume of Soil Vn.=.. c.c. .it. of Dry Sull and FIa L Wg:. App reng Sp, c,,=go: .It. of Fis>L No. W:,,,_,,,,,,g. gg= g 2 Wo. of Dry Nil W W : In -..... 5 S: 93 Ya 3 2 C-- ">s % Possing.02 : SM LIQUID LIMIT Frost Group = F4 Ot. of t'et Nil and Dinh... t.M tt of Dry Sit and Dish $ fRf it. of tiry Nil and Dish... S..%RM N: / 6 s t. of Dinh.. f O../.le.2.~d Wt. of L ater.............![.l.3 Wt. of Dry kil.......l..)..:3) Percent of Moint ure.........hSA.l......O..o.,, PLASTIC LIMIT A B A B Wt. of Wet &il and Dinh... k[t.S3 h.hr. 2..b Wt. of Dry Eil and Dinh _l.7.tN.S./s.M..h it. of Dry kil and Dinh.. - 22,.d.[ d/ d3 it. of Dinh. O.".2../.l 2E. /1OS G'd Ot. o f Wtt er............/.s./.f..b dl.[Q. ft. of Dry Sil...... 2s.b..b 33.b..O [Percest of Mointure..... _Eli.Q Al.r 3., PLASTICITY INDEX (LL.-P.L.)= 3o-aA=& CL SIEVE ANALYSIS RETAINED ON No..- 4Wg) b! EVE ANALYSIS FilOM IIYDROMETER ANALYSIS fE ) 3 Het ained Cumulat ive Ret ained Cumulative Keight Perce nt Per. Het. % Ret. % Pass
- [,,
Reight Perce nt Perce nt % Het. % Pass (WI) (Kl) (E) (E ) (W) (W) (W) N u 3 g mm. g 10 1 98 '1* 20 0.833 l3/4' 40 0.417 U,6 9, Q 7, Q 90.8
- 1/2'
- 3/8' 60 0346 iNo.4
_2,3 O, 9 - O. 9
- 99. /
140 0.104 t, 4/ 9 5. ( 200 0.074 C/, ( E,2 /) y Q,G iNo.10 f,D, L/ , t t- /
- No. 40
$,8 Paes No.200 lNo.200
- )3.0 Total
[o 100 Original Sample W = g.100% Pass Partial Sample W} = g. Partial Sample E3 s. U_. IIYDH0 METER ANALYSIS OF MATERIAL PASSING No../ O STEVE (W ) 2 llydrometer No. l.d $ Sp. Cr. Corr a Et. of Sample E'3 B _ Gm. II drometer Headins % P... Corrt Coeff. Diameter Corrected % Pes. ITime Time Temp. F 100 Re + W2 Kl Kg K. MM. Diameter of W. [ Min.
- C, ORIG All H
.078 l .055 l 2 F.' 3 a s A 3.o .2 M Go 29.5 6 9. 0 "5 .OR SG.4 .025 10 .020 l 15 1 30 .014 9.' Yo 60 23.0 .U.o (o. o /P.o 3%.O .010 .c of 2c. 2 .308 90 l & 3c 1440 A3.o /6.O c.o /o.O ri O. O .*2 .c9 o/ /9 / 3 also apply directly to E. the material Pa**ing the Io-est eleve. These percentages, as well en those recorded in
- NOTE-Percentages of E 2
' Co!us.e 7 (100 R A +W ) of the flydrometer Analysis, are converted to Percentages of the Total Sample. E by multiplying the Itatio of the Partial 3 Stmple,22. to the Totat Semple.W.
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- -+-
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N Pr ket No._N [ MICHAEL BAKER, JR., INC. Laborttory No. 7 2 ~ d 2.k d-3' .,[ . ROCHESTER, PENHSYLVANIA Test Ilore d.M.2 IStation,. ,,,orroci SOILS LABORATORY Date neceivedl./~.M.E.2d Date TeniedM.~dl.N,2 j,I Tested By -..b.t O..Qf.Q.M.7 MECHANICAL ANALYSIS & ATTERBERG LIMITS of SOILS Checked By _ 2 SPECIFIC CHAVITY N M C.: MS,2 *g Aggt: M volume of Soil Vs.= c.c. Et, of Dry kit and Fl%k W = - g. i CS= .7 2 Apparent Sp. Cr.=Wo= W: A-FSI: L it. of Fleuk No. Wt. of Dry kil W _ W = 40 8-3 V8 g 2 % Passing.02 : fr. I tiq(.ih ng3,g7 Frost Group : r.y A D A B it. of Dry Soil and Dish Id.e.b 7t. of Wet Soil and Dish. cM.'2[ N= k1 Wt. of Dish - M ~ 2.IOt.28 Ct. of I,ry &ll and Dish.. O.7..E~ Ct. of 5 ater...........d.a2.4. Wt. of Dry Soil.. -..../..d s./d Percent of 51ointure - - -....M'..[... " - U# PLASTIC LI%11T A D A B o Wt. of Wet Soil and Dish. -. GId.dC Mdk Wt. of Dry &it and Dish [24d[ $9.hd W. of Dry Soll and Dish... /. d.[ ).C,.f.d it. of Dish -. fN -. //r @ $ Mt..S.2. I ~ # Ct. of Water. - - .../...t.d ..[.r.M.[ Wt. of Dry Sou - - -... b.E2. 9
- i#4.
Percent of 51oisture.... - - 8 /' k. E /* d PLASTICITY INDEX (LL P.L.): y4.2/3 f C 4, SIEVE ANALYSIS RETAINED ON No...(Wg) SIEVE ANALYSIS FROM liYDRO5t'.TER ANALYSIS (W ) 3 Retained Cumulet ive Retaired Cumulative Reight Perce nt Per. Ret. % R e t. 4 Pass Nuy Enight Percer t Perce nt % Ret. % Pass "88 Number ggi) (g,) gg) gw3) gg) (g) (g) g mm. g 5 10 1.98 20 0.833 l' J/4 40 0.417 $, 'j .p,./ Cy f y,4 5 I/2* 4 c /40 ~ 3/8 60 0.246 8 No.4 ,Q 7.1 2,f f,f 17, af 140 0.104 No.10 3 7, G
- 7. 7
/,4,,3 f y, 7 200 0.074 /,y
- 2., */
7, y 7 r, '2, No.40 g( Pass No.200 No. 200 y3 Total 6O
- 100, Original Sample W
= g.100% Pas Partial Sample Wg = g. Tr,t d /]/, / Partial sample u3 = g. g !!YDROT1ETER ANALYSIS OF 51ATERIAL PASSING No. SIEVE (W ) 2 Ilydrometer No.$dA..Sp. Cr. Corr a %t. of Sample W3 Cm.
- Tim, Time Temp.
