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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit h :. 2 4 4 3 t
109 8th Street Suite 303 Assessor's Parcel No. t it
r+ Glenwood Springs, Colorado 81601 e 1
Phone (303) 945-8212
This does not constitute /)
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. }
PROPERTY ti
Owner's Name
John 6 Georgia Boyd present Address P.O. Box 2478, G Phone_ 928-9479 C 1
Elk Run Road, Elk Run Subdivision, Lot 2, New Castle I
System Location , Three '
9
Legal Description of Assessor's Parcel No.
l 'ti
SYSTEM DESIGN
76 -n Septic Tank Capacity (gallon) Other
/ /r --U•■ ..2 7 Percolation Rate (minutes /inch) Number of Bedrooms (or other) 2 t
Required Absorption Area - See Attached
Special Setback Requirements:
er
Date W -.2 7 J Inspector C / 4 7710 7'1 f s 0 71 J i c
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
19 7 / -4 c) N I . 27 r /
Call for Inspection (24 hours notice) Before Covering Installation w�
System Installer (it^ €J.4' -S Q -4 " OatC'" t{
1 ?1.
Septic Tank Capacity 6 n V )
Septic Tank Manufacturer or Trade Name `^- (''` O l id' ` cv ' i M.
Septic Tank Access within
�" 8" of y/ surface 4"----- Absorption Area '. 0 n d ` rr' l�
j $
f r y
Absorption Area Type and /or Manufacturer or Trade Name . : C O /`I + ^' ��'��� t i��•' �!J� ( -' i' ' -��
l I ?
Adequate compliance with County and State regulations /requirements 'y' t
PI
Other ya
( ,,y \ �' / ��� h f r
!' 9 NJ 1. ° "'l L4i4
Date . f 1 Inspector -
i
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
*CONDITIONS: I i
1. All installation must comply with all requirements of tilt, Colorado State Board of Health Individual Sewage Disposal Systems Chapter 1
25, Article 10 C.R.S. 1973, Revised 1984. 1
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- t t,
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a i
requirement of the permit and cause for both legal action and revocation of the permit. Y
3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which Involves a knowing and material ,
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine —8 )
months in jail or both). s
n}
F F
Applicant: Green Copy Department: Pink Copy 1 9
• S
INDI.YIDUAL_SEWAG E_DISPOSALSYSTRNLAP_P_LICATTON
OWNER Jot4 Ksg(Xztdut p
ADDRESS • i! ■ PHONE 424 •
CONTRACTOR Is f c • . _ r. A..
ADDRESS J • • _ , ,. . • s1s mt I - tho fr HONE e
PERMIT REQUEST FOR xQ NEW INSTALLA ON ( ) ALTERATION () REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area,
habitable building, loca tion of potable water wells, soil percolation test holes, soil profiles in test holes
(See page 4).
LGCATIONME PRQPQSE FACILITY: COUNTY Clin10i.J7
Near what City or Town Lot
I.egal Description _an_ 'nC 7 "%Yt3j7lao 3.5 /\C17& LET
WASTES EXIT: Dwelling ( ) Transient Use
( ) Commercial or Industrial ( ) Non - domestic Wastes
( ) Other - Describe
BUILDING Olt SERVICE TYPE:
Number of bedrooms: h Number of persons 2—
( ) Garbage Grinder 4Aulomatic Washer pi Dishwasher
SGUItCE.AND TYJ'_rLOI? WATER—SUPPLY: () WELL () SPRING () STREAM OR CREEK
Give depth of all wells within I HO feet of system: �
If supplied by communtty water, give name of supplier: q N C ott
GROUNI?_COND_ITIONS:
Depth to bedrock:
Depth to first Ground Water Table:
Percent Ground Slope:
DISTANCE TO NEAREST COMMUNITY $„EWER SYSTEM: :rte' Il ! IJ I V I OIJI
Was an effort made to connect to community system? p
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
( Septic Tank ( ) Aeration Plant ( ) Vault
( ) Vault Privy ( ) Composting Toilet ( ) Recycling, potable use
( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use
