HomeMy WebLinkAbout1.0 Applicationo
GARFIELD COUNTY
Building & Planning Department
108 8m Street, Suite 201
Glenwood Springs, Colorado 81601
Telephone: 970.945.8212 Facsimile: 970
www. garft eld-cou nty. com
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RBCBIVED
sEP 0 I 2003
e4ss4dffirir?F$Yi-'il.
SubdMsion Application Form
GENERAL INFORMATION
Oobecompleted bytheapplicant) A€D fihrne-
F SubdMsion Name:unf e m oll tot lL i l\tnAe Euevvt
) Type of Subdivision (check one of the foltowing types)
Ske{ch Plan *_-* Preliminary Plan _X__ Finat Ptat
rot !- x
Lo+ A
d ce //?, cned,inntz
F Address:,449 e,xheta- Dkue Telephone : ?4h G?b-6bb?
> City:6L*State: Cf. , Zlp Code: Slt6z*to<fi?b5bb1
D Name of Ownels Reoresentative. if anv (Attomev. Pla0ner. etc):r70na Ar Tht6 f/rna
h
D Address: _____ -__ Telephone:
> City:State: Zip Code: FAX: =--
F NameofEnsineen CTI Th?rnpgol)
F Address, -&!---C€AtgAAAye- relephone:q16- a6o7
> city: ?!* ntry4-Q gqsstate: (^oLA zip code:filbQl FAX: ------
) Name of Survevor: SrleVe YL+Ofi
ts Address:Telephone:
> City:_State: ZipCode: FAX:_
O/trt n Cn,</inntu
0-7b-eo7
> City:state: Cq(o Zipcode: gYrSL ra><:6?b- 5bb7
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GENERAL INFORiilAT|ON continued..
F Location of Property:section 3t1 r c.?-
Township ___: J ___ Range___! .l-___
F Practicallocation /( b't," " 5i
Address of Property:
Lt * Q,fl<-J<rr. rp-ll LAtr<--rAr)
(.>=q Q."a&
F Current Size of Property to be Subdivided (in acres):__IgJ:12_&-___
F Number of rracts / Lots created within the proposed subdivision T,,p1la)
F Property Cunent Land Use Designation:
o property's Current Zone District , *-A_hE)__
o Comprehensive Plan Map Designation
)
Proposed Utility SeMce:
F Proposed Water Source iil aLL
F Proposed Method of Sewage Disposal a *tc
D Proposed Public Access VIA:c
F Easements:Utility:
Ditch:
F Total Development Area (filtin the boxes below):
P Base Fee: sketch Plan - $325.00; pretim plan - $675.00; Finat plat - $200 paid bn
?o etl A t\e
) Lo**b * hndr, A {e+I
D Ptat Review Fee of $S0 paid on
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JOHN P. AND JANICE M. CARDINALE
348 E. VistaDr.
silt, co., 81652
970-876-5ffi9 Phone and Fax
970-948:3575 Cellular
johncardi@yahoo.com
Novenrbcr 14,2003
Fred Jarma4 AICB SeniorPlanner
Garfield County
Building and Planning Department
108 8th Street, Suite 201
Glenwood Springs, CO., 8 160
970-945-8212
970-384-347A fur
DearMr. Jarmaq
Enclod are the points addressed from the letter dated September 10, 2003
Thank You for the help.