IIFdrometer Readins % Pass Core: Coe f f. Diameter Corrected " Pass 100 Ra + W2 KI Kg Kn MM. Diameter of W. Min. C. ORIG A tt R I .078 2 .055 W/G 5 JQ.0 3 ).O j,5 36,7 4 /, y .035 s L. $- (,, .025 10 .020 15 .014 30
- /0,';L 60 95.O r.W. C f.J
/T. J ??..I .010 ,0 T 3 2., .008 90 9 ' / /, ISSO '; 's. O / 6 (: f, ) / 3, 0 Z en d
- 002
/? i 3 al.a apply directly to 'A. the material passing the lowest sieve. These percentage s, s. well a. those recorded in NOTE - Pe entenes of % 2 Column 7 ' 9 II A - $ ) of the !!ydrometer Analrais, are converted to Percentages of the Total Sample, W. by multiplying the Ratio of the Partial 3 Ssmple. K;. to the renal Sample. W.
2 f, llIl l/2Qj d5'ST5NdARD' $6 FEE {liis ll ll llll hll ~ ll hlllllllll@@ll(({f l !, IN 4 ta i _6 l_ 4a so 10 0 e-_ too r - 36 1 200 i _L. ..g__ ~____
- - _77
- y:L..
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- [
1 J- ' " "~S [~T ~ 1-: }.. :EE. E ~ "~~ E- ~ ~~~ ~~ Zk: -Z._ ZZ LZ:_ . Z_ SAMPLE 72.-2.77 3 ~ ~~ ~ j D SOIL TYPE so ao i I.__..- L ~~ T Y U ~ ~~ 7 q
- 1_
-____~ L. g.i [.g'.j i. 1.7 70 70
- i
_ a __ y 4 a.--- A4 1 w I I . j 4 ._p 14 p.. - j L p y _L J 1_ 4 v i.._ 'o I J. __f_ . p H t - L g l . [ y S D T_JJ__ 1 L_ { . __~.'+__ a_ s i J .h4_u .__b L p E i= 80 2 II N "~ ~ ~~~ j 12 _ Z:_ ."_Z i 2 2 ,1 5 '~ ~ ~ ~~ g 7 { .p ._ j._ 5 50 w 50 .._4__ . 1 r 2 in I L_ 1 .JL_ p 4 4 .\\.__ L__.. e. ._.L_. L z t-- - --f-- f 7 + - f-40 + w 40 __~ y__ 4 7 g 1___ 4 q 4 t .. ___{. w 7_ _ q.__ \\.__... 7 7.____.._ n. ...J I . I ..[_ ..f 1 +_- .. I J ~_ __ L,; y __ _q' y_____ i 30 ~ 30 ._ p .) j 7 a 4.__ 7_ ~____ '_:~? ._.'L_ t . 11 L 20 20 t___. 1 ; . 4_ _..____ {. ) 1 . j 4 t_ .J__ +- - t__ -e. - L-L \\ 1 _- _ s. ._.L.- .y L 0 0 4 S] jQ 1, lg 0,E ,3 0y y 9pp g gy gl Jh qp,y Oo,9[ 0,g 6h ypf %g h g j g 65 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 5 4 3 2 19876 GRAIN SIZE IN MILLIMETERS GRAVEL SAND SILT CLAY COARSE l MEDIUM l FINE COARSE l MEDIUM l FINE COARSE l MEDIUM FINE e % GRAVEL SIZES.C. % SAND SIZES /._7 % SILT SIZESh %C1.AY SIZES b MICH AEL B AKER, JR., INC. Rochester, Po. GEOLOGICAL SCIENCES DEPARTMENT t
eei s,."Nf 5 /Mm / hv cp~f~~ f eh r i P,o'. /h MICH AEL BAKER, JR., INC. """~~~~~~"~T bd'*'E'"I b"* " " ~~ .4.'s . ROCHESTER, P!:HNSYLVANIA [(h.9.k Test Hore A.[.b.2 Station.. Off=et SOILS LABOR ATORY Daic neceived.2/...?. F.: 2 2-Date Teatea I./~[.#.".M h?! '[ Tested Dy..]. 9..e./..ir.~d.. MECHANICAL ANALYSl5 & ATTERBERG LIMITS of SOILS Cheeled Ily. SPECIFIC GR AVITY NMC: 2 R, */ [' g'.:/3 volume of Soil vs.:..... c.c. st. of Dry sit and Flaa n i= . g. W . F-S: '[ ^PP""' S C'' si. of nc L No. P 2 si. of Dry Lil 2 _52= %: E-S 33 V" C': 37 % Possing.02 = 57. J'8 LiquD Lin!T Frost Group : A H A B T t. of %et Nil and Dinh...c.d h.:ll.. it. of Dry Soil and Die.h SS.:. Y.. 4t. of Dry Soil and Dinh.. Ma.M N :,) [ 5t. of Diah O Y lO *d9 ft. o f W t er........ ...$..' 0 b.
- 11. of Dry Soil..... l l..'. M Percent of Moist u re.......2.f#.d...
..Il... PLASTIC LIMIT A B. A B c2 I.2.'l.[ $[2 /./.22 Wt. of Wet Soil and Dish...,I[.$..k [/ 7f f[ .I.. Et. of Dry Sil and Dish ..d. d W. of Dry Soil and Dinh... l...f.41.... Wt. of Dinh M I.. - it.ofWocr............ ).H. ...I,2 o
- u..f Dry Son...... 1EJ.
-.h 82. 'Percen of hture.......LLf /.L.$ pj f PLASTICITY INDEX (LL.-P.L.)= J / 2,3 - LP de SIEVE ANALYSIS RETAINED ON No.. ~4Wg) SF.VE ANALYSIS FROM liYDROMETER ANALYSIS (W ) 3 R et aine d C um ulat ive Retained Cun:ulat iv e I' Reight Pe rc e nt Per. Het. % Ret. % Pau Reight Perce nt Perce nt % Ret. % Pass N er ie {, (R I) (E j ) (%) (W ) (W) (W) (W) 3 l g mm g 10 1.98 jF 20 0.833 3/4* 40 0.417 h,/ / 2, "Z,, / 7, 2, / 7,9 p/2" (o. f
- 4. 9
- 4. f
- 19. /
[3/8' 60 0.246
- No.4
) J. "/ A/, L f,f S af, 9 140 0.104
- No.10
/p O. [g g, / /3,1 g (,,,8 200 0.074 .3 [ 7, / / 9, 2 p o, y' Nr.40 76 Pau No.200 i Eo. 200 /g Total /O O 100 lp,n Original Sample W = g.100% Partial Sample Wg g. [ _ Tit d ]g % Partial sample R3 ,._.,g. = llYDHOMETEll ANALYSIS OF MATERIAL PASSING No. SIEVE (W ) 2 Ilydrorneter No.. Sp. Cr. Corr a......... Wt. of Sarnple W3 - Cm. Time Time Temp. Ilrdrometer Heading % Paa. Corr: Coef f. Diameter Corrected % Paes 100 Ha+ W2 Kl Kg Kn !LN. Dia meter of W. E n. ' C. ORIG All R l 1 .078 l 2 .Oss P.'a 3 s
- 2../ o 370 y1 33,3 St.4
.03s s t-9 7. g l 10 .02s l 15 .020 l 30 .014 0:/ E 20 c4 '/. 5 Q0 <, 5" 2 ).3 'l30 010 . eof f7 l 00 008 U/h n ] 5.c / *8. n 14 s t., fe 2 S,.2_. .JoI .z 2_ .002 l 1440 3 also apply directly to W. the material paasing the lowest sieve. These percentages, as well as those recorded in OTE-Par < antages of E 2 Lotuars 7 (l;0 II A -W ) of the flydrometer Analysia are converted to Percentages of the Total Sample. W. by multipiring the Ratio of the Partial 3 Iampl2e C2 (o the Total Sample.W.
