HomeMy WebLinkAbout02560 •
GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2560
109 8th Street Suite 303 Assessor's Parcel No.
Glenwood Springs, Colorado 81601
: Phone (303) 945 -8212
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit.
PROPERTY
Att & Lori Butler Present Address GI onwnnd R rin a Phone_ a97
n -9n
Owner's Name P 8 97
System Location 0018 De o_ - , : - r . s = :: • ,• • •
,
Legal Description of Assessor's Parcel No. i i
i
SYSTEM DESIGN
Septic Tank Capacity (gallon) Other
Percolation Rate (minutes/inch) Number of Bedrooms (or other) 4
/95 / ,Gte c/6 /Nee O sy5iCeI , /97, 7 4( 7 /C D
Required Absorption Area - See Attached
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer Web eeu EK • ��'Py / y WA 5
r
Septic Tank Capacity y� /
Septic Tank Manufacturer or Trade Name (.e O AND
Septic Tatlk Access within 8" of surface l/ °0//1�
Absorption Area rZ7 y --- XO C / /l T ®/� //
Absorption Area Type and /or Manufacturer or Trade Name / / , ', 00 /QCLk L. eACI
Adequate compliance with County and State regulations /requirements vr:,
Other l/< TD 0%ee,
Date e _3 - 1 / Inspector \J ak`7°
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE f
*CONDITIONS:
1. All Installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
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 — 6
months in jail or both). •
White - APPLICANT Yellow - DEPARTMENT
•
•
•
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER___ r. 1 Er Tt F . as
ADDRESS O/8 f�iL.0 re- tS / a.ct,t PHONE r ;ia 097 1,4 #c.n.c6
CONTRACTOR _ v • „ L • c
ADDRESS _ e . , c.E PH NE G _
PERMIT REQUEST FOR �j(_) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area,
habitable building, location of potable water wells, soil percolation test holes, soilyrofiles in test holes (See page 4).
LOCATION OF PROPOSED FACILITY; COUNTY Gigam - p
Near what City or Town _ /A /worn .SPrLIr/4s5 S ize of Lot /,a Ce 4 R. f
Legal Description or Address
WASTES TYPE: per DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE: _C•'&t t #"lsvt
Number of Bedrooms q� Number of Persons_
(g) Garbage Grinder , Automatic Washer " Dishwasher
SOURCE AND TYPE OP WATER SUPPLY• ( ) WELL ( ) SPRING ( ) STREAM OR CREEK
Give depth of all wells within 180 feet of system:
If supplied by Community Water, give name of supplier
GROUND CONDITIONS•
Depth to bedrock:
Depth to first Ground Water Table
Percent Ground Slope
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: /Yl<< s s
Was an effort made to connect to community system? ( ) YES ( ) NO
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(,c 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:
(X) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) AI3OVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER-DESCRIBE //1/r; Crte— eft-
t ✓lam
WILL, EFFLUENT BE DISCIIARGED DIRECTLY INTO WATERS OF THE STATE?
2
P :R .OI T1O _TFS'1' RESULTS: (To be completed by Registered Professional Engineer)
• Minutes per inch in hole No. 1 Minutes per inch in hole No. 3
Minutes per inch in hole No. 2 Minutes per inch in hole No.
Nance, address and telephone of RPE who made soil absorption tests:
Name, address and telephone ofRPE responsible for design of the system:
Applicant acknowledges that the completeness of the application is conditional upon such fither 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 insure compliance with rules and regulations
adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby certifies that all statements
made, information and repots submitted herewith and required to be submitted by the applicant are or will be
represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the
local department of health in evaluating the sane for purposes of issuing the permit applied for herein. i further
understand that any falsification or misrepresentation may result in the denial of the application or revocation of any
permit granted based upon said application and in legal action for perjury as provided by law.
Signed ...M1 ■ __a.. Date G ' ,
P1.. is i)RAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
_ - ENGINEERS
SURVEYORS
GM
(970) 945 -1004 SCHMUESER 118 West 6th, Suite 200
FAX (970) 945 -5948 GORDON MEYER Glenwood Springs, CO 81601
March 21, 1996
Mr. Jim Kehoe
Crystal Valley Home Building
P.O. Box 908
Carbondale, CO 81623
RE: Individual Sewage Disposal (ISDS) Report
Lot 31, West Bank Ranch, Filing for, Garfield County, CO
Dear Jim:
Per your request, Schmueser Gordon Meyer has evaluated the design of the proposed septic
system to service the residential flows from Lot 31 of West Bank Mesa Development. Based
upon conversations with yourself, we understand that although the original construction of
the house being constructed on Lot 31 is not going to be a five bedroom house, the design
of the individual sewage disposal system will be. We are in receipt of a report prepared by
Hepworth - Pawlak Geotechnical, Inc. identifying the percolation rate for Lot 31, West Bank
Mesa. In the H -P Geotechnical report, we have identified an average percolation rate for this
lot to be 30 minutes per inch. We have attached a copy of the H -P report as part of this
report.