4:40 SUBMITTAL REQI]IREMENTS
4:41 Submitted
4:42 Submitted
4:50 Submitted
A. Submitted
B. Submitted
C. Submitted
D. Submiued
E. Submitted
F. Submined
G. Submitted
H. Submitted
L Submitted
J. Submitted
1. AARD
2.20,0ffi sq feet per each lot
3. Two lots
4. One Dwe[fu9 unit per each lot containing a primary lMng space and a caraakers unit
5. N/A
6. N/A
7. Five offstreet parking and RV parking
8. MA
K. Submitted
L, N/A
M. N/A
N. See Raod and Pernrit issued and paid .
O. Submitted RI'(I}IIVED
NoI/ 1 4 2003
GARF,[..r :-(JUNTY
=rtjli lti,r(:: t, pljNNlNG
4:60 ADDITIONAL INFORMATION
A. N/A
B. N/A
C. N/A
D. N/A
E. See Soils Report Submitted
F. See Soils Report Submitted
G. To be provided in sales documents
H. N/A
4:70 SUPPLEMENTAL INFORMATION: GEoLocy, So[. vEGETATIoN AND wILDLIFE
A. See Soils Report Submitted
B. See Soils Report Submitted
C. See Soils Report Submited
D. NIA
4:80 SUPPLEMENTAL INFORMATION: DRAINAGE PLAN
A B, C, D as indicated on plan
4 : 90 SUPPLEMENTAL INFORMATION
4:91 Water Supply Plan
A. Well Permit attached
1. Attached
2. Attached
3. Will be obtained
4. Will be obtained
5. Attached
B. NiA
C. N/A
D. Attached
E. N/A
4:92 See Soils Report Submitted
4:93,94 NlA
9:00,10,1l, N/A
9:12 See Soils Report Submitted
9:13,14 N/A
9:15 Indicated
9:16 See Covenants
9:17 See Covenants
9:18 See Covenants
9:20 LOT AND BLOCKDESIGN
9:21 Submitted
9:21.1Submitted
9:21.2 Submitted
9:21.3 N/A
9:22 Indicated
9:22.1lndicated
9:30 STREETS ANDROADS
9:3l Indicated
9:32Indicatd
9:32.1N/A
9:32.2N|A
9:32.3 N/A
9:33.34 N/A
9:40DRAINAGE
9:41,42,43,M NIA
9:50 WATER SUPPLY
9:51 Submitted
9:52 Submitted
9:53,54,55 N/A
9:60 SANITARY SEWAGE DISPOSAL
9:61 See Soils Report Submitted
9:62 N/A
9:70 FIRE PROTECTION
9:70,71,72,73,74 N/A
9:80 PUBLIC SITES A].ID OPEN SPACES NiA
9:81N/A
Sincerely,
JolmP. Cardinale
JOHN P. AND JANICE M.CARDINALE
348 E. Vista Dr.
silt, co.,81652
970-876-5669 Phone and Fax
97A-948-3575 Cellular
johncardi@yahoo.com
November 14,2003
COVENANTS FOR NINA'S E)GMPTIONLOT 1 AND LOT 2
l- Animals. No more than one Dog for each residential unit. And the Dog shall be
required to be confinedd within the Owner,s properfy boundaries .
2- Fireplaces. No open hearth solid fuel fireplaces will be allowed. One new solid fuel
burning stove as defined by c.R.s. zs 7 401, et.seq., and the regulations permiued
thereunder will be allowed in any dwelling unit. Dwellings will6e aflowed an unrestricted
number ofnatural gas and or propane gas burning stovei and appliances.
3' Ughting All exterior lighting shall be directed inward towards the interior of the subdivision.
4. construction of UBC Modular Homes are permitted and must be constructed on aPerrrinant Foundation.
5' Mobile Home Structures" Mobile Home type structures are permitted only as a temporary
residence while construction of a permininantdeweeling is in progress, ONLY fo, as iong "
as the County Permit allows for the temporary occupa.riy is in eded.
-
The mobile home must be removed upon completion of the perminant dwelling.
6' I!finimun Residence Size. The minimum living space of the primary residence shall not be
less than than 1200 Square Feet measurd on the out side walls on one floor exclusive ofporcheq garages and carports. Any secondary (caraaker or mother inJaw) residence shall beattached.
7' Parking of motor vehicfgs Parking of motor vehicles that are not in operating conditionand currently licensed shall be in a covered building that shields them frorm view Uy neighbors
and those using public roads.
8' No further zubdivision shall be allowed , except where it is provided for in an ApprovedPreliminary Plan or when the zoning ofthe property allows.
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Silt" C() El{.rrl
970-8'7{r-56ti!) iJhone aiul I.ar
t]l 7l)-!).,|,*-:i 5 75 Ccliular
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November 14,2003
Garfield County
Building and Planning Department
108 8th Street, Suite 201
Glenwood Springs, CO., 8160
970-945-8212
970-384-3470bx
Fred Jarman, AICP, Senior planner
Dear Fre(
Here attached is tlre water guality test that were performed at the time this property was purchased
Sincerely,
Signature
I&MPUMPCOMPAI{Y
5eot cor^ra, Fo o laI
iit,*,rooo SPnrNes' co 6lGot
(so3) e45'61$9
Attn Norm,
A four hour walll test was performed by J & tl Pump Co. on property
listed above"-tte following resuIts were obtained:
December 26, 1 996
Norm Hunt
5597 Co Rd 233
Silt, Co. 81652
RE: WelI Test 233 Fld'
WelI:
Water Level:
Drawdown:Sustained YeiId:
Water ClaritY:
Recovery:
Richard A HoiubLic. No. 1196
180'
1.l"
100'
1 5 GPFI
CIear2t Within 30 minutes
this well was tested uslng the step test metlrod. Pumplng incrinients
were 5, 10, 15 Gprn respectS.veiy. Pumping tlras changed only when r*ater
clarity allowed.
tf you have any guest!:ns, please call, 945-6159. ?hank You.
.t g/?9',1,ap Co.
,6//,o,/ il ,&to,/'
JOHN C. KEPHART & CO.
IflAt'lO JtlNITION LABOIIAIilRIIS
a GRAND JUNCTSOiI, coLoRADo rll0l
.3T N()RIH AVENUE t PHONE e4r-7Glt
Rccaivod ftom:
ANALYTICAL REPORT
Nonrn & Virginii Hunt
a7b-2gq4
3597 CountY Rd ?35
silt,cB 81652
3476
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water
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CurtomGs No.
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Drtc Reeivrd
Bampl e
Nitrata (N)
Nitrite(N)
;5476
hlel I
4. 81
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Water llg/q7r AH
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NBTE: S.:rmpl es were not. talken by trr' cornposi ted i n 1ab.