BRADSHAW RESERVOIR TEST BORING RECORDS
~lf#JEY DRILLING COYMNY, INC. D; A'ADN C CORE DR._LIN G 339 FA'A'CETT CHUR;H ROAD TEST BORING RECORD BRID3EVILLE, PA.15017 ll:r d~.l<.: S n rc/ /v.t 4.... Hole No. p. ,' 7. Sheet /. of /.. per 0//c c/.. Ajc b !E Station. tc e Elevation 4.0 :.\\S. hw..?M. p m-$. Fori// go vgg e,, ,,./ si.g.s e.c.. 7,v.c. fer Depih 24 hrs.. fu r.fru. e.Zss us f.r.y. h..a. nmer Weight Sc.. . Ibs. Drop. in. Location /%, m. f. 8/4 w cff m.-f. ./A. nmer Weight Co.. . Ibs. Drop. . irt sing Sire in. Som Size. in. Storted r -/d'. - 7. ; Completed /v../d'.-pa D We DEPTH 7 8 LOG OF HOLE Carcin0N -n., 'hb /'CWd 8[// 7[jy / ~ DW/i $$aoae Cr /sy w ,, e ~~. e - //.! Ar*, 'e 1' ~ ll. 3"
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!NNEY DRILLING COMPANY, INC. DIAMDND C09E DR!LLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 i j i. ,,,',s.i'- er. Hole No. ~ Sheet of'
- w. r'-
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kNNEY DRILLING COMPANY, INC. ? DIAMOND CORE DRILLING l 339 FAWCETT CHURCH ROAD TEST BdRING RECORD i, BRIDGEVILLE, PA.15017 er. p......,...,*/. A.. 4..&...., FA..'............. Ho;e yo... ? .... Sheet.... of..'.. i er.. /..**.. r.. #....../...t.'./. :. Station. ' ace El:vation.6 '.~.f..[.Z.E................ For, f.'. 3.., Q M.( f.]...ffe.24.Q g.'.~f.5#~ .] er Depth../.M... /.... 24 hrs...... '..'.'.r.',.~.^.'.f.^.W....^............... imer WIIght So..,........ Ibs. Drop.........in. Loca tion..".. c. u.. ".. 7...#.. /. C.A. J............ 1 y vner Weight Co.... ... Ibs. Drop...........in ing Size... in Som Size.... . in. Started /.4.'/ 2. 2.t.... Completed./0.//.?.M..g HcmwBicwshN Depth %@ No LOG OF HOLE CONDmON DEPTH w g l' 9 C 'f op ! JC/~ C' C' .o $. **
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INNEY DRILLING COM. .NY, INC. DIAfAOND CORE DRILLING 339 FAwCETT CHURCH ROAD TEST BORING RECORD BRJDGEVILLE, PA.15017 er.NhSC .{G E $. Hofe Noff*fh.$. Sheet. ].. of.l.. )Q []. 5./.g. Station. g a:e EI:vation Fof// SpR Q p yyp...,.iT 550,. er Depindf]lED. DR)'. 24 hrs.. Location b.. ...... h[F FT5ff NK. JZ IN T.. imer Weight so.. . Ibs. Drop. . in. imer Weight Ca. Drop.. - -. .in Startedpfg/.2f/.%Completedy/ 8@-J[ ing Size... irt som Size..--- . in. D DEPTH Y 8 LOG OF HOLE CorOTOJ g D ed n=rt2-7 '"*6-/.rP19;9. ]?i?n w s r Tn,D <-/>l 5057^ ~ Qa?--/C-k $ o*f 2 D ~ gQ SRAIPA? $ ofI./JT rW } 9, fu(( Alfh- }TRWD pipe ~_ K2 gs. ~ pen %? ~- W " //0TE - HCLE AH-2c was (c.:nd cpen to 9.o c n s S('eet e f' paye. w e pla ced / e ^ arien+ e bse r valle n Mc H. rnche. L p ee rn La/et l'efere tue te the lof fkr A//-20 ^ reveclecf fhaf Pc7%n./ hnd bewtr ,s;ri a c 14e hek e nccen fe,-a4 cJ 79 ff, T r/ l1M /*ifteg Le 9.o wi/h caviny9, ~ ? 2 4'Ell & l74r7c/- ~ cpa;1r.cf (c t W43 held, m ele n ds; ve #1 4ufue ', Dec. 19, l$?2) Gmf 8.2 /f c/,c;pc w e p /c 4 F~ ' N, f m m h esem m M M ~ O = M M
AEV DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 Hole No..[.....$ ........ '... r. /- f. 7,y.Ci /f../ $ ..... Sheet. i of. } .f[. ....'[/.$.4. Station.... r cs Elevation 4'.S.': T). For[,W.$$F.o;TD.................. Location. 8,C/8.7. M~b. I. '.0A..?.,'0N W I. M....... l. ' Depth. . 2A hr5.. w Wright So...... . Ibs. Drop....... irt 4 ser Weight Co... .. Ibs. Drop......... irt g Siza. irt Sorn Size....... in. Storted /.C.-/7' P... Cornpfeted./!' $ ' ? O DEPTH Bkms ,LOj OF HOLE CON Dr led Ree'y. pe l* Y* &l .* l*% 9 r ~ _ 1 h$ ~-t, c. .~ <- ? m.,.,n w sme v i l f( / m .i. sue 6 h N h e.= .inninism m m l N N l N N N M e b 8 M-N N N f
"INNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 i $.0.. Hole No 5:hl.'"k.. Sheet../. of../.. \\\\cr.h2.b.C(15.I}d. per. K... C/.7/. Station..... u face E vatian 'i.?O.~.-9.S. For$5r.$0.0RCW.TR k.EICCCo. R 1:r Dep _f 9)_ _ g4 g,,_. rnmer W;ight So.14' //... lbs. Drop. 7 Q. . in. Location /)of. A( /. _ k[, _..85.fM/., / ./ mmer Weight Co. M v... Ibs. Drop.. S d. . irt sing Size. '[. irt som Size. - . in. Storted //..8: 28. Completed./.b.N DQ d DEPTH
- B LOG OF HOLE CorDTION
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NNEY DRILLING COMPANY, INC. DIAMOND CORE DRlLLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15D17 Sneet. / cf../ ,, [.. ". / f...." <***".'.*.6 M.... Hogg No../...,C?' 7 '..4.,O; f. 7..,.. 5, rn. A Sta t ion...,......... er oce Elsvation. 2,7.d. -r C.... For.../.'y.g.~.v.<9:
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s-3...... ..../.- N.~/-.4.. Location ?.9' '(.(. e.D. (d~/?./,'.(.M-l4.^'.. tr Depth. .... 24 hrs., f de hj~c f........... mer Wzight So........ lbs. Drop............ in. imer w:ight ca........ lbs. Drop.......... irt ng Size. . irt Sarn Size. . in. Storted.jr.d. ?.'- . Completed. /.4. f.y.'/ **. Hcrnmer BlowsN Depth Sorrple No LOG OF HOLE CONDrnoN DEPTH w g Drilled see'y. 7 y ~ r* /,"{ _,Jfi,7)' { =v4s J 'Nf ' ,*G [; y_ 0 &
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NNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROA0 TEST BORING RECORD BRIDGEVILLE, PA.15017 e.