With percolation test results, there is also attached a copy of the boring logs prepared with
the H -P Geotechnical report. A summary of the boring logs identified that the septic system
(or leach field system) is to be installed in clay and silts described as being sandy, stiff to very
stiff, moist, light brown, slightly porse, slightly calcarius. Based upon the percolation test
results and the soil borings, it appears that a standard leach field system can be installed on
this site. This, of course, assumes that setback requirements can be met in accordance to
Colorado State Health Department regulations. Accordingly, we have attached a table from
the Colorado Department of Health ISDS regulations which identify the required setbacks for
each component of the septic system installed.
The proposal for this site as far as method of disposal considers the use of a standard
"infiltrator" system. This system, as proposed, will be installed in a trench -type fashion.
Accordingly, we have attached manufacturer's product information regarding the infiltrator
and the infiltrator system installation. To briefly describe the septic system as a whole, it is
proposed to collect the effluent from the main waste line from the house to a 1500 gallon
septic tank. Please note that this 1500 gallon concrete septic tank does have alternative
installations available. These alternative installations can be considered, considering the fact
that no evidence of high groundwater is present. The alternative installations that can be
considered with this type of septic tank is that of a fiberglass septic tank also equal to 1500
gallons. We have not provided information as to a specified manufacturer or product line for
fiberglass septic tank.
March 21, 1996
Mr. Jim Kehoe
Page 2
Please note that the septic tank must be located at least five feet away from the residence.
In addition, the effluent line leaving the house and going to the septic tank must be straight
in alignment and straight in grade. If it is deemed necessary that any change in alignment
and /or grade in this main line from the house to the septic tank is required, a cleanout will be
necessary to accompany the installation. This main line coming from the house to the septic
tank must be a minimum specification ASTM 2729 PVC pipe of minimum 4" diameter. The
grade of the pipe must be at a minimum of %" per foot. If it becomes necessary that the
main line must cross a traveled area (i.e. vehicular access), we would then recommend that
the pipe specifications increase in strength to no longer utilize an ASTM 2729 designation but
rather use a Schedule 40 PVC.
To compensate for differential settling between the septic tank and the incoming and outgoing
piping, we would recommend that the piping coming into and leaving the septic tank be
sleeved in a 6" diameter cast iron pipe or Schedule 40 PVC. Once the effluent line leaves the
septic tank, it will need to proceed towards the infiltrator trench system at a '/" per foot
grade. Again, the minimum diameter of this pipe would need to be that of 4 ". We would
recommend that, from this point to the infiltrator system, location of the infiltrator system and
piping be coordinated such that no vehicular access is allowed over the piping or the infiltrator
system. Additionally, with this recommendation, we would then maintain that the ASTM
2729 PVC piping be utilized.
For the disposal system itself, we would recommend that three infiltrator trenches be
installed. We have attached our calculations which define the length of infiltrator trench
necessary as well as the number of infiltrator units necessary per trench. The closest spacing
that the infiltrator units can be installed is 10 feet on center. The infiltrator units must be
placed in a flat trench. We have attached a sketch which identifies the typical piping
requirements to equally distribute flow to each of the infiltrator trenches. As previously
discussed, we have attached the manufacturer's literature regarding the infiltrator system.
With that manufacturer's literature is a detailed list of instructions regarding the septic system
installation. You will note that the backfill required over an infiltrator trench is that of native
backfill. This native backfill is acceptable for fill over the trenches as long as 6" and larger
rock is not allowed in the backfill. The minimum requirement of 12" of cover over the
infiltrator system is also identified. Please note that the infiltrator must be installed in an
excavated trench and not in fill.
As mentioned throughout this report, a number of attachments are included with this report.
Please find the following list which identifies specifically the attachments in order:
1. Calculation of leach field and septic system sizing.
2. Table of minimum horizontal setbacks.
3. Soils profile logs.
SCHMUESER GORDON MEYER, INC.