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Di rector l
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No\/ t {) 2003
'RF ii:.-i ' (" (,\Ut''l"l Y
, OfUO f. pLI\NNING
SOILS AND FOUNDATION INVESTIGATION
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT 1
GARFIELD COUNTY, COLORADO
Prepared For:
MR. JOHN P. CARDINALE
348 East Vista Drive
silt, co 81652
Job No. GS-3897
May 23, 2003
CTL/THOMPSON, INC.
CONSULTING ENGINEERS
234CENTERDRIVE!GLENWoODSPRINGS,CoLoRADoSl60l.(97o)945.2809
TABLE OF CONTENTS
SCOPE
SUMMARY OF CONCLUSIONS
SITE CONDITIONS
PROPOSED CONSTRUCTION
GEOLOGIC CONDITIONS
Flash Flooding and Debris/Mud Flow
Radiation
SUBSURFACE CONDITIONS
SITE PREPARATION AND EARTHWORK
FOUNDATION
FLOOR SYSTEMS AND SLABS-ON.GRADE
PERCOLATION TESTING
SURFACE DRAINAGE
LIMITATIONS
FIGURE 1 - APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 . SUMMARY LOGS OF EXPLORATORY BORING
FIGURES 3 AND 4 - SWELL/CONSOLTDATION TEST RESULTS
FIGURE 5 - INTERIOR FOUNDATION WALL DRAIN
FIGURES 6 THROUGH 11 - PERCOLATION REST RESULTS
FIGURE 12. FILL PAD CROSS SECTION
ABLE I . SUMMARY OF LABORATORY TEST RESULTS
IVIR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS.3897
1
1
2
2
3
3
3
4
5
6
7
9
I
10
Els
SCOPE
This report presents the results of our soils and foundation investigation for
Nina's Exemption, Lots 1 and 2 of the Hunt Exemption, Lot 1 in Garfield County,
Colorado. A single family residence is to be constructed on each lot. We conducted
the investigation to evaluate the subsurface conditions at the site and provide
foundation recommendations for the proposed buildings. Our report was prepared
from data developed during our field exploration, laboratory testing, engineering
analysis and our experience with similar conditions. This report includes a
description of the subsurface conditions found in our exploratory borings, our
opinions and recommendations for design criteria for recommended foundation and
floor systems, and geotechnical and construction criteria for details influenced by
the subsoils. The recommendations contained in this report were developed based
on our understanding of the construction as currently planned. lf plans will differ
significantly from the descriptions contained herein, we should be contacted to
adjust our recommendations as necessary. A summary of our conclusions is
presented below.
SUMMARY OF CONCLUSIONS
Subsurface conditions in our exploratory borings consisted of a
surficial layer of organic sandy clay "topsoil" above sandy clays
underlain by clayey sands. The clayey sands were underlain by
gravels at our TH-3 location. Free ground water was found at 3 feet
in our TH-1, TH-2 and Profile 1 and at 4 feet in our TH-3 at the time of
drilling.
We recommend the residences be constructed on building pads
elevated above the adjacent ground. The top of the building pad
should be at least 3 feet above the existing ground surface.
The residences can be founded on footings placed on "stabilized"
sandy clays and clayey sands. See SITE PREPARATION AND
EARTHWORK and FOUNDATION sections.
1
2.
3
MR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION. LOT 1
CTLi T GS-3897 1
We judge potential differential movement of slabs-on-grades
supported by densely compacted structural fillwil! be low.
Surface drainage should be designed to provide for rapid removal of
surface water away from the residences.
SITE CONDITIONS
Nina's Exemption Lots 1 and 2 are located in the Silt Mesa area of Garfield
County, Golorado. Jewel Lane is along the west property boundary. A high voltage
transmission line and irrigation canal are along the north property boundary. Lot 1
is to the west of Lot 2. The site has been used for irrigated pasture. Ground
surfaces are comparatively flat with gentle grades down to the south at less than 4
percent. Several small irrigation ditches (1 to 2 feet deep and several feet wide)
cross the site. A stock pond approximately 75 feet by 50 feet is in the south central
part of the site. An incised drainage on the order of 4 or 5 feet deep trends down to
the southeast across the site between Lots 1 and 2. Vegetation consists of grasses
and weeds with some brush and small trees along the drainage sides.
PROPOSED CONSTRUCTION
We were told that one or two story wood frame single family residences are
to be built. No basements are planned. The lower level floors may be constructed
as slabs-on-grade or living area floors may be structurally supported by the
foundation with crawl space below. Foundation loads are expected to vary between
1,000 and 2,500 pounds per lineal foot of foundation wall with maximum interior
column loads of 20 kips. We anticipate maximum excavation depths on the order of
3 feet deep to install foundations and utilities. Excavations below ground water are
not recommended. lf the construction will differ significantly from the descriptions
4
5
MR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT 1
cTL/T GS-3897 2
above, we should be informed so that we can provide new recommendations and/or
design criteria, if necessary.
GEOLOGIC CONDITIONS
The site is situated in a broad low lying valley at the south flanks of the Grand
Hogback. The site is underlain by undifferentiated surficial deposits of Quaternary
aged alluvium and colluvium. These surficial deposits consist of sandy clays and
clayey sands with gravel lenses. The soils were deposited by debris/mud flow and
sheetwash from the Grand Hogback to the north.