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Hole No.,.e. f..,H Sheet. / of. / r e." h. 2...(.'. ? " '.~-4..# Station. 11 - . 7.. ' For.. '.'.i.' :..' 'e. ice Elevation.. : '. - r Depth.. N " 24 hrs.. . ;.b. iN.. f ct.*'$l.EQh T:'.'. ~. ner W;ight So... .. Ibs. Drop. . in. Location.d Rs.T.. /.'4 fli.M.7/7....... mer W;ight Co.. . Ibs. Drop. .irt ig Size. irt som Size. . in. Startedd p.- 2?. Completed.d :' # ~ 2Y ~ ~ l Harrrrer SmIhrte B1 LOG OF HOLE CorcrnoN Depth W8 N3 DE.PTH Sg, Dnlied Rec'y. _
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1 JNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 r.(.;Y.c$/h $.0.!I.sl.6............. Hole No..'b.$d.. ... Sheet.. /... of...l... l r.fi..'O l.D.../t fr.f.hi,.. Station.. c2 El;votion '7'.7. I.,. 5 'l.......... Forfi,c.p.g.tfAC' l " Depth. .......... 2 4 h r s................. SR.O.50.;.s... fh 76 tTI'g..".7! C.T... t ner Weight So......... Ibs. Drop.......... in. Location.f.0.lf!. [.. FW.h.4An -r,,, ner W;ight Co..... . lbs. Drop....... irt ig Size. irt Som Size.. .. in. Started /i--I $ /.7.0.. CornpletedM. '.1. $... WN DeDth W8 NO I Hammer Sows Bows LOG OF HOLE COOTOJ DEPTH Sorroie Dniled pec,y. l Cosing tr .G. 0 - 3. O di.5j.3}- Cth7 i,iti;f _I ._J 7.# q .Y f*/' M S/~Y,Y C L*-Y
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MEY DRILLING COMPANY, INC. s / DIAMOND CORE DRILLING 839 FAWCETT CHURCN ROAD TEST BORING RECORD BRIDGEVILLE, PA.150l7 $.%.E8?f.'.!^.Yb.. Hole No..? ?C.. ... Sheet.. ?, of. '.. ,a.'.%....}.$.. 9..
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For/[. A. 8Gl. 'S.8P6R.))... A sso. c.OzE,c 3 Elevation.% *.?? Depth. M.^... 24 hrs.. 7 Waight So.......... Ibs. Drop. . in. Locat ion.[@'?!.f....[d /[A..ig.4.Z...Od y Weight Co.. ... Ibs. Drop...... irt . Size.... . irt Sorrt Size. in.. Storted/.#.//.P... Completed /e'.'Y;.2M Ogg @EPTH M" " B - LOG. OF HCt.E CCrJDITrp4 o s - c. x... z e,. w ~s. y g g /3// A C.5/A T Y C 5 ^* ~ ~ C P 1'.O s ^ ~ A m p pg*
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6NEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 6.b.. 24 NC ' '~D Hole No ..M. S .. Sheet.. /.. of.!.. 7 se Elevation.N..# [.d .2.@.. For/y.vv.g</A.<M. 7.. /.r.M/.8..&8d Station...... 7 Depth. ... 24 hrs.. .. [Ad ic 1. A... /#//5fi/ f. 7/ t.6,. ner W;ight So........ Ibs. Drop........in. Location 8&/.E,./d(A. A'. 7*........ ner Weight Co.. . Ibs. Drop. .in 6 Siza. in Som Size. . in. Storted #M(. M.. Completed /'..@,. M ? D Dbed S LO H1E NM DERH Q p - - v., ,n ~.
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NNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 er L t.x 0.. / n = x...... Hole No....d..,.7.7 ..., Sheet. j.. of../.. er D s ? d d. s o y a. Station.2 ss..i.7ou sf p a.,. n <c./.19..:t so c.. o:2 Elevation. 4% %.%. (mm.t.c* ****h... Forf,, p.e a..z,y,,s s. C :, s.. . 24 hrs.. tr Depth... mer W:ight So.. . Ibs. Drop. .... in. Location //,y,,,v/.eg g.pu /..../?%.. irner Wright Co.. .. Ibs. Drop. ... in ng Size. in Sarn Size. . in. Started /e -/ ". 72.. Completed,4p. ri.a2 fw
== Depth sorrpie No ~ -sons *86 LOG OF HOLE CorDrnON DEPTH w Dnlied Rec *y. a, c - e, c-wp %.' / E"*wrv$l/9 c/ny ~ g Q= 5" C Se s* '/ }QYJt vec/ WAM // Jh*.Tf fruV So$~ Re>T 6 m M N N N e.buuut m N N M w w N N m m N h m eme. N w w h o .m M N w d
'JNEY D.'litLING COMPANY, INC. DIATAOND CORE DRILLING 339 FAWCETT CHURCH RDAD TEST BORING RECORD BRIDGEVILLE, PA.15017 .E./J.J.hnc}rs.csf. Hole No... A.~.22. Sheet. J. of.f.. r l .D.My i.e.l. . /LIG.b.C. Station. 'c; El:vation . W.c2. 2,. 2.'7. For 4.//. Ac.u Ay urr.r eJ...,r7S.st. c.. Z,.a c. " Depth..Dr.y. 24 hrs.. . fu s..r~ss z.c.. 7w.y.e.g. /.3.f c.ru. ner W:ight So... . Ibs. Drop. . in. Location /h o*,a f. 9/e. prs n w.~/... /%.. ner W:ight Co.. . Ibs. Drop. . irt ig Sin. irt Som Size. in. Storted/4../2..7,2. Completed /o. /p..y Q DEPTH "Q B LOG OF HOLE CcromoN t'. ! -c,<~ WP G,' / Srs w av 5~. / f7 [/s97 f_ g, O N Y ),' j i M/ W f f f $~ e F C G) =f'd* **W l[ rf. r, e - 7 e fe m e c'/A y m :s k Y 20 $ d V s' / / m N w m N N N N N Wiipilmmh N N N N N N N N N N N T -0 N N = N N
1 NNEY DRILLING COMPANY, INC. DIATAOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 tr s.k.. $.<r. c/sse.R. Huie NO../7 '~ d.~o. . Sheet../.. of../.. w 47xo s:n/.../Zsc J,/c. Stat.non. 3c: Elevation. $.*h.i. \\ C" M.m. r."P. 9.+' '.*).. For 4.;r. So.e /*y.use,-d.fsse.c.. In: ~ 'r Depth. fr.y.. 24 hrs.. Sud 4 s <r.. :Truus.s. -/,:e.g. 'ner Wzight So.. .... Ibs. Drop. ... in. Location.4,. w.,,..fpe,fg f.. A. mer W:ight Co.. ..... I bs. Drop. . irt ,g Siz;. irt Som. Size. . in. Started /c. /I.. 7 2. Completed,/o. --/p... 7 2 DEPTH ""