( ) Chemical Toilet ( ) Other - Describe:
FINAL DISPOSAL BY:
4'Absorption Trench, Bed or Pit ( ) Evapotranspiration
( ) Underground Dispersal ( ) Sand Filter
( ) Above Ground Dispers I ( ) Wastewater Pond
() Other - Describe: I
WILL EFFLUENT-BF. QISCIIAIkGED DIRECTLY INTO WATERS OF THE STATE? N
10? 1 3 1945
:
•
PERCQLATIQN TEST_RESUL'S: (l'o he completed by Registered Professional Engineer)
Minutes 95 per inch in hole No. 1 Minutes 2 per inch in 1 - sole No. 3
Minutes 25 per inch in hole No. 2 Minutes per inch in Hole No. _
Name, address and telephone of RPE who made soil absorption tests:
Jn6Fid MSeArt•U► -Y — C ave,40
evtrAWOOD Ur-4
Name, address and telephone of RPi. responsible for design of the system:
Applicant acknowledges (hat the completeness of the appliction is conditional upon such further mandatory
and additional tests and reports as may be required by the local health department to be made and furnished
by the applicant or by the local health department for purposes of the evaluation of the application; and the
issuance of the permit is subject to such terms and conditions as deemed necessary to inusrecompliance with
rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby
certifies that all statements make, information and reports submitted herewith and required to be submitted
by the applicant are or will be represented to be true and correct to the hest any knowledge and belief and
are designed to bre relied on by the local department of health in evlualing the same fro purposes of issuing
the permit applied for herein. i further understand that any falsification or misrepresentation may result in
the denial of the ap licatioi .r revocation of any permit granted based upon said application and in legal
action for per•ui; a. pro by law.
Signed 2 �vr�ti►� Date 4. 1,0- •1 s
PLEASE.DRAW_AN_ ' CUR Al_ AP_ TOYQU!IL..PRnPER_T_Y
v o
Lem
C
ei, ti�Y RD. 24
Azparslock
I.ld nJ t l 6 nl tfral l*
t'/ - - .
V
CTL /THOMPSON, INC.
CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
April 12, 1995
Mr. John Armstrong
0100 Glenwood Avenue
P.O. Box 814
Carbondale, CO 81623
Subject: Percolation Test Results
Boyd Residence
Lot 2, Three Elk Run
New Castle, Colorado
Job No. GS -1476
Gentlemen:
You asked we publish the results of percolation tests performed on the subject lot in the
planned area of the percolation field. The attached table presents the results. We recommend
a design percolation rate of 25 minutes /inch. Our report will be published in approximately one
week.
Please call if you have questions.
Very truly yours, -,9,1).•:,.', , _ x
CTL/T • ei, - 0 „ ,.: ;
Bich Manz ` -` '�-
B
234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (303) 945 -2809
P.'� PERCOLATION TEST
•
r SATURATION AND PREPARATION -
DATE: 4/ 07/95
DATE: 4/06/95
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION:4:00PM nYES n NO
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERCOLA
HOLE * DEPTH START OF END OF
NUMBER (INCHES) START OF INTERVAL INTERVAL INTERVAL IN WATER TION RATE
INTERVAL (MINUTES) DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
P -1 9 8:30 30 3.25 5.50 2.25 13.3
9:00 30 2.50 4.75 2.25 13.3
9:30 30 2.25 4.00 1.75 17.1
10:00 30 2.75 4.50 1.75 17.1
10:30 30 1.50 3.25 1.75 17.1
11:00
P -2 10.5 8:30 30 3.50 6.00 2.50 12.0:
9:00 30 3.50 5.50 2.0 15.0
9:30 30 3.75 5.50 1.75 17.1
10:00 30 3.25 5.00 1.75 17.1
10:30 30 3.25 5.00 1.75 17.1
11:00
P -3 8 8:30 30 3.50 5.25 1.75 17.1
9:00 30 2.75 4.15 1.50 20.0
9:30 30 3.00 4.50 1.50 20.0
10:00 30 3.00 4.25 1.25 24 fl
10:30 30 2.75 4.0 1.25 _2Q.0
11:00
* DEPTH FROM BOTTON OF AN APPROXIMATELY 3( INCH DEEP TEST PIT.