Floodin and Debri
The drainage that crosses the site is subject to periodic flash floods and
debris/mud flows. We qualitatively rate the degree of risk from flash flooding and
debris/mud flow as moderate. We believe flash flood and/or mud flows on the order
of 1 to 2leet deep can be expected. Mitigation can be with site grading to ensure
channelization and conveyance of flash flood and debris/mud flow around and away
from the proposed residences. ln addition, the site has ground water near the ground
surface that can be expected to raise to the ground surface during the irrigation
season or during periods of high precipitation. We recommend the residences be
placed on building pads elevated above the adjacent ground. We recommend the top
of the building pad elevation be at least 3 feet above existing grade. The elevation
should also be at least 2 feet above the 100 year flood elevation.
Radiation
We performed a radiation screening of the site. Our screening involved
obtaining spot readings at and around our exploratory boring locations.
Measurements were taken with a Ludlum lnstruments, lnc. Model No. 19 Micro-R-
IVIR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS.3897 3
EI:
Meter. Measurements were taken from the various soils occurring at the site. Our
measurements ranged from 11 to 15 microroentgens per hour. Our experience
indicates these measurements are consistent with normal background radiation in
the region and are not cause for concern.
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by drilling four (4)
exploratory borings, two (2) profile borings and six (6) percolation borings with an
all-terrain drill rig at the approximate locations shown on Figure 1. Drilling was
directed by our engineering geologist who logged the soils encountered in the
borings and obtained samples. Samples obtained in the field were returned to our
laboratory where field classifications were checked and typical samples selected for
testing. Graphic togs of the soils encountered in our exploratory borings are shown
on Figure 2.
Our exploratory borings penetrated a 1 foot thick surficial layer of organic
sandy clay "topsoil" above 1 to 5 feet of soft to very soft, moist to wet, sandy clays
above loose to very loose, wet clayey sands. The sands were underlain by dense to
very dense, wet, silty to sandy gravels with cobbles at 16 feet deep in our TH-3. Free
ground water was found 3 feet deep at our TH-1 ,TH-z and Profile 1 locations and at
4 feet deep at our TH-3 location at the time of drilling. Three samples of the soils
were selected for Atterberg limit and percent passing the No. 200 sieve. A sample
of sandy ctay had a liquid limit of 25 percent, plasticity index of 1 2 percent and 70
percent silt and clay size particles. A sample of the clayey sand had a liquid limit of
19 percent, a plasticity index of 6 percent and 37 percent silty and clay sized
particles. Laboratory test results are presented on Figures 3 and 4.summarized on
Table l.
MR. JOHN P. CAROINALE
NINA'S EXEMPTION, LOTS 1 ANO 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS.3897 4
SITE PREPAR.ATION AND EARTHWORK
Excavations at this site should be limited to approximately 1 foot above the
water table. We envision site preparation will consist of stripping the surficial
"topsoil" layer approximately 1 foot deep and constructing a fill pad with a finished
surface elevation at least 3 feet higher than existing grade (see Figure l2l.lrrigation
ditches should be obliterated or rerouted to prevent surface drainage from being
directed towards the buildings or fill pads. Excavations for the foundation and
utilities can be accomplished using conventional, heavy-duty excavation equipment.
Excavation sides will need to be sloped or braced to meet local, state and federal
safety regulations. We believe the clays will classify as Type B soils and the sands
as Type G based on OSHA standards governing excavations. Temporary slopes
above ground water should be no steeper than 1 to 1 (horizontal to vertical) in Type
B soils and no steeper than 1.5 to (horizontal to vertical) in Type C soils.
Excavations below ground water can be expected to slough and flatten at 4 to 1
(horizontal to vertical) or flatter.
Soils removed from an excavation should not be stockpiled at the edge of the
excavation. We recommend the excavated soils be placed at a distance from the top
of the excavation equal to at least the depth of the excavation.
We recommend the residences be placed on building pads elevated abovethe
adjacent ground. We recommend the top of the building pad elevation be at least 3
feet above existing grade. The elevation should also be at least 2 feet above the 100
year flood elevation. The fill should extend horizontally at least 5 feet beyond the
building footprints. Fill may be needed outside of the building pads to achieve
subgrade elevations for access drives and exterior concrete flatwork. Areas to
receive fill or bear slabs-on-grade should be stripped of vegetation, topsoil or other
deleterious materials. The resulting surface should be moisture conditioned and
compacted. Soft areas can be stabilized as discussed below.
MR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT ,1
CTL/T GS.3897 5
Fill can consist of the on site clays and sands free of organics, debris or other
deleterious materials. We suggest the owner consider importing a granular fill such
as a "3 inch minus pit run" to construct the building pads. Our experience is that it
is easer to achieve the desired moisture content and density with the granular soils.