- 6 LOG OF HOLE CorornoN h
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NNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 Q.N.?.f.N.. N G E. 0.. Hole No$}b.SQh. Sheet /. of. ].. tr. .)L.CC.:?d. Station.... er Fors.N? l]r.D E.i!J C R D. 5 5 5 0,. aca gevotion tr D @ S b,t,......... MD.'. 24 hrs.... Locationf,:r.I. M. /. ..m..h[.........N...... OM$.8N mer W:ight So...".. Ibs. Drop.. - . in. rn:r Weight Ca.. - .. Ibs. Drop. .in Started /./ O-28... Completed //.2. M. ng Size gv54/ PED. in Som Size. ~ in. O[ ""w LOG OF H CONDmON DEPTH rr / fr *n i /T H A W A1 /OQ \\ns/ Tr P J h. f} 3 7 of./o $ O t hir R D WSilt 4?j. ~ L <<A e'ldV h rTM'D TF) PPn WA/ f GP ST V C.// / 56. l(.T lf,su.7co-4.$a sn o-rE n Re r}c TR t iL T l3sfv O - D ~ g,;7n o p. ao n a g, t. > ) 8 t uls I p; Pe N .um mus h h N N M w N M ,M m N .mism.mo h
INNEY DRILLING COMPANY, INC. DIAf3OND CORE DRILLING 339 FAWCETT CHURCH RCAD TEST BORING RECORD BRIDGEVILLE, PA.15017 er. / $. k. 5 N..?. d.0' Hole No..s U Sheet../.. of. /
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Station.. cr ace El:votion.~.lS. .Q..&. For.. E E.!0 l',' [ f, & s.D. er Depth.')6 # 24 hrs.. " .Sl:0 3.46(%.C ?-:.e?<K: r.'g7/r. M mer Weight So. . Ibs. Drop. . in. Location d'/."7'~. #A 76./A./ ' lmer W:ight Co.. . Ibs. Drop. . irt . Completed [' ~ M8 ng Siza irt Sorn Size. in. Started [ D DEPTH 8 LOG OF HOLE Corom0N D pe*7 , o a u, v.g 0 O' E O 0,T / [/R4/ 5is ~f C ' '~? [ a I h (( [ C 6 C' y,l s CD. ~x,'Af C 3 4 FEA s._ _ _/-. 4 //3M C. G J ' ~/ C L 4 7 AEcu me M N N h h muuuuuur h h muuuuma enummp N 6 h h h h h a h h h h N h m h h h ename M
INNEY DRILLING COMPANY, INC. DIAf.40ND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 s'~.... ;).. < f.....'.' / 'fW Ho;e No..,. 7( f,5- / ~~ ' x ' ' ' }:' . d. ' ' N).,. =u. Sheet. of, / lgr Station... M ;<1 hMx C. >er For.8 I'c2 Elevation if.E M. 5' # er Depth. S. E.. 24 hrs... --- If*GJ(-d $ CE.. &:rty/f-nt c.e. amer W ight So.... . Ibs. Drop. in. Location OmZ,/"Z. v6.5.A e T nrner Weight Co.. . Ibs. Drop. . in Cornpleted ?'D /'/;.2P ing Siz2. irt Som. Size. in. Storted 9-#' '2h. O DEPTH 7 8 LOG OF HOLE CCrJDrDON Dra ed c, = 7 <,.- via
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NNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 Hole No.,<[)... / JT Sheet ' / of~ ~ 1" e. ,s s..~ p.- s r .......e ...,,#~'i'4'....<:..<('d.S... Station., r J,( U M f. Cf, N,,Q4,T.'Y.. For.('k'.c(f,(./.c ic:; El;votion. ".'.'c' .[ A fES.7', A 7/ g, A- .A# 24 hrs.. r Depth. ner W;ight So. . Ibs. Drop. . in. Location 8f A'/~. /'^ P7-JA A-7'. ner W;ight Co.. . Ibs. Drop. . irt ,, f. d.# 19 Size. irt Som Size in. Storted # #' Y Completed. "F-D Dbed pec'y. DEPTH "7 LOG OF HOLE COOfTON
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INNEY DRILLING COMPANY, INC. DIAfAOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVillE, PA.15017 Hole No.((.)1..~,.b&~.R.. Sheet. l. of.l... er..hSCPh... [6ES............... f Station................ er... X.. 6 0 f Z ~. M........ Fore.//..(fa vit u,1l1D...,jygg g....... ett[e5n. o.8.p......... 24 hrs........ ,0jg Legt ion.................... 9 .h.... Locationho.........N/E E5gg lpl'., fy.. Drop........ in. trner W:ight S0...... k.. Ibs. vner Wright Co. f.... Ibs. Drop...... .... n ing Size 4...... . irt Sont Size..... in. Storted#dM.f 82.. Cornpfeted./VdV-k'72 LOG OF HOLE CONDm0N Depth sormie No DEFTH w Drilled Recy. s, i~ Casing, y. s, W () n, _,1. "T"~, m f ~ ,(
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NNEY DRILLING COMPANY, INC. DIAMDND CORE DRILLING 339 FAWCETT CHURCH RDAD TEST BORING RECORD BRIDGEVILLE, PA.15017 n '.c o e, =/C $ $J/ / of. ) ~ Hole No....<,. . Sheet. ....d. er .....,p'._. /~ Stati For.[on y E N.I.0h[' [ A k'[ch.k.k k. oca Elevotion..kN.k , ~. /'C/'"#F@,7'..'. 9, 24 he s.. 7 rr Depth. mer W;ight So.... . Ibs. Drop. . in. Location.#'M 8[A f ~ #7 ^ imer W;ight Co.. . Ibs. Drop. .in ng Sizi in som Size. . in. Started. Iv'. M Completed./r- //..[' De h Sorrple Ne "7
- CasingBE LOG OF HOLE CCrorrKyi DEPTH e
Rec y. - - l l- - - - 'I ' ' " N:~ AI ' ' ~ Cs c,z x ;< s5( jqT] CL '-! E' fe. } (; ,yry.T h ' / ^C t ^ J' ~,/ O M ~ /' C ffco' */b 3'*-> JFU S LA//:"A4 \\ ~ l m h M W N N m M e.BW w m O 4 m M N W M M N M enimB4meth m m emm->
L.*,E Y DRILLING C'OMPANY, INC. Dit.MOND CORE: DRILLING 339 FAWCETT CHURCH ROAD ~ TEST BORING RECORD BRIDGEVILLE, PA.15017 i 8.8... DiyJ.J. Hole No..E'- J.7......... Sheet. /. of.. /.. i ~ 7~.*..cy eu e c/).'c,. Station..,/j*/. 7.-/.30..