March 21, 1996
Mr. Jim Kehoe
Page 3
4. Percolation test results.
5. Schematic plan view of septic system installation.
6. Sketch of the standard infiltrator chamber.
7. Infiltrator manufacturer's literature.
8. Septic system installation instructions (from Infiltrator manufacturer literature).
Some general notes that must be mentioned regarding any septic system installation are as
follows:
1. All materials, installation practices and setback requirements shall comply with
Garfield County Individual Sewage Disposal System Regulations.
2. The infiltrator trench shall be constructed so that the bottom level of the trench
is ± 0.1 inches. Place trench in natural ground, no portion of the trench shall
be placed in fill. Once backfilled, provide positive drainage way from the
trenches.
3. The area disturbed by construction shall be reseeded by native grasses to
prevent erosion.
4. Use risers as needed to bring septic tank access hatches within 6" of finish
grade.
5. Locate septic tank such that the access to the tanks can be accommodated for
future pumping.
6. The contractor and owner shall take whatever measures are necessary to
assure that (a) the septic tank and sewerlines are completely water -tight to
prevent infiltration of groundwater into the system, and (b) the system is
installed to prevent freezing of the gravity sewerlines.
7. The engineer and Garfield County Department shall be notified when
construction commences and kept abreast of the construction progress so that
sufficient inspections can be performed to assure conformance with this report.
8. It is the contractor's responsibility to verify all locations of utilities and setbacks
that may be affected by the installation of the septic system. Verification of
all utility locations shall be made with the appropriate utility company.
SCHMUESER GORDON MEYER, INC.
March 21, 1996
Mr. Jim Kehoe
Page 4
9. Substitution of materials (i.e., pipe, tanks, etc.) is acceptable provided
verification and acceptance by the engineer and the Garfield County Building
Department is made.
As you can gather from reading this report, we are leaving the specifics, (i.e., exact location,
grades and elevation) of the installation of the system to the contractor and /or yourself. It
is important to note, however, that the location of the septic system must be provided in the
same general location of that identified with the boring logs of H -P Geotechnical. In essence,
if the septic system is located on a site different than where the percolation test was taken,
verification of the perc rates must be made by either H -P Geotechnical or SGM prior to final
installation of the leach field. If it is determined that the information as provided is not of
sufficient detail for your contractor and /or yourself to construct the system, please notify us
immediately and we can provide a detailed construction plan for the system. To
accommodate such a detailed construction plan, SGM would have to coordinate with yourself
collection of detailed topography in the area of the proposed septic system. Aside from the
comments just made, I hope this information is of sufficient detail to accommodate your
needs in installing this septic system. If you have any questions or comments, please don't
hesitate to call.
Sincerely,
SCHM : SER • OR r' • N MEYER, INC. 7 ,71 e mii r rr r iti1/4, ,
T.
/f I 1 _ 3/z into
i
I :re9 . S m• son, P.E.
JS :bh/96038A
Enclosure
SCHMUESER GORDON MEYER, INC.
ENGINEERS
_�� SURVEYOR$
. (970) 945 -1004 SCHMUESER M 118 West 6th, Suite 200
FAX (970) 945 -5948 GORDON MEYER Glenwood Springs, CO 81601
May 15, 1996
Mr. Jim Kehoe
Crystal Valley Home Building
P.O. Box 908
Carbondale, CO 81623
RE: Individual Sewage Disposal (ISDS) Report
Lot 31, Westbank Ranch, Filing #4, Garfield County, Colorado
Dear Jim,
Per your request of May 14, 1996, I am providing this letter which provides you additional
information regarding the design of the individual sewage disposal system proposed for Lot
31, Westbank Mesa Development. In our previous correspondence of March 21, 1996,
Schmueser Gordon Meyer provided an outline design for an infiltrator type system for the
individual sewage disposal system on this site. Your request of May 14, 1996 was to also
provide a design under a standard bed type construction.
In referencing our March 21, 1996 correspondence in which "individual disposal sewage
calculations" are provided, we would direct your attention to item 5 of the calc ions. ) In
this calculation, we have calculated the peaked area of the septic system bei 1232 square
feet according to the Colorado Department of Health regulations. Accordingly, - - , an
aerial adjustment must be made to the bed size for the installation of a washer and disposal.
Therefore, the area for which the standard bed construction must be constructed i 2069.76 /
square feet. Construction for this system, as a standard system, shall be performe m
accordance with the Garfield County individual sewage disposal regulations. In these
regulations, bed cross section, piping requirements, etc. are given.