JOB NO. GS -1476
FYI (W SYS11]l 10 RE COIIS1101CTI:U •
tpi," to Ili" lac n Giiiv el i equli Unless DElicrw1se Approved)
TOP TOP
4" per fot'ated ttc nu o °
h t oh — Grave
o
ngth deter- -- _, pipe b °� O°U O ° Q o a °o°�
ned from °O ° 6,- °U ° p °o °0
o
rc Lest 4" solid r�Ipe ° � U0 a ° °tap
salts
from tank 00, o° boo A" . of id pipe ex-
^
/� * 'Iv' ' `— tending into
n $ CC
e00 oog ° . Ir well ing
I
- O A h` 1 i 1• e • � • � •� �qp6 Ca o o� l � 0 n t:+ u o o ° o ° � ° o • , ° ° ° � � i � straw o rock
U O Q to 6 0 b� O P ° D Q Q� A P p Q b 0 o cl,° • 001, 0 .0 • u p o e, g P° o o c, o d a o c o
3 1 6' 1 3' I'S 1ze determined •onr pert test results
SIDE VIII! Hac_k1111
— SIDE VIEW
ckflll \\NN iii Ira — •- Dackfill • 2'I )(��X^xXXX� y
- 0<) "k32 5 ' or straw - " solid to tan'
v o qr avel over 6: 6: G' in FfY hay or straw
`,`l`` n i' � tJ �� 4 In t'i(i4 c..(,
1 , V o �25cP�4&�i — JC?ye1 ,�ch • ; ' . ' . , G a l
O N-> CI o0o 0 0 0 on )t 1, • fil
e odd " C�� 1'
°� o 0 r � -, or 6 G rave l r , • •
. • . a f i.;r
b
&lcc�e (Vnx V6 p under pipe * ., ot-1 f l ,7 Concret. rings or
e �; , i'r`` .. ;.j' ;. cinder locks
�c�' sL�_ri.,i n 1l .i � y
i �,, •• . .. t iC4 1 of gray: in
ig
Seepage Bed • i (f t �! 'F ` ... . , 1 ..��� bottom
., Drywel 1 ,
15{ sri;y; Atilt
11 W
COP .. r
AF F)2.00 40' l kvnl iQa
•
Other
(ron APP Trnrl'rc lnrntn,nrtn t1
—
- -96 15:41 FROM: C T L THOMPSON GLENWOOD ID: 3039457411 PAGE 1
CTL /THOMPSON, INC.
CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
Post -It" Fax Note 7671
Date pa
From go O
Co /Dept a Co.
G
Pflene •
Phone M
Fax
SOILS AND FOUNDATION INVESTIGATION
Proposed Boyd Residence
Lot 2, Three Elk Run
New Castle, Colorado
Prepared For: 91{ - X :15 ( 'J
va
M Georgia F. Boyd 7
P.O. Box 1478
New Castle, Colorado 81647
Job No. GS -1476 April 20, 1995
;A i nit runrilVr . (U rrewnnn RPRINnt rnl (1R Ann nl rn1 l4(11.c1.1r q.,in]
I -01-95 1B:41 FROM= C T L THOMPSON GLENWOOD ID. 3039457411 PAGE 2
•
TABLE OF CONTENTS
SCOP 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 1
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 2
SITE GRADING 3
FOUNDATION 4
FLOOR SLABS AND EXTERIOR CONCRETE 5
BASEMENT CONSTRUCTION 6
PERCOLATION TEST RESULTS 6
SURFACE DRAINAGE 7
LIMITATIONS 7
FIGURE 1 - LOCATIONS OF TEST PITS
FIGURE 2 • SUMMARY LOGS OF TEST PITS
FIGURE 3 - EXTERIOR FOUNDATION WALL DRAIN
FIGURE 4 - PERCOLATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TESTING
;u -01 -95 16 :42 FROM: C T L THOMPSON GLENWOOD ID: 3039457411 PAGE 3
•
SCOPE
This report presents the results of our soils and foundation investigation for the
proposed Boyd Residence to be built on Lot 2, Three Elk Run in New Castle, Colorado.
We explored the subsurface conditions at the site to provide foundation recommendations
for the building. This report includes a description of the subsurface conditions found In
our test pits, a recommended foundation system and geotechnical criteria for it and
construction criteria for details influenced by the subsoils. Our report was prepared from
data developed during our field exploration, engineering analysis and our experience with
similar conditions. A summary of our conclusions is presented below.