Fill should be placed in maximum 8 inch thick loose lifts at 2 percent below to 2
percent above optimum moisture content. Structural fill below floor slabs should be
compacted to at least 98 percent of standard Proctor maximum dry density (ASTM
D 698). Fill placed outside the building footprints should be compacted to at least 95
percent of ASTM D 698. Placement and compaction of fill should be observed and
tested by a representative of our firm during construction.
The recommended foundation is footings on "stabilized" soils (see
FOUNDATION section). The clays can be stabilized by crowding 8 to 12 inch
diameter rock into the soft soils to develop a firm surface on which to place footings
or below slab fill.
Free ground water was found in our exploratory borings at 3 to 4 feet below
the existing ground surface during our field investigation. Depending upon cut
depths and the time of year water will likely be present and enter excavations at this
site. lf free ground water is encountered, we recommend excavations be sloped to
sumps where water can be removed by pumping.
FOUNDATION
Our exploratory borings penetrated soft to very soft clays and loose to very
loose clayey sands at footing elevations. Footings should not be placed on these
soft or loose soils. The buildings can be founded with footings bearing on the
"stabilized" soils as discussed above under SITE PREPARATION and EARTHWORK.
Footings bearing on the stabilized soils may experience 1 inch of total settlement
MR. JOHN P. CAROINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS.3897 6
and differentia! settlement of about Tz of the actual total settlement. Footings for the
building can be designed and constructed with the following criteria.
Footings on stabilized soils (see SITE pREPARATION and
EARTHWORK)can be designed for a maximum allowabre soir bearing
pressure of 500 psf. Material loosened during the excavation or
forming process should be removed from footing areas or compacted
prior to placing concrete.
continuous wal! footings should have a minimum width of at least 24
inches. Foundations for isolated columns should have minimum
dimensions of 30 inches by 30 inches. Larger sizes may be required,
depending upon foundation loads.
3.Grade beams and foundation walls should be well reinforced, top and
bottom, to span undisclosed loose or soft soil pockets. We
recommend reinforcement sufficient to spa n an u nsu ppo rted d istance
of at least 12 feet. Reinforcement should be designed by the structural
engineer considering the effects of Iateral loads on wall performance.
4.The soils under exterior footings should be protected from freezing.
we recommend the bottom of footings be constructed at a depth of at
least 36 inches below finished grades for frost protection. The local
building department should be consulted to verify the required depth.
The completed foundation excavation should be inspected by a
representative of our firm prior to placing forms to confirm that
subsoils are as anticipated and suitable for support of designed
footings.
Backfill along foundation walls and should be moisture conditioned
and compacted.
FLOOR SYSTEMS AND SLABS.ON-GRADE
Because of the presence of ground water near the ground surface and the risk
of damp or wet crawl space conditions we recommend stab-on-grade floors. Based
on our laboratory test data and our experience, we believe slab-on-grade
construction can be supported by densely compacted, structuralfill builtwith the on-
1
2
6
7
MR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS.3897 7
site soils or imported granular material with low risk of differentia! movement and
associated damage. Performance of slab-on-grade floors will likely be good,
provided the subgrade soils below slabs are compacted with a heavy, sheepsfoot
compactor prior to concrete placement. lf fill below floor slabs is not constructed
with a granular material then we recommend a 4 inch thick layer of 3/4 inch diameter
washed rock below floor slabs to break capillary rise of ground water. To reduce the
accumulation of water, we recommend the below slab drain gravel be incorporated
into an interior foundation wall drain. The drain should consist of a 4-inch diameter
open joint or slotted PVC pipe encased in "free draining gravel" such as 3/4 inch
diameter washed concrete aggregate. The drain should lead to a positive gravity
outfall or a sump to be mechanically pumped. A typical foundation drain detail is
shown on Figure 5.
We recommend the following precautions for slab-on-grade construction at
this site. These precautions will not prevent movement from occurring, they tend to
reduce damage if slab movement occurs.
Slabs should be separated from exterior walls and interior bearing
members with a slip joint which allows free vertical movement of the
slabs.
Underslab plumbing should be eliminated where feasible. Where such
plumbing is unavoidable, it should be pressure tested for Ieaks before
the slab is constructed. Plumbing and utilities which pass through
slabs should be isolated from the slabs. Gas and water lines leadingto slab-supported appliances should be provided with flexible
couplings.
Exterior patio and porch slabs should be isolated from the building.
These slabs should be well-reinforced to function as independent
units. Movements of these slabs should not be transmitted to the
residence foundations.
4.Frequent control joints should be provided to reduce problems
associated with shrinkage and curling. Our experience indicates
panels which are approximately square generally perform better than
rectangular areas. We advocate use of an additionaljoint about 3 feet
away from and parallel to foundation walls.
1
2.
3.
MR. JOHN P. CARDINALE
NINA'S EXEMPTION. LOTS 1 ANO 2 OF
HUNT EXEMPTION, LOT 1
CTUT G5.3897 8
EI:
PERCOLATION TESTING
We performed percolation testing in the three (3) percolation borings on each
lot at the approximate locations shown on Figure 1. Our percolation borings were
each approximately 3 feet deep and bottomed in sandy clays or clayey sands.