Upon your review of this letter, if you have any questions or comments, please don't hesitate
to call.
Sin - , :ly, � �
1 I Nat%
.) U-. c.RDO ER, INC. �0,• •
/
RCV •01 6 2 ?
/ : . f .. 90` 1 ( '` •� _ �r� onson, '• 515
e the `�, / / /ilpii.,ll�. :.:"\
g{6
JSS:bh /96036A\ 1
(I
INDIVIDUAL SEWAGE DISPOSAL CALCULATIONS FOR
KEHOE. LOT 31. WESTBANK MESA SUED.. GARFIELD COUNTY
1. DETERMINE FLOWS:
5 BEDROOM IN PROPOSED RESIDENCE
2 PERSONS /BEDROOM /DAY
75 GALLONS PER PERSON PER DAY
TOTAL AVERAGE DAILY FLOW = (5)(2)(75)= 750 GPD
2. FROM HEPWORTH PAWLAK REPORT: PERCOLATION RATE
FOR DESIGN 30.0 MINUTES PER INCH.
3. REQUIRED SEPTIC CAPACITY:
FOR A 5 BEDROOM HOME= 1500 GALLONS
4. DETERMINE FIELD AREA:
FOR ABSORPTION: WHERE:
A= ((Q)SQRT(T)) /5 A =FIELD AREA
A= ((750)SQRT(30.0))/5 Q =FLOW RATE
A= 822 SQUARE FEET T =PERCOLATION RATE
5. PEAK FLOW AT 150% PER COLORADO DEPARTMENT OF HEALTH
REGULATIONS AND ADJUST FIELD SIZE ACCORDINGLY.
A= 1.5x822 = 1232.0 SQUARE FEET
6. AREAL ADJUSTMENT TO BED SIZE FOR USE OF INFILTRATOR.
DECREASE AREA BY A FACTOR OF 50%
A= 1232.0x0.5= 616 SQUARE FEET
7. AREAL ADJUSTMENT TO BED SIZE FOR WASHER AND DISPOSAL.
(FACTOR BY 1.4 AND 1.2)
A =616x1.4x1.2 =1035 SQUARE FEET
8. DETERMINE AREA OF EACH INFILTRATOR TRENCH. (ASSUME 3 TRENCHES)
A= 1035/3 = 345.0 SQUARE FEET/TRENCH
9. DETERMINE NUMBER OF INFILTRATOR UNITS PER TRENCH.
(USING STANDARD INFILTRATOR CHAMBER WITH 18.75 SQUARE FEET PER UNIT)
NO. OF UNITS= 345.0/18.75 = 18.4 UNITS/TRENCH (USE 19 UNITS/TRENCH)
10. TOTAL UNITS IN INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
19x3= 57 INFILTRATOR UNITS (STANDARD INFILTRATOR
CHAMBERS)
• SC.HMUESER GORDON MEYER, INC. O° �°T 3� t UIESTB4nlK MESA 15D5
• 1 18 W. 6th St. Suite 200 P.O. Box 2155 S HEET NO 1 OF I Q
• Glenwood Sprin CO 81601 Aspen. CO 81612 ! I ! S
(303) 9454004 (303) 925 -6727 CALCULATED BY J 7 DATE 3 / -1 s 6
FAX (303) 945 -5948 FAX (303) 925 -4157
CHECKED BY (4 Q ..y.y 16415.6 DATE
SCALE ( /61l T
I _. >9opa 6E, g'(a e
4" 6 ASTnA 2721 INC Fire
5 faor- 0 V4 /Fr. th.._cfl
MI1.
1500 LAun.1 . PTIC TA-hlK
25
4 'b fttrM 2 - 721 -P. el Pa
CO V4 /Er.
.