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For f. //. }H v /7gisirrc).. JJs S o.C'.. To-Jc.. Depth...Y. 0.. .. 24 hrs... 3..&...... .Sur,C. sc. e...T u e.c.fsc w. n er Weight So29o... Ibs. Drop.. J o...... in. Location Ac in f.. #./e er..u v f.... / h.. er Wcight Co. 300.. Ibs.. Drop.. M... irt .i.. 4 i Siza. . f.'. in.. Sorn Size..... in. Storiect,/or..- / c.. 7, h. Complete 4/.cf :-/.9..7a? I i DEPTH "7
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' LOG OF HOLE CONDmON O Di ed e c'y. s 2., e n - c. -- p r> <e.) _i ,L..i". '/ 'f, n 7-9 ~13 'S' W * * $s/ff Q} cf, i, ,,-?<- Mnp g._[ /y
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JNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 r.A 4?..C,y/E. Hole No.[-) 2. . Sheet. /. of.. /.. 7'..g 3 w.e c/ # o. Station. .e Fors si fe, u g.un r.c4. /1SS c.C,. ],vc, a E!:votion //ECo.TJ/. x f epth.33 24 hrs.. , fu r.L; u c..f,s.,r.c f b^o av D per Weight So.//C.. Ibs. Drop.. J o. in. Location. /S, m.f.. %,.g,,,s.t. . 8,,. Wer Weight Co. J.c o.. Ibs. Drop.. / J'. . irt ig Size. .f. in. Som Size.
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Started,e../ 2. J.2. Completed /c; ./d../.2. D DEPTH (, B LOG OF HOLE CoromoN =~C -r a v.a y, c. p r 30 -p
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INNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 er.fqS e3G.. EGER. Hole no./-?- h.0 Sheet f.. of. /. .K. C,' O. S 7'/7. Station er Ece Elev . W l\\ ~I O.. F5 w t..Y W...%-\\- %. ForEd 9s unq u anD.. Ks sa er Depttf/ption###77Elr M6 24 hrs.m . o/NT..ME//5//'A/[. b imer Weight S0../.4.0.. Ibs. Drop. 2 O.. . in. Location. imer Weight Co. SOC.. Ibs. Drop.JC/.. in ing Size. 4.. in Som Size.8. in. Stortec/C-8678. Completed /8-88.78 De h DEPTH 7* LOG OF HOLE CoromoN & ed e a ~ ~_ -,i 6 -1 T %- T SBMS-Risuin D17 'Tir cirv e x-CT N fo') M fj?jql E C ~ 74 A S'-7o~ -S O YA$ A 4 Q, SWb.} ^ GliE,J ?:D,v w1T% vs7AntsD tar /A p%,v g p 73 FROM ~ 56-/o-/s. o -78 ~- sAs/F ./DA a p o,r ,#spD Rn Gd ~~ m M N h w m h .mmmmm enunum m N N h N N h h N N N 9 aussimum. M Summmmm. N m N
I NNEY DRILLING COMPANY, INC. DIAMDND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 .df}SC PbEGEB. Hole NoE*b'..$. Sheet./. of l.. rr Statio$n... )d @ g. / j7... y FOS .Bs on e tirap,. tiss.o.. ace Elevation LocatiorPot u.i.. Pl..........~..P.. g er Dep1hWVCERfD. DR}'. 24 hes.. serstru.f..,. mer Weight So., . p.. Ibs. Drop.... . in. mer Weight Co.. f5 lbs. Drop. .in in Som Size. - in. Started)f3/. . Completedf/8/. ..[ ng Size. gI N h DEPTH 7 LOG OF HOLE O ,d ().~ S l WMh / Kil7]k! A t /M J )r1L 'ArJ i ^ gap 97 5-9 7 -[?*.hj[$ tsoN^! 5 *% nfi ,v J, 7 ~ fY l p 2 Pai. Em= Sun m N w W m N D Guk gm .um h em Get e 6 m W W G e N eu. eu. e> h M N N h ,u
NNEY DRILLING COUiPANY, INC. Diar.iOND CORE DRILLING 339 FA'/.'CETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 .[Ej c Dk .05 sh Hole No..f.~. .h.. Sheet {. of[ rr v . ) s. C'/7/.. Station....
- ce Elegation //a-5,$ $
For E}/u. fcufs quRitD. JSWr. 7 Dept'.df k 5 5 24 hrs.. 3 Location /?O///[. /h.df8///.)./.M.: mer Weight So. 4 6.. . Ibs. Drop. 3 C. in. Drop. 3(8. in. /. . irt mer Weight CoJf4' . Ibs. Storted /O. 2J J 2. compteteo /o.26.7F ,g Size. .T. in. Som Size h[,h DEPTH "7
- B LOG OF HOLE CorJ d
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INNEY DRILLING COMPANY, INC. e DIAMOND CORE DRILLING q (D[i $ y' o' ' d TEST BORING RECORD 339 FAWCETT CHURCH ROAD BRIDGEVILLE, PA.15017 'p er .5 ffb,_hES. Hole No [TN., . Sheet./.. of [. .)....C o.5 /E.... Station........ ,er ace Elejv tion 422. 82.. Forf//. BoultevirR O..irssa. er Deptn M # 4 24 hrs imer Weight So./f M. 4.' lbs.Drop. 3 Q.. . in. Locationh/./k/ MS/75//A//..j. N. sm;r Weight Co88.O.... Ibs. Drop. 36... irt in. Som Sized. in. Started /4.-8J-72. Comp!eted/4..85-[2 ing Siza..f. O "7 8 LOG OF HOLE Corom0N DEPTH i ed o-r3-i.o aw n rnp s /i m f7-t gg _g W&GIII!J.6L-Yn$v <;,17"r, c /rry nh I 45]LbL. &L- ~~ tt tola Tps 2.Wh' 70 ihrRD s. z a.1 m t E - 'q Gnir,r' ci ley >>r/? s>=r s hls Ar-.@g? ~ M X C o Y'c. of.$ f gi-k / 2 0 12 O GR St r.5 ir/C' I/lARD 5/) Si a ~ S 3 N 9- \\ ~ q0 aume ~ ,ee [ ,l m m 4 m h e.uSeuumm 9 m T M m M m
QNEY DRILLING COMPANY, INC. gt DIAMOND CORE DRILLING g g y 339 FAWCETT CHURCH ROAD 5 0 d TEST BORING RECORD BRIDGEVILLE, PA.15017 4 'tr 7 e p ON .0..... St ion. r ce Elegtion g2.. fC...... Forff/. 8co rt qv 5 R D.. jfS50,..... l ' DeptKgaggdg.12. 24 hrs. LocationPo2 ur.. Pl... a wr,.. s ~ ner Weight So. /f O.... ibs. Drop. 8 Q... in. 3 ner W;ight Co.Sdd... Ibs Drop..JC/.... irt g Siza...j....... in. Som Size.2.. in. Started /4 -8.J.72... Completed /4-83*.78. O DEPTH ows LOG OF HOLE COromON ni! g 4}g J.knd-b e u n. TO M,-- %.?~'* ~ (g yyp p _ no va, 7:17 72 e la,a DEWTC W f-A* Y y. A - gg./s~ f. D //RRD ^ P us v n'n % 67ast,s u,parhenen s/nric n. </n, - nI2v cctnge .7 va),8 a /VX C-.O Ye g.O-k =// O // o Aa nv shir/E //HRD 5D 4.)? l m i t e 1 N N N ae emil.D 9 l s' l l ~ .me. I gr
JNEY DRILLING COMPANY, INC. i DIAMOND CORE DRlLLING 339 FA'!/CETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 r- . Sheet. of. i .</. /-....... '........ Hole No... ....4..'.,. Station......... For. M M ' '*f 8 ( 4.f.O. c3 Elevation...'.2 ...').S... 5 ' ' ? ? '-6.WE.. 'h'?.:^:~ '1 & Our Deptb.. # i.....-24 hrs.. Location., ' 6 I ".Y' f-l#'."