Summary logs of our profile borings and percolation borings are shown on Figure
2. We pre-soaked our percolation borings for 1 day prior to performing our
percolation tests. Standing water from the pre-soaking was in our percolation
borings P'1,P'2, P'4 and P-5 after approximately 24 hours. No standing water from
the pre-soaking was in percolation borings P-3 or P-6 after approxima tely 24 hours.
Percolation test results are shown on Figures 6 through 11. Our percolation testing
resulted in percolation rates that varied between 5 min/inch and 20 min/inch. _S!atC-
and Gounty Regulation uire that in cases where s within 8 feet
the round surface the se ptic system be designed by a professional e
qualified in septic system design
SURFACE DRAINAGE
Surface drainage is critical to the performance of foundations, floor stabs and
concrete flatwork. We recommend the foltowing precautions be observed during
construction and maintained at all times after the residence is completed:
wetting or drying of the open foundation excavation should be
avoided.
The ground surface surrounding the exterior of the buildings should
be sloped to drain away from the buildings in all directions. we
recommend providing a slope of at least 12 inches in the first 10 feet
around the buildings, where possible. ln no case should the slope be
less than 6 inches in the first 5 feet.
Backfill around the exterior of foundation walls should be moistureconditioned to within 2 percent of optimum moisture content and
1
2
3
MR, JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 AND 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS.3897 9
compacted to at least 95 percent of standard Proctor (ASTM D 698)
maximum dry density.
Roof downspouts and drains should discharge well beyond the limits
of all backfill. Splash blocks and downspout extensions should be
provided at all discharge points. We specifically recommend against
burying downspout discharge pipes because it increases the potential
for subsurface wetting near the foundation.
Landscaping should be carefully designed to minimize irrigation.
Plants used near foundation walls should be limited to those with low
moisture requirements; irrigated grass should not be located within 5
feet of the foundation. Sprinklers should not discharge within 5 feet
of the foundation and should be directed away from the buildings.
LIMITATIONS
Our exploratory borings were located to obtain a reasonably accurate picture
of subsurface conditions. Variations in the subsurface conditions not indicated by
our borings will occur. We should observe the completed foundation excavations
to confirm the soils are as anticipated from our exploratory borings and suitable for
support of the designed footings.
Our report was based on conditions disclosed by our exploratory borings,
engineering analysis and our experience. Criteria presented reflect our
understanding of the proposed construction. We should be advised if construction
plans differ significantly from the descriptions herein to permit us to re-evaluate our
conclusions and recommendations.
This investigation was conducted in a manner consistent with that level of
care and skill ordinarily exercised by engineering geologists and geotechnical
engineers currently practicing under similar conditions in the locality of this project.
No other warranty, express or implied, is made. lf we can be of further service in
4
5
MR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS .1 ANO 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS-3897 10
aa
N
a
discussing the contents of this report or in the analysis of the influence of the
subsoil conditions on the design of the structure, please call.
CTL/THOMPSON, INC.
?o,Wilson L. "Liv" Bowden,
Engineering logist
Reviewed
John
Branch
LB:JM:cd
(5 copies sent)
MR. JOHN P. CARDINALE
NINA'S EXEMPTION, LOTS 1 ANO 2 OF
HUNT EXEMPTION, LOT 1
CTL/T GS.3897
,,\
)s
11
SCALE: 1'= 1OO
Mr. John P. CardlnabtffiEa.rplbn
Job No. GS-3897
TH-2
o
TH-1
o
Profllc 1
oo
P-5
oo
P-2
Approximate
Locations of
Exploratory
Borings
t{E
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EE
TH-1
LEGEND:
TH-2
3/1t
3/12
3/12 3/1t
3/12
Orgonlc sondy cloy
vegctotlon, sofl, m(
(or-)
Cloy, sondy, sofl to
to wet, brown. (CL)
Sond, cloyey, loose
wet, brown. (SC)
20
Explorotory borings were drilled on
Aprll 25, 2003 wlth 4-inch dlometer,
conllnuous fllght ouger ond o
truck-mounted drlll rig.
Thcse explorotory borings ore subjecl
to the explonotlons, llmilolions ond
conclusions os contoined in this reporl.
P-5 P-5
00
Vv
55
goT'
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t
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s
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15
20
10
15
Z
m Grqvcl, silty to sonc
dcnsc to vcry densr
(GM, GP)
Fig. 2
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Job No. GS-J897
0
-1
-2
-5
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6
5
4
3
2
-4
-5
-6
-7
-8
-9
0.1
Somple
From
1.0
APPLIED PRESSURE - KSF
of SAND, CLAYEY (Sc)
TH-2 AT 3 FEET
10
NATURAL DRY UNIT WEIGHT=
NATURAL MOISTURE CONTENT=
102
24.6
100
PCF
%
Swell Consolidation
Test Results Frc 3
. . - -i . - - - - - - -i - - - - - . i - - -
--.-------'.'--!------'-----i--------i------i-----i---1-.--i--1..-i-----------------.--.f---'----.-.---...- t... -.i....i...-i--.....
DUE TO WETTING
. , - , - i - , - - 1 , - , 1 , .