o r — A11 & A nn Z, z' R
c» o -% , Statue (r(iri
IR I N I raiiar-
INTK' -(- 4I DIA-• IM l(� f c
itcb '6 VFTi%-
. f3e 'q - c r1')
of GTCC,ICtfS 1a
_ lf1)D Ftar
lot M lo
l< (
l Mhl
jjj
TralCIf Cf 'ip-e-egA1
. NgN\ATI C_
fLAI V 1 Eki - of 4 i?tt"I c
s \f /\ \ N-STALLATIDM
Igo
Y C 0 .O '0 0 0 tn
o. co '-I
0 F
1n
• CO
0
T.C. x O « In it in In In 0 O O
N 0 it .-4l K N 11 N r1 r1 r-1 r1 H
A el x K x
7
0
x
-o
0 ♦1
01 14 n s
H a 0
7 0
cloak
.t1 .t1 v1 v1
10 U r1 !A U N K '11 1t in N co N N N
1.43 N' N O 0 O O
H 3 N
H
4 C14
rl
N U O C
Z h y P C 0 r 0 1 r I-1 0 O O O O
H {1.11 ri H H r-1
g A
PI 0
to 4
H A a 0 r N 0 rr4 0 0 1 9-1 0 1
CO H ..ii El
Co 0 M O H 6
6 a
N 011 0
N 0 0 0 H
M d ~ P .'0 in 0 0 01 1t1 1r1 1A h 3
v O r 1 U 7 .-1 N N r, r-1 r, '., a
x c oca E4
H ��{ A �� El In
'" 4 p 4 3 7 N 0 N N N N N N N
Z
1 U M to U 0
O r y > 0
W WW O d
1-7 7. A 0 r• O1 1
m 01 al a .rat 0 0 In In N r o ,1 r r
sal
0 3 0 N 0 h N N
a to
a W 000 . CO l o N 0 0 0 0 1
6 ..C1 ri u p w 0 *1 0 « O o o
0 e
14 41 v-1 In
H CO N
1-4 m 1 1 � Ol if u N 61 N
O P. 7 d 0 M L H N 01 >
N w N 44 '. ...I .-3 7. t o 11 u U
0 to N T 11 >,tn 0 0 0 a
'. aA O y 0 .-I tt H . - 1 C 0 L •.4 �N L fa
,..1 .41 .0 w r1 a+ 0 01 0 0 w a t0 r1 .
11 O CO O U 0 r-I U C .0 •r M . u C 3 N
O CO 0 0 CO N 14 01 O u a1 •0 6
41 0 14 0 1.1 N W 0 .0 C H 03 C 0 r1 10 'O
C/1 • a � 41 W CO 0 0 1t I. a s 11j T 0 + 0 CU '17
.1 0 •-1 10 0 0 U 0 H CO 'O a r-]
0 0 a • 0 Q u O 0. o 0 u r1 N > CO Si > r1 en
O '.1 0 4 0 0 '0 • H CO '0 14 CO 0 . to W 0 ••I 7
N N 00 .0 0. t o U 0 3 t o 0 0 u ) 0 0 1 + 10
u 0 0 00 01 'o v a
CI) . q1 - 7. 0 0 0 - '. r-1 01 7 +•1 0. a 0 0 0 .--1 '7
CO • . . 1 0 0 CO 'd 11 .-1 +1 L C 1-4 0 01 0 H C 0 0 0 a 1 +
as t n t -4010 at X a E - a - co a t-.1 ..-I o
-18-
ack
• V H . N
. - 1 x o ro 4.) >
▪ c 1
• a03 1 1 .0 C 0 0
w F a w .-1 0
V) H .-1 8 0 0 0
e 0 co w w u 0 0
m u u 4 O O H N 0 0 + W
m 0 0 0 w w w 0
N U % O it O T Yi .i M 14 CO .0 m 0) C
C. H % .-4 i 0 .i 0 +J + -.-1
00
+
% .-1 m H
7 O .O CO m .-1 0 t) .1 t1-1 CU
04 li •0 0 i m m O I M .0 0) O 0 . W 'O
• U u O CO i.. u A m 7
w u 0 .-1 A I 10 m i• CO w
m .1 0 w 00 Vl ri w u w 0 0
H c] m w 0 .-1 c).10)4 0 N w W
W 7 w u 0 U . 0) .0 q m 0 il 0 m T
W OO U o f w w O el N 3 •-1 O. 0 'O 'O
N .0 H V) % 0 % O A 00 HI N • - 1 ++ w w
.-7 H u % V) % L.1 .0 b m m q H u H
01 m N b •• 0 . q 0 .0 +i 4.1
U w
u 00 O w HI .0 c0 w m 7 0.