- Weight So..i'#
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NNEY DRILLING COMPANY, INC. f DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 tr /2. B.. Dc y./.C.. Hole No.. E-si.. Sheet.. /.. of 1. . ~}.~23 w e c//ro Station. w 3:e Elevation .W./2..?.'l. For f.M. 2e. u ag um el...sf."S c c....Ta a c. r Depth. 5 e /.oec e. 24 hrs.. .3. f. .fo rinc c...Tru vc.5 -f l3 s71;c rv. mer W:ight So.. & c.. Ibs. Drop. . J C. in Location & em f.. //4.,.,f,,v -/. ./S, mer W ight Co. 3 6 0...Ibs. Drop. ./ 2. .irt ,g Size. . f.. in. Som size...'2-in. Started,/c - /.7.- 2 2. Completed /o../ 7.p a. D DEPTH BE LOG OF HOLE CorcinoN Dbed Ca sing Rec y. s~y n.r - o. s-TA S., / J, c 9' $rcu.O 4Orny ~2, 0 9 -s e -/A L o' S h+ 'Ic-3* (%yey S,/t t v. s-so p._~-<v JJ.*+- u s9-e <~ [ /)/'~n' / ( 6.o 9-13-2o ~ 9' - 6. ' ' G r />y,,. <,, il o~ < ~ < / <4 m /r-I' e t l fr. 2 I W2 %*c. O. W C,f ~7 o ORr L: 9eny LJ/9t'y' Y'A jn,c Q g ); $ 4 r3
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NNEY DRILLING COMPANY, INC. Di AMOND CORE DRILLING 339 FAWCETT CHLJRCH ROAD TEST BORING RECORD BR!DGEVILLE, PA.15017 r,' f. /3. O c, y./ (.. Hole No[.G. Sheet./ of / w . /..,._',.J. ;. ?. cl J r o. Station. ne Elevation J//6.*..la.3. For i//..Ge.v R 9 t/;1 rel.. j1 :.s c 2.Zeu C. r Depth..].C, , 24 hrs.. Zur/Mc c. Tsv s' t s t'o.j./ c ni. mer W;ight So / '/.c. .Ibs. Drop..20. in. LocationA,.~,v/. //es f,e fr/../% o mer Weight Co. 3c.cA.. lbs. Drop../ g. .irt ,g Siza. .p*. in. Som Size. 2 in. Storted/C. ./.7.- 7.0. Completed,/c. /2..7 % O "7, LOG OF HOLE CCrJDrDON DEPTH D ed 2 - 9a o,o c. 7'~t' Se / rr y / Q, ;." ,, / > L '
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- 7.c 17
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ENEY DRILLING COTPANY, INC. D:AMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA,15017 7 A$.13 J.. f./.'. Hole No..[ ~. b' 3. Sheet _r of.' ~ y ./. %.O w.c M.)(v.
- Station,
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For gy. ll60 E ?li r.:.acd. f'.!,5 o Q.C ?. 0 m Elevation 7 D:pth../. E.. 24 hrs.. Supfu.;Tj i;2_rs?.3.. G u v e 3 f.sl3 '} c s / .d. Ibs. Drop. 2 0 in. Location 8 on.,a 1.s
- c. Jr! yt..... / g..
ner Wright Sq/-[0.0.. Ibs. 'ner Weight Co. 3 Drop.. J'.'d...in Started c. - E k' '.7 2 Cornpleted /4.i?..7,1 in som size 2 in. / tg Size. .y. M Dyf{,h 8 LOG OF HOLE OONDmON DEPTH "7 d ee'y. ~~7~'. 12 <r l I -p w .r. q. j 7, s.> <s 14" 2 p.<" /, s- )'crkr >? h, ' ~ " " ~ ~ u.. r. g. g,f B ro n > N So li> Cla y V v,a c e j f 1s f> 12 c i.
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JNEY DRILLING COMPANY, INC. D:A f/,0ND CORE DRILLITVG 339 FA'*,'CETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 /.t.'. C 4..,. t c. Hole No... f'. fp' Sheet /. of./. ..?~~,. >.. u e I. J.'. o. Station.
- e El:votion A.'J 9.c f Fort // & u. f g. c. h'd. )??. Sc.C'.
Depth ff.. . 24 hrs.. Subfa.fnc E.. In. ur..~../.. "; 6./.. u a. e Weight So./ y.c. . Ibs. Drop. .'). c.. in. Location.#.r, n; /.. F/c.,r.,..... -/..jo,. c ,er W::ight Co..?c r,.. Ibs. Drop. . /. C. . irt g Size. /,/. irt Som Size. .I. in. Started 'c .,2J ' '. Completed. D DEPTH 7 LOG OF HOLE CoromON Di ed Rec'y Casing /-l - f. a .c.1.f :'. t !--. ' rJ=.s.5"".. ,t_ ~_ _ _ e.. - /. p. <,, c_, L r -t S o l,'- 2 m, i s + __ lc-g ' v w rs
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INEY DR!LLING COMPANY, INC. I DI ATAOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 f,.l,?.. 09 }/.I.C... Hofe No.. bf$.' Sheet. /.. of. /.. /. 3 3tl.V..:) X O. Station.
- 3 Elevation //. ? 6.'32 Forf //. Ben'ey
- /,,it J.. As ce c...r.ruc.
Depth. b!. ca. 24 hrs.../;r4 0. S u b s v&c e. 7,v ec.s t a g,,.s di g.a. ier W;ight Sa../3'd...lbs. Drop.. J D. . in. Location./.% /,v. f.. Plp.n.%,-f Mr ser Weight Co...?G.O.. Ibs. Drop.. /F.. . irt irt Sorrt Size. J. in. Storied A. P.J. .-' 7.. Completed /.<:.d3.7.2. g Siz]. / 0 DEPTH '" 7
- BEoE LOG OF HOLE CODITrJN 0 ed R ec*y.