JOB NO. GS-3897
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-1
-3
4
-5
4
-7
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-9
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-11
-12
-13
-14
-15
-'16
0.1 1.0
APPLIED PRESSURE. KSF
10
NATURAL DRY UNIT WEIGHT=
NATURAL MOISTURE CONTENT=
96
30.3
100
PCF
o/o
Somple of CLAY, SANDY (CL)
FTom TH-4 AT 3 FEET
Swell Consolidation
Test Results Frc 4JOB NO. GS-3897
SLOPE
PER
OSHA
SLOPE
PER REPORT
BACKFILL
(coMPosmoN AND
COMPACTION PER REPORT)
BELOW GRADE WALL
REINFORCING STEEL
PER STRUCTURAL
DRAWINGS
FOOTING OR PAD
ENCASE PIPE IN WASHED CONCREIE
AGGREGATE (ASTM C33, NO. 57 OR
67). EXTEND GRAVEL LATERALLY TO
vorD (WHERE APPLTCABLE) AND TO
BOTIOM OF SLAB-ON-GRADE FLOOR
NOTE:
DRAIN SHOULD BE AT LEAST 4 INCHES
BELOW BOTTOM OF FOOTING AT THE
HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVIry OUTLil OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
PROVIDE POSITIVE SLIP JOINT
EETWEEN SLAB AND WALL.
FLOOR SLAB
1z': vrN
t
+"
T
ffi M DRAI{
8,, MINIMUM
OR 80/OND 1:1
SLOPE FROM BOTTOM
OF FOOTING.
(WHICHEVER IS GREATER)
SLOPE TO DRAN
4'' N/INIl\/UM
oo
I
Eo
4_INCH DIAMEI-ER PERFORATED
DRAIN PIPE. THE PIPE SHOULD
BE LAID IN A TRENCH WITH A
MTNTMUM 1/8 INCH AND 1/4 INCH
DROP PER FOOT OF DRAIN.
lnterior
Foundation
\ltlall Drain
Job No. GS-3897 Fig.5
SATURATION AND PREPARATION
DATE:04/30/03
TIME AT START OF SATURATION: 12:00 pm
PERCOLATION TEST
DATE:05/01/03
WATER IN BORING AFTER 24 HOURS
X YES
-NO
PERCOLATION TEST RESULTS
West Site Site #1
DEPTH TO WATER
HOLE
NUMBER
DEPTH
(rNcHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MTNUTES)START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
CHANGE
IN WATER
DEPTH
(rNcHES)
PERCOLA.
TION RATE
(MrN/rNCH)
P-1 38 1:00 15 18.0 23.75 5.75 3
1:15 15 'l,1.25 18.75 7.5 2
1:30 15 18.75 23.5 4.75 3
'l:45 15 23.5 25.5 2.0 8
2:00 15 25.5 27.5 2.0 8
2;1s 15 14.75 20.s 5.75 3
2:30 15 20.5 24.0 3.5 4
2:45 15 24.0 26.s 2.5 b
3:00 15 26.5 27.5 1.0 15
3:15 15 27.5 29.5 2.O 8
3:30 15 29.5 31.0 1.5 10
3:45 15 18.5 21.s 3.0 E
4:00 15 21.5 23.0 1.5 10
4:15 15 23.0 24.0 1.0 15
4:30 15 24.0 25.25 1.25 12
Job No, GS-3897 Fig. 6
SATURATION AND PREPARATION
DATE:04/30/03
TIME AT START OF SATURATION: 12:00 pm
PERCOLATION TEST
DATE:05/01/03
WATER IN BORING AFTER 24 HOURS
X YES NO
PERCOLATION TEST RESULTS
West Site ite #1
DEPTH TO WATER
HOLE
NUMBER
DEPTH
(TNCHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MTNUTES)START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
CHANGE
IN WATER
DEPTH
(rNcHES)
PERCOLA-
TION RATE
(MrN/rNCH)
1:00 15P-2 39 15.5 20.75 5.25 3
1:15 15 10.2s 15.75 5.5 3
1:30 5.5 31515.75 21.25
'l:45 15 21.25 23.75 2.5 7
2:00 15 23.75 25.25 1.5 10
2:15 15 25.25 26.5 1.25 12
2:30 15 26.5 27.5 1.0 15
52"45 15 19.75 22.75 3.0
3:00 15 22.75 23.75 1.0 15
I3:15 15 23.75 25.75 2.0
3:30 15 25.75 26.5 0.75 20
3:45 15 26.5 27.5 1.0 15
4:00 15 27.5 28.75 1.25 't2
204:15 15 28.75 29.5 0.75
4:30 15 29.5 30.25 0.75 20
Fig. 7Job No. GS-3897
SATURATION AND PREPARATION
DATE: 04/30/03
TIME AT START OF SATUR.ATION: 12:00 pm
PERCOLI\TION TEST
DATE: 05/01/03
WATER IN BORING AFTER 24 HOURS
YES X NO
PERGOLATION TEST RESULTS
West Site ite #1
DEPTH TO WATER
TIME
INTERVAL
(MINUTES)START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
CHANGE
IN WATER
DEPTH
(rNcHES)
PERCOL,A.
TION RATE
(MrN/rNCH)
HOLE
NUMBER
DEPTH
(rNcHES)
TIME AT
START OF
INTERVAL
542.0 1:00 15 21.25 24.5 3.25P-3
1:15 15 8.5 19.0 10.5 ,l
31:30 15 19.0 24.0 5.0
15 10.75 20.75 10.0 21:45
42:00 15 20.75 24.25 3.5
2:15 15 11.25 21.0 9.75 2
15 21.0 24.5 3.5 42:30
23.75 5.5 32:45 15 18.25
8.0 23:00 15 12.5 20.5
43:15 15 20.5 24.O 3.5
24.0 25.2s 1.25 123:30 15
123:45 15 25.25 26.5 1.25
15 26.5 28.25 1.75 o4:00
30.0 1.75 94"15 15 28.25
54:30 15 20.25 23.25 3.0
Job No. GS-3897 Fig. 8
SATURATION AND PREPARATION
DATE:04/30/03
TIME AT START OF SATURATION: 12:00 pm
PERCOLATION TEST
DATE: 05/01/03
WATER IN BORING AFTER 24 HOURS
X YES
-NO
PERCOLATION TEST RESULTS
East Site ite#2
PERCOLA-
TION RATE
(MrN/rNCH)
CHANGE
IN WATER
DEPTH
(rNcHES)
DEPTH TO WATER
INCHES
END OF
INTERVAL
START OF
INTERVAL
HOLE
NUMBER
DEPTH
(rNcHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MTNUTES)
't 9.0 5.5 31:00 1542.0 13.5P-4
3.0 51:15 15 19.0 22.0
24.75 2.75 61:30 15 22.0
4.75 31:45 15 'l'1,25 16.0
31516.0 21.75 5.752:00
24.25 2.5 b2:15 15 21.75
2.75 62:30 15 24.25 27.0
3.0 52'.45 15 21.25 24.25
1224.25 25.5 1.253:00 15
28.0 2.5 63:1 5 15 25.5
2.5 63:30 15 28.0 30.5
61519.75 22.25 2.53:45
24.25 2.0 I4:00 15 22.25
2.5 64:15 15 24.25 26.75
626.75 29.25 2.54:30 15
Job No. GS-3897 Fig. 9
SATURATION AND PREPARATION
DATE:04/30/03
TIME AT START OF SATURATION: 12:00 pm
PERCOLATION TEST
DATE: 05/01/03
WATER IN BORING AFTER 24 HOURS
X YES
-NO
PERCOLATION TEST RESULTS
East Site Site #2
DEPTH TO WATER
PERCOLA.
TION RATE
(MrN/rNCH)
DEPTH
(rNcHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MTNUTES)START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
CHANGE
IN WATER
DEPTH
(rNcHES)
HOLE
NUMBER
24.5 7.25 2P-5 44.0 1:00 15 17.25
1 ;15 15 24.5 27.75 3_25 5
18.25 11.0 11:30 't5 7.25
3't;45 15 1A-25 23.7s 5.5
2:00 15 23.75 28.25 4.5 3
27.75 2.75 62:15 15 25.0
31.75 4.0 42:3O 15 27.75
7.75 22:45 15 14.25 22.0
3:00 15 22.0 24.25 2.25 7
43:15 15 24.25 27.75 3.5
43:30 15 27.75 31.5 3.75
23.0 3.0 53:45 15 20.0
2.25 74:00 15 23.0 25.25
3.25 54;15 15 25.25 28.5
4:30 15 28.5 31.5 3.0 5
Job No. GS-3897 Fig. 10
SATURATION AND PREPARATION
DATE:04/30/03
TIME AT START OF SATURATTON: 12:00 pm
PERCOLATION TEST
DATE: 05/01/03
WATER IN BORING AFTER 24 HOURS
-YES
X NO
PERCOLATION TEST RESULTS
East Site ite #2
DEPTH TO WATER
HOLE
NUMBER
DEPTH
(rNcHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MTNUTES)START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
CHANGE
IN WATER
DEPTH
(rNcHES)
PERCOLA.
TION RATE
(MrN/rNCH)
P-6 42.0 1:00 15 12.5 18.0 5.5 3
1:15 15 18.0 20.5 2.5 6
1:30 15 20.5 23.75 3.25 5
1:45 15 11.25 14.25 3.0 5
2:00 15 14.25 18.0 3.75 4
2:15 15 18.0 20.25 2.2s 7
2:30 15 20.25 23.0 2.75 6
2:45 15 23.0 24.5 ',l.s 10
3:00 15 24.5 25.5 1.0 15
3:''15 15 25.5 26.75 1.25 12
3:30 15 26.75 28.0 1.25 12
3:45 15 28.0 29.25 1.25 12
4;00 15 29.25 30.25 1.0 15
4:15 15 21.75 23.75 2.0 I
4:30 15 23.75 24.75 1.0 15
Job No. GS-3897 Fig. 11
CTL/THOMPSON, tNC.
CONSULTING GEOTECHNICALAND MATERIALS ENGINEERS
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