H CO • H .1 O N m m T q J.1 L1 m
W it ip.I 0) 0'. PG • HI m rl L T CO 0 ai
� ] H H b U N PO 00 N • 0 H . U H " U 0 m 0 H 44 q u W .1-1 0 03 H 00
Z co m .1 4C O % O 0) 7 CO m L C + CO 0
01 0 0 0
H x .0 01 it 1 % H A 7 L •M •'O ..-1 0 O
7 H • 01 q 3 H 01 .-1 b q m r 1
ei M a v� a '-1 0 H 7 rI O .Hi •0 7 .--I i
4.1 .c
1 W w
•
143 z [ zy 0 A 0 0 CO W 1y 0 Ora • H 0 al
U 6 H W H m m U >. P . A 00 W m mN O. • 0
pa,. N La H 0 0 % O 01 m 0 •C q 0 1) u M 0 H
0. q % 1 - 1 0 > 01 6 0 CO .,/ ^ N .i 0.H 0
~ w } 0 03•••4 , '. O 4 H i 0 0 m 0 114 0 7 m w
0 d 3 M W O 0 U ro U b O q N HAIL . 0 d a •
{ f ( 6 � y � y
N
C4 0 c pa W
g.) 1 x t L1 0 V 0 0 N ^J CO 4f 00 m . 3 O CO
p d • 3 O 03 11 9 H CO C u 0 a 1 0
P. N �-i{ e' r W O K V1 0 m 0 ..m..-1 V P. 0 '0 N 3 03 CO "0 14 0 •H
Z 6 14 r-7 .-1 7r1 Wb >. u 0 ub b V M C �
O O O co c.) ..-o m r4 4- 14 0 0 L CO ..-1 u
U 7 01 H 0 M H m t0 O •N U r1 V
fr. "' V] � O P7 U 03 61 H H a N .0 q G1 rl 01
E.i ^ q u u u O .q u >■ H m 0
Q zW 0 p u � 0 0 N H u CO H• O 0 . 0 0 in
x x w � 3L ▪ r4 CV v1 In •-1 .0 w >. 0 O 0 ,C 0 0 ?W b >
1-1 . z N J.1 . m N N •• i.1 0 pi 01 0 0 H H 0 '0 m
z O O 7
" •.3 H 0 0 4 .{ U u 0 >-. +I O co
8 N . C.; M V)U 7 qri 0 co O . .0 .0 0 ca •
+ 0 CO 03 • N 0 A 3 8 p N H
1 w O O so •• V .0 � u . 1 0 y 0 U MHO W O 0 0.
1.4 3 z A 12) . 0 U a3 3 H 3 a •O >. 000 CO U W 10
H 10 u 0. q it o 0 0 0 t0 .-1 N p +i H 0 cO O
W p u 03 0. it Hi rl y,y m m u 01 0 O. 0 .-1 m u ••0c�� r r 0 i { 144 0) .V1 H M 04 O N F 0 •. 0 3 0 b b j m e O -1 0 0 C of
• � t3 00 w
w eoaom wavuom� v u� 0 o
q IA .1 w K o % O 14 0 0 u 01 11 m W ). % o
rl rl L q % Vl % h O O >. U W H t0 >. W % 11 % o
a.3 Cl ..-7 z u u a 0 o a 3 it m 4) % m % ri
H CO N \a�
z
H- ???...��� jjj .
13 0 0
0
O CO
H FI
H 0001 H
tG. 0 3
0 1 -1 N TS
0
4.1 00
U CO N +
0. 10 4 w i .1 .1
h W w CO
-19-
• HEPWORTH- PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
March 8, 1996 Fax 970 945 -8454
Phone 970 945 -7988
Crystal Valley Home Building
Attn: Jim Kehoe ' 1 1 1
P.O. Box 908
Carbondale, Colorado 81623 Job No. 196 135
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 31, Westbank Ranch, Filing 4, Garfield County,
Colorado.
Dear Mr. Kehoe:
As requested, Hepworth - Pawlak Geotechnical, Inc. performed a subsoil study and
percolation testing for foundation and septic disposal system designs at the subject site.
The study was conducted in accordance with our agreement for geotechnical
engineering services to Crystal Valley Hotpe Building dated February 28, 1996. The
data obtained and our recommendations based on the proposed construction and
subsurface conditions encountered are presented in this report.
Proposed Construction: The proposed residence will be a two story wood frame
structure over a walkout basement level located on the site as shown on Fig. 1.
Basement and garage floors will be slab -on- grade. A single floor of living space is
planned above the garage. Cut depths are expected to be up to about 6 feet.
Foundation loadings for this type of construction are assumed to be relatively light.
The proposed septic disposal area is located uphill to the southeast of the proposed
residence.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to reevaluate the recommendations presented in
this report.