Casing We r< ;l '~' .c. c. - r:. ~- p,, .h 0 l 3 - 4* ~ & n. * - 7, O Are e fr /jffIA) di rac & 'l - lr~ f)r1r-F n. 2,~ '2
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'IthNEY DRILLING COMPANY, INC. DlAT.1DND CORE DRILLING i 339 FAWCETT CHURCH RDAD TEST BORING RECORD BRIDGEVILLE, PA.15017 00)(Ph. [G ER. Hole uo!55-W. . Sheet l. of./.. ler .)(..CO ..N.. Station.... face Elevation $ .s.$ Fore $.b.uS9 UA}Eb].$ W,- per tar D:pt;Fi&6AEl). dry 24 hrs.. g
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. 4.- B./7YA// /. ../ Drop.--. . in. LocationTC.). Aj./. nmer Wright so...... k... Ibs. mmer Weight Co..h.. Ibs. Drop. T ,irt .. b Starte4([//-Of. Mompletedddf[M: 7 6ing Sizgfg} irt Sont Size in. 0 h7 LOG OF HOL E CONDITYJJ DEPTH Dre ed
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NEY DRILLING COMPANY, INC. OlATAOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA 15017 .f( '$ 0..y.l *... Hole No l'..f*& Sheet.. /. of..). Y.C ? s. x. c.l K t.. Station. ' Elevation If 3E. 2 st. For E 11. Sw a.,w., erd. A S, e. c..r au c, Depth 3+ Cj. 2A brs.. .,]. 5.. SuLSurf.we.e 2'av. v .}lcou e.s /s'y/?(. er Weight So. / yo.. Ibs. Drop. 3.o. in. Location /L ;,.. f. f.ic r. ;,,,.2+. er W;ight Co.]vo.. lbs. Drop../.7. .in I Sin.y. in Som Size.:?. in. Started /.:..2 2-72. Completedj;. p *3.- 7,2 De DEPTH 'Y" LOG OF HOLE Corom0N p e. <, - c e
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INNEY DRILLING COMPANY, INC. f DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 ler. b G C,Q 2.. h* ). 0. Hole Nh5~.$. . Sheet ). of /.. >er C. O. S./. # Station........ f ace Elevation............. Fore //. Soul? Pu ffR b .85 50...
- r DepthF/tG#82M.. M[ 24 hrs..
LocatioMin.l..P1......... _. k.. 6 6.5FA//.j. nmer Weight So.. . Ibs. Drop... . in. M Drop. . irt nmer Weight Ca.5?.. Ibs. startedgo v.2?.72. CompletedNOV. 2T 72 ang Size. ifUG. in som size. ~ in. D "Y
- LOG OF HOLE CorOfTKrJ DEPTH D ed
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i TINNEY DRILLING COMPANY, INC. DIATADi4D CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 'ller N&..d'!f- 'f':/M.? ?. Hole No.. 0 ~ l.. Sheet. l of l~~ fper .2.2.WN.. ~" p H K. Station. >rfoca El:votion.. f ' 'f. 2.8. For.. R o.9.g p M o. 31;r Depth $^.CA*M.. 44%4@).d4 ' (. .QG.4 soff..g.y.g rp y-7:q immer W',ight So... .. Ibs. Drop. . in. Location..&M, d.CA SAM immer Wright Co. . Ibs. Drop. .in ising Sin in som Size. . in. Storted/0. #f. .&. Completed # /' '~,#d~ h "7 B LOG OF HOLE CONDm0N J DEPTH ,d 0 - C-9 Ak '~C A !* '4
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NEY DRILLING COMPANY, INC. DlAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 . #Ec H.ype r.C@. oM.d'. Hole No..[/. .. Sheet.. /.. of /. Station [..f 0 6.QA44.. M. d.F<C7... #M f.C e Elevation.. '.J.E M. For.. ju.4.JP/.4.. M Xf.17/ Depth.. AAf. 24 hrs. 0/C4.&c.c?> M ' Location.d/".J.. Cid JM.Jxyg o f.s. T.. Y Weight S0.. . Ibs. Drop. . in. er Weight Co.. . Ibs. Drop. .irt 'e Size irt Sarn Size. in. Started 6. r.r. 2A. Completed.+;-M 3 Deptn SWe No DEPTH BEows LOG OF HOLE CONDmOf4 Drilled ficy Casing ,j 9 u.c. - c. y on ya/ ~ J&/s-r.cr :T } O. ? - 3. 0 J yr!T /JC J AT/ Ct.Q / J o-y : 7W d4 C W Tc / n snu s %) ^ yy y VM7 p/ J p ?7.>m os'7sS 4 2F O SA. 4 m Deum M m ,e 6 N N h g ~ / t m m N h 555BEmm'GW m GuulW N N h animum 9nn4 umma s 4 g, s emum /4 - p M N
INNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 C.'N...).4..'T4.'<.f.d Hole No../...b.... Sheet.. [.. of./. ler . #4.44!..of.* < Station. For. /f. f.F.e' W . ~ '. foce Elevation #- E.?.. er Depth.&.V.. 24 hrs $"A* f^'fo. " " E&#:T. &.T. W,)?'??.?. mer Weight So., . Ibs. Drop. in. Location.^'df..d.W^# mer Weight Co.. . lbs. Drop. ..in Iing Size. in Som Size. in. Storted / ~ ~ #' ?A., Completed. fr. r. r ?@. I DEPTH " "w ' B LOG OF HOLE CCrJDm0N ' {,hd 5F-( _ fji d /n.- 7.~ t / L.- ./r/spr~ ~ 99 .* 7.? O d'y',7 sf4 3-srf C s.A 7 f r - y J~ y 44)'/JF /$ T Dx T/ CsAr '7l foCA /d*'~}/CM ?- / Y W-re pw cav ro DNFAsix., p,u.e.S~ $~. h / W y M p m h M h N W W h N m W emI> m M h h m
FINNEY DRILLING COMPANY, INC. DIAMOND CORE DRILLING 339 FAWCETT CHURCH ROAD TEST BORING RECORD BRIDGEVILLE, PA.15017 iler . d ?.,[i.'...S'E &. S !$ Hole No((. 2.-'d.,.. Sheet.. /, of. / 4 per . 4.vxa../.w.w.4.c. Station... ' face Elevation.....'& d Y...... " For./,[.A.Q.f.DA.40 ..E. M (!'/../.e.7 /J.7/ K.Ir.o &.. ?cr Depth. /-Y.'. 24 hrs.@$0'.&'-f:V." " Q amer Weight So... . Ibs. Drop. . in. Location.6/.T.C., fg.dA..ing.C tnmer Weight Co.. . Ibs. Drop. .in sing Size. in Som Size. . in. Storted d.V.5. 2#.. Completed.W '- f'.d? ~ D l DEPTH '[ B1 LOG OF HOLE C0 0 DON C c
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