SUMMARY OF CONCLUSIONS
1. Our test pits penetrated 0.5 foot of organic clays above 2.0 to 3.0 feet of
medium stiff to stiff, sandy clays with gravels underlain by medium dense
to dense, clayey gravels with cobbles and boulders. No free groundwater
was found in our test pits the day of drilling.
2. The building can be founded with footings bearing on the clayey gravels.
A maximum soil bearing pressure and minimum dead load are presented
In the "Foundation" section.
3. Slabs -on -grade can bear on structural fill or prepared subgrade (see "Site
Grading" and "Floor Slabs and Exterior Concrete ").
4. Surface drainage will be very important to the performance of foundation
and concrete flatwork at this site. A ground surface slope away from the
building should be maintained at all times to reduce the risk of wetting
soils below foundations (see "Surface Drainage ").
SITE CONDITIONS
The Three Elk Run development is located on the east one -half of Section 24,
Township T.SS., Range R.91 W of the 6th Principle Meridian. The site is located in Garfield
County. Colorado approximately 1.5 miles northwest of the town of New Castle. Access
is via County Road 245 to Elk Run Road.
1 JN -01 -95 19:42 FROM C T L THOMPSON GLENWOOD ID: 3039457911 PAGE 4
Lot 3 is bordered by Elk Run Road to the north and with County Road 245 to the
south. Undeveloped lots are to the east and west. The ground surfaces of lot 2 can be
characterized as a generally flat surface which slopes down to the south at grades
measured and visually estimated at 10 to 15 percent. Vegetation consists of sage brush
and sparse grasses and weeds with pinion and juniper trees.
PROPOSED CONSTRUCTION
Final plans were not available at this writing. A single family residence will be built.
We assume the building will be et two story wood framed structure and will be stepped
into the natural slopes at the site. The lower level will be a walkout basement to the
south. The basement floors will be slab -on- grade. Grading plans were not available at
this writing. It appears that maximum excavation depths will be 10 feet,
Foundation loads we assumed for our analysis were between 1.000 and 3,000
pounds per lineal foot along bearing walls and maximum interior column loads of 10 kips.
v�.. ..I
_0_0.4 4... 1. Jculyi 1 le Jo{al l Ills lcU iv a'Ivy! I6•cvalua{IVI5 VI wus
recommendations and criteria presented herein.
SUBSURFACE CONDITIONS
T ... _ ..
2
INN-01 -95 16:43 FROM: C T L THOMPSON GLENWOOD ID: 3038457411 PAGE 5
Our test pits penetrated 0.5 foot of organic clays above 2.0 to 3.0 feet of medium
stiff to stiff, sandy clays with gravels underlain by medium dense to dense, clayey gravels
with cobbles and boulders. No free groundwater was found in our test pits the day of
drilling.
SITE GRADING
The building will be stepped into the natural slopes at the site. No fill will be
below footings but may be needed to achieve subgrade elevations for exterior concrete
flatwork. Areas to receive fill should be grubbed and stripped of organic soils. The
resulting surface should be scarified to at least 8.0 inches deep, moisture treated to 2
percent below to 2 percent above optimurn roisture content and compacted to at least
95 percent of the standard Proctor maximum dry density (ASTM D 698). Fill can consist
of the natural clays free of organics , rock larger than 3 inches in diameter or other
deleterious material. Fill should be placed in 8 -inch maximum loose lifts at 2 percent
below to 2 percent above optimum moisture content and compacted to at least 95
percent of the standard Proctor maximum dry density (ASTM D 698). Placement and
compaction of fill should be observed by a representative of our firm during construction.
We asaume site exoaveliun vvill of appluxit palely 10 feet deep outs for the
basement. Excavation sides should be sloped. Excavated slopes will tend to collapse
and flatten, We recommend temporary excavation slopes be 1 to 1 (horizontal to vertical)
or flatter for the clays and clayey gravels above the water table.
We believe the days and clayey gravels are Type B as described in the October,
1989 Occupation Safety and Health Administration (OSHA) Standards published by the
Department of I nbor governing excavations. The publication indicates a maximum
3
JUN -01 -96 16 FROM. C T L THOMPSON GLENWOOD ID• 3039467411 PAGE 6
temporary slope of 1 to 1 (horizontal to vertical) for Type B soils above the water table,
We should view the excavation to confirm that soils are as anticipated.