Site Conditions: The site consists of vacant property vegetated with grass and
sagebrush. Scattered juniper trees are located in the southern ravine. About 1 foot of
snow was cleared from the building area prior to our field work. The site generally
slopes down to the west with about 40 feet of elevation difference across the lot. About
5 feet of elevation difference occurs in the proposed building area. The ravine at the
south- southwest part of the lot is a natural drainage.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
Crystal Valley Home Building
March 8, 1996
Page 2
disposal area at the approximate locations shown on Fig. 1. The logs of the pits are
presented on Fig. 2. The subsoils encountered, below about 2 feet of topsoil, consist of
stiff sandy silt and clay. Results of swell - consolidation testing performed on relatively
undisturbed samples of the clay, presented on Fig. 3, indicate low compressibility
under existing moisture conditions and light loading. One sample showed a low
collapse potential (settlement under constant load) when wetted. The samples showed
high compressibility potential under additional loading after wetting. No free water
was observed in the pits at the time of excavation and the soils were very moist to
slightly moist with depth.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 1,500 psf for support of the proposed residence. The soils tend to loose
strength and compress when wetted. There could be 1 to 2 inches of post construction
settlement if the bearing soils become wetted. Footings should be a minimum width of
16 inches for continuous walls and 2 feet for columns. The topsoil and loose and
disturbed soils encountered at the foundation bearing level within the excavation should
be removed and the footing bearing level extended down to the stiff natural soils.
Exterior footings should be provided with adequate cover above their bearing elevations
for frost protection. Placement of footings at least 36 inches below the exterior grade is
typically used in this area. Continuous foundation walls should be heavily reinforced
top and bottom to limit the effects of settlement and span local anomalies such as by
assuming an unsupported length of at least 12 feet. Foundation walls acting as
retaining structures should be designed to resist a lateral earth pressure based on an
equivalent fluid unit weight of at least 50 pcf for the on -site clay and silt soil as
backfill.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracking. The requirements for joint
spacing and slab reinforcement should be established by the designer based on
H -P GEOTECH
Crystal Valley Home Building
March 8, 1996
Page 3
experience and the intended slab use. A minimum 4 -inch layer of free - draining gravel
should be placed beneath basement level slabs to facilitate drainage. This material
should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve
and less than 2% passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on -site soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in the area that local perched groundwater may develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. We recommend below grade construction, such
as retaining walls and basement areas, be protected from wetting and hydrostatic
pressure buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free - draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free - draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 1 1 feet deep. An impervious
membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough
shape and attached to the foundation wall with mastic to prevent wetting of the bearing
soils.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be avoided
during construction.
H-P GEOTECH
Crystal Valley Home Building
March 8, 1996
Page 4
2) Exterior backfill should be adjusted to near optimum moisture and compacted to
at least 95% of the maximum standard Proctor density in pavement and slab
areas and to at least 90% of the maximum standard Proctor density in landscape
areas.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum
slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of
3 inches in the first 10 feet in pavement and walkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at least
10 feet from the building.
Percolation Tests: The results of percolation tests are presented in Table II and a log
of the profile pit is presented on Fig. 2. The percolation rates varied between 30 and
40 minutes per inch. The test results and subsurface profile indicate a conventional
infiltration septic disposal system is feasible at the tested area.
Limitations: This report has been prepared in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
other warranty either expressed or implied. The conclusions and recommendations
submitted in this report are based upon the data obtained from the exploratory pits
excavated at the locations indicated on Fig. 1, the proposed type of construction and
our experience in the area. Our findings include interpolation and extrapolation of the
subsurface conditions identified at the exploratory pits and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we
should be notified at once so re- evaluation of the recommendations may be made.
H -P GEOTECH
Crystal Valley Home Building
March 8, 1996
Page 5
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the soil engineer.
If you have any questions or if we may be of further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
■ ! ' � oto � . . . D", :iN 14
lip is. 0 0 o l
Jor Z. m son, Jr., ;° 29707 aj 1
o,
l ' % t / Q / � 0 4 V
Reviewed By: 4 4, ` ss, .. . NG ��
�� NAL_t
Steven L. Pawlak, P.E.
