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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2980
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
Owner's Name f Z' I t 4 " - V I fG In 14 ` o i I ; ^5 Present Address ZO t) T . r ea oS °• 1 J r • � S ' Phone a g I i
System Location (- ( 4 o e ` V ° • ( • cg (T•
S
Legal Description of Assess i Parcel No
1' s Itooie— (.CACN•- (V6& 0 1035 /2U / i rfa kt
SYSTEM DESIGN � LE — cfAh"Cle 13CD(SF• IE6F *u#frs la 6
it T tt eticHES (2 Fr it ry v u 1 „s
Septic Tank Capacity (gallon) Other S
I
so Percolation Rate (minutes /inch) Number o Bedrooms (or other) 3
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 0 L _)L ( E "
Septic Tank Capacity I ' S 0
Septic Tank Manufacturer or Trade Name C � L A A
Septic Tank Access within 8" of surface
Absorption Area P 9 `z / 4 � /y
, •- i o _ o , F , n- s e't ft Ow s of �V
"
Absorption Area Type and /or Manufacturer or Trade Name 1 ti F 1 L 1 rc 4 7 f) t*
Adequate compliance with County and State regulations /requirements t
Other
■
Date (p Inspector M A y
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
•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 materiel
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 DISSPOSAL SYSTEM APPLICATION
' OWNER f C I ncYt e Mad, l Ater „ont- 4 14175
ADDRESS LS- 60 /pea eth • PHONE 9.'t 79O9
CONTRACTOR et? d- Eck eo.v S7 n
ADDRESS 702 Ahp ga Q co./Wood-6 - 'i s PHONE 95/.5" --go f9
PERMIT REQUEST FOR (x) 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, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACTI.ITY;
Near what City of Town a /e,vu'ood r,e. Nq