Soils removed from the 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.
Free groundwater was not found in our test pits the day of excavation, however,
depending upon cut depths and the time of year water may be present and enter the
excavation. If free groundwater is encountered, we recommend excavations be sloped
to a positive gravity outfall or to sumps where water can be removed by pumping.
Excavations will tend to flatten to 2 to 1 (horizontal to vertical) or flatter below the water
table surface
FOUNDATION
The residence can be founded with footings bearing on the clayey gravels. We
have assumed a light structure that is sufficiently flexible to withstand some differential
movement will be built. The recommended soil pressure should result in total movements
or the order of I -inch. Maximum differential movement may be one half the actual total
settlement. We further anticipate a maximum 1/2 -inch differential settlement in 10 feet for
continuous footings. The risk of excessive differential or localized movement can be
reduced by careful attention to drainage precautions discussed under "Surface Drainage ".
The footings should be designed and constructed with the following criteria;
1. Footings should bear on the natural undisturbed clayey gravels below 3.0
feet. Materials loosened during the excavation or forming process should
be removed from the footing areas prior to placing concrete. Footings can
be designed for a maximum soil bearing pressure of 3000 pst;
4
JUN-01-95 16 44 FROM C T L THOMP50N GLENWOOD ID: 3039457411 PAGE 7
2. Foundation walls for continuous footings should be reinforced top and
boHom, to span loose soil pockets. We recommend reinforcement
equivalent to that required fora simple span over an unsupported distance
of 12 feet. Reinforcement should be designed by a qualified structural
engineer;
3. Soils beneath exterior footings should be protected from freezing. The
depth for frost protection assumed in the area is 36 inches. The local
building department should be contacted to check the depth.
FLOOR SLABS AND EXTERIOR CONCRETE
At this writing we understand basement and garage floors will be slabs -on- grade.
Slabs can bear on structural fill or prepared subgrade (see "Site Grading "). We
recommend the following design and construction details for slabs -on- grade:
1. Slabs should bear on structural fill or prepared subgrade (see "Site
Grading ");
2. Slabs should be separated from exterior walls and interior bearing
members with a joint which allows free vertical movement of the slabs;
3. Slab- bearing partitions should be minimized. Where such fArtitinnc Ara
required, a slip joint should be constructed to allow free vertical movement
of the slab;
4. Doorjambs, sheet rock on partitions, and other construction details should
f la rpnstruetad to n llnw .•.r u .............. .. °�_ _.
the slab is constructed;
6. Plumbing and utilities should be constructed with a joint which allows the
slab to move freely;
7. All connections between the furnaces and the duct work should be
provided with a flexible connection to allow free movement in the event of
slab movement.
The above precautions will not prevent movement of the slabs when the soils become
wet. They will tend to reduce potential damage when movement occurs.
5
OWN-01 -96 16.44 FROM C T L THOMPSON GLENWOOD 1D: 3039457911 PAGE e
BASEMENT CONSTRUCTION
Foundation walls will be subjected to lateral earth pressures. Foundation walls
are restrained and cannot move, therefore, they should be designed for the "at- rest" lateral
earth pressure. Assuming the on -site soils are used as back we recommend using an
equivalent fluid density of 50 pcf to calculate the "at rest" lateral earth pressure. The
above equivalent fluid density does not include allowances for sloping backfill, hydrostatic
pressures, live loads or loads from adjacent structures,
Water from surface run -off (e.g. precipitation, snowmelt, irrigation) frequently flows
through the hprkfill planarl adjoncnt to foundation walla and colloata an 11 rc our lane of llle
comparatively impermeable soils occurring at the bottom of the foundation excavation.
This can result in damp or wet conditions in below grade parts of the building. To reduce
the accumulation of water, we recommend a foundation drain. The drain should consist
of a 4 -inch diameter open joint or slotted PVC pipe encased in drain gravel. The drain
should be sloped to a positive gravity outfall. A typical foundation drain detail is shown
on Figure 3.
Backfill of foundation walls can consist of the on site clays and clayey gravels free
of organics, rock lager than 4 inches or other deleterious materials. Backfill should be
moisture treated to within 2 percent of optimum moisture content and compacted to at
least 95 percent of standard Proctor maximum dry density (ASTM D 698).