JZA/
Attachments
cc: Schmueser Gordon Meyer - Attn: Jeff Simonson
Cole Associates Inc. - Attn: Harry Cole
H -P GEOTECH
C / /
\ k
I
1- \ /1 / I
I
S
/SED\OT 32
RIVEWAY \
k • . • O
N
fV '
b
Q ..\•,
\ \
CO PROPOSED
c. o 3 , � I RESIDENCE
.n Oe `O \ ( PIT 2 I . P -3
' \ • 6 P -2
\ • PROFILE PIT
-. \ 6 P-1 / \
f
PROPOSED D
LEAH P FI LD LOT 33
J
\ LOT 31
/ PROPERTY ii LOT 34
BOUNDARY
6 210 LOT 30
\ z�% --q
b
APPROXIMATE SCALE
I " = 60' 1 1
196 135 HEPWORTH-PAWLAK I LOCATION OF EXPLORATORY PITS 1 Fig. 1
GEOTECHNICAL, Inc. `
• PIT 1 PIT 2 PROFILE PIT
ELEV. = 6217' ELEV. = 6217' ELEV. = 6221'
0 0
_ ti —
WC = 8.7
;; DD =98 =
j — //9 WC =8.2 5 LL
t 5 WC = 7.8 DD 64 c
a — DD =91 200 = � — n
d d
n C3
WC =14.9 —
10 DD =104 10_
— •200 = 86
LEGEND:
bj Topsoil; sandy silt, organics, loose to medium stiff,very moist to moist with depth, brown.
Clay and Silt (CL -ML); sandy, stiff to very stiff, moist, light brown, slighty porous, slightly calcareous
I SI 2' diameter Hand Drive Liner Sample
NOTES:
1. Exploratory pits were excavated on February 29,1996 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features shown on
the site plan provided.
3. Elevations of exploratory pits were obtained by interpolation between contours on the site plan
provided. Exploratory pits are drawn to depth.
4. The exploratory pit locations and elevations should be considered accurate only to the degree implied
by the method used.
5. The lines between materials shown on the exploratory pit logs represent the approximate
boundaries between material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavation.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( %)
DD = Dry Density (pcf)
-200 = Percent passing No. 200 sieve.
196 135 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS Fig. 2
I GEOTECHNICAL, INC.
' Moisture Content = 7.8 percent
Dry Unit Weight = 91 pcf
0
Sample of: Sandy clay
----
..�` From: Boring 1 @ 5 feet
2
3 \--------%•(7------
Compression
Upon Wetting
o q .
N rn
0
L
L
0 5 - • '
U
6 i
7
\ , '
I
8 0.1 1.0 10 100
APPLIED PRESSURE - ksf
I I Moisture Content = 8.7 percent
Dry Unit Weight = 96 pcf
i I
0 I I Sample of: Sandy clay
From: Boring 2 @ 2 feet
t
1 ! I it i i
2
3 No Movement
"
af2.
4 Upon Wetting 1
a
o
.
co
m 5
L
n.
e
e
0
U 6 1 .
4
1
n
t
0.1
t
APPLIED PRESSURE - k sf
196 135 HEPWORTH- PAWLAK SWELL - CONSOLIDATION TEST RESULTS Fig. 3
GEOTECHNICAL, Inc.
LO
co
r
co
a) t
o 0
Z N CO CO CO CO
CO
p .) U U U
T > > T
V - 0 'O '0
C C C C
CO O1 CO CO
W
W
co §r_E
1— '
5
J D
Q CO
LU
o CC t g _
_E
E u ~ i
CU
w ~ i
O C !x
o JQ
Y Q
Y W CO
J
a 0
o
F } a x
O Cr - N
Q
a
w U) x
x o
g ilt '4" CO CO
* c W O) N N
z g 0 " l< 4 co cc; z F U
z
o E '{ LL') W N d'
F
I $ (V n
a
2
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST RESULTS JOB NO. 196 135
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE
(INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION
(MIN) INTERVAL INTERVAL LEVEL RATE
(INCHES) (INCHES) (INCHES) (MIN. /INCH)
P -1 44 10 7 3/4 7 1/4 1/2
7 1/4 6 3/4 1/2
6 3/4 6 1/4 1/2
refill 8 1/4 7 3/4 1/2
7 3/4 7 1/4 1/2
7 1/4 7 1/4
7 61/2 1/2 30
P -2 45 10 10 91/2 1/2
9 1/2 9 1/2
9 8 1/2 1/2
8 1/2 8 1/2
8 7 3/4 1/4
7 3/4 7 1/2 1/4
7 1/2 7 1/4 1/4 40
P -3 44 10 10 9 3/4 1/4
9 3/4 9 3/4 0
9 3/4 9 1/2 1/4
9 1/2 9 1/4 1/4
9 1/4 9 1/4
40
_,- k/4 1 /4
Note: Holes were hand dug in bottom of backhoe pit and soaked on February 29, 1996. Holes
were covered and protected against freezing overnight. Percolation tests were conducted
on March 1, 1996.