PERCOLATION TEST RESULTS
Three (3) percolation tests were performed in the clays at locations shown as P -1
through P.3 on Figure 1. We recommend using a design percolation rate of 25
minutes/inch for percolation field design Parnnlation lost recultc aro chown on figure 4.
F
"1114-01 -96 16:46 FROM• C T L THOMPSON GLENWOOD ID: 3039467411 PAGE 9
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by moisture
conditions within the subsoils. Surface drainage will be very important to the performance
of foundation and crete flatwork at this site. Surface grading should cause rapid run -off
of surface water away from the building in all directions. The following precautions should
be observed during construction and maintained at all times after construction is
completed:
1. Wetting or drying of the open excavation should be avoided;
2. Water should not be allowed to pond adjacent to the building. The ground
surface surrounding the building exterior should be sloped to cause rapid
run -off of surface water away from the building. We recommend a finished
ground surface slope of at least 12 inches in the first 10 feet;
3 Impermeable membranes should not be used to cover the ground surface
immediately surrounding the building. These membranes tend to trap
moisture and prevent normal evaporation from occurring, Geotextile fabric
such as Mirafi or Typar can be used on the ground surface immediately
surrounding the building for weed growth control while allowing
evaporation to occur;
4, Roof dnwncnnl de, arsine and other water .- vlle.4iull systems snoUIO
discharge well beyond the limits of all backfill. Splash blocks or
extensions should be provided at all discharge locations,
LIMITATIONS
Our test pits were spaced to obtain a reasonably accurate picture of the
subsurface conditions, Variations in the subsurface conditions not indicated by our test
pits will occur. We should observe the completed excavation to confirm the soils are as
we anticipated from our test pits. Placement and compaction of fill and backfill should be
observed and tested by a representative of our firm during construction.
JUN -01 -95 16:46 FROM C T L THOMPSON GLENWOOD ID: 3039957411 PAGE 10
Our report is based on conditions disclnsM by our test pits, reeulte, of laboratory
testing, engineering analysis and our experience. Criteria presented reflects the proposed
Ii pile-lint. or •a „. . . • •
This investigation was conducted in a manner consistent with the level of care and
skill ordinarily exercised by members of our profession currently practicing under similar
conditions in the locality of this project. No other warranty, express or implied, is made.
If we can be of further service or if you have questions regarding this report,
please call.
CIL/THOMPSON, INC.
Wilson L. tiv" Bowden
Engineering Geologist
Reviewed by.
John Mechling, P.E.
Branch Manager
LB:JM:cd
(3 copies sent)
8
JUN -01 -85 16.46 FROM. C T L THOMPSON GLENWOOD ID: 3039457411 PAGE 11
PROPOSED I3OYD. RESIDENCE .•
LOT 2, THREE ELK RUN
NEW CASTLE, COLORADO
C , ELK RUN RDAD
oG
ti
lb
v SITE
`r NEW CASTLE
HIGHWAY 6
I -70
COLORADO RIVER
VICINITY MAP
NO SCALE
1" = 100'
Po
TP -2
•
PROPOSED
DUILDING
FOOTPRINT
•
P -3
P-2
•
P -1 TP -1
4/
PROFILE HOLE
LOCATIONS DP TEST PITS
JOB NO. GS -1476 FIG. 1
JUN -01 -96 19.97 FROM. C T L THOMPSON GLENWOOD ID: 3039457411 PAGE 12
TP.. 1 • T[ -ti Percolation
Profile Hole
— t) ()
%�.� / ►�
T "7 ^-
.. ./ // /
e• - .•I / /
/ /
R
v / •
% ./
• _/ / J.G.
- 9 t)
1'- 1 P-2 1' - ;3
O p --«.
•111.4 Ss
°. ▪ d
01 1
c' m
✓
u
P.I.
V.
r, I;
LEGEND:
t NOTES:
Ea !.^�1
Organic clays, soft, moist, 1. Test. pits were excavated an
brown. (UL) April 4, 1995 with a trackhoe.
[,�
Q Clay, sandy with gravels, medium E No free groundwater was
stiff to stiff, moist, brown. (CL) found in our test pits the
day of excavation.
gilt Caravel, clayey with cobbles and 3. These test holes are sub -
bouldcrs, slightly moist. to moist.,
ruediu m dense to dense, tan or ject to the explanations,
limitations ts and conclusions
greenish brown. (GC. Cl,) as contained in this report..
1st indicate. hall „ample.
SUMMARY LOGS OF 'PEST PI'T'S
J,, No. G 5..i - 14711
Fig.
JUN -01 -95 16 :40 FROM: C T L THOMPSON GLENWOOD ID: 3039457411 PAGE 13
•
•
NOIL:
SLOPE DRAIN SIIOUL.D BL Al LEAST 2 INCHES
PER REPORT ! BELOW 130110M OF VOID AND FOO1ING Al
'�.. -•� THE HIGHEST POINT AND SLOPE DOWNWARD
- -- - "~ TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
1, I RLMOVED BY PUMPING.
i BACKFILL�
■ A - � PROVIDE PVC SHEETING GLUED
TO FOUNDATION WALL TO REDUCE
BELOW GRADE -- MOISTURE PENETRATION.
'LOPE \ ENCASE PIPE IN WASHED i REINFORCING STEEL
PER CONCRETE AGGREGATE (ASTM I _ PLR STRUCTURAL
C33, NO, 57 OR NO. 67), f DRAWINGS.
OSHA 1 EXTEND GRAVEL TO AT LEAST I I
1/2 HEIGHT OF FOOTING.
�
I -• PROVIDE POSITIVE SLIP JOINT
i I RFTWEEN SLAB AND WALL.
COVER GRAVEL WITH [ I- / FLOOR SLAB
FILTER FABRIC OR f
ROOFING FELT.
`
„' ;`•:. •.;•',.., 1 ” ..:.'`.'. r-- FOOTING OR PAD
a2 MINIMUM
8" MINIMUM
OR BEYOND 1:1
SLOPE FROM BOTTOM
OF FOOTING. •
(WHICHEVER IS GREATER)
4 -INCH DIAMETER PERFORATED
DRAIN PIPE, THE PIPE SHOULD
BE LAID IN A TRENCH WITH A
SLOPE RANGING BETWEEN
1/8 INCH AND 1/4 INCH DROP
PER FOOT OF DRAIN.
EXTERIOR FOUNDATION WALL DRAIN
JOB NO. CS -1476 FIG. 3
JUN -01 -86 16:60 FROM: C T L THOMPSON GLENWOOD ID: 3039467411 PAGE 34
SATURATION AND PREPARATION P[RGOLATIOH TEST
D ATE: 4/06/95 DATE: 4/07/95
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION:4:00PM []YES nN0
PERCOLATION TEST RESULTS
TIME AT TIME DEPTH TO WATER CHANGE PERGOLA -
HOLE • DEPTH START OF END OF
NUMOER (INCHES) START OF INTERVAL IN WATER TION RATE
INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN /INCH)
(INCHES) (INCHES) (INCHES)
....P -1 9 8:30 30 3.25 .., 5 .5 0 .._. 2.25 13.3
9:00 30 2.50 4.75 2.25 13.3
9 :30 30 2.25 4.00 1.75 17.1
10:00 30 2.75 4.50 1.75 17.1
10 :30 30 1.50 3.25 1.75 17.1
11:00
P - 10.5 8:30 30 3.50 6.00 2.50 12.0
9100 30 3.50 5.50 2.0 15.0
9:30 30 3.75 5.50 1.75 17.1
____- _ 10:00 30 3.25 5.00 1.75 t7.1
10130 30 3.25 5.00 1.75 17.1
11,00
P -3 g 8s30 30 3.50 5.25 1.75 17.1
9:00 30 2.15 4.15 _ 1.50 20.0
9130 30 3.00 4.50 1.50 • 20.0
10:00 30 3.00 4 29 1.25 P4,
0 ,
10130 30 2.75 4.0 1. ?S 25.-IZ
11:00
* DEPTH FROM BOTTOV OF AN APPKIXIMATELY 3f INCH DEEP TEST PIT.
1
JOB NO. GS -1476 FIG. 4
JUN -01 -96 16:51 FROM. C T L THOMPSON GLENWOOD ID: 3039457411 PAGE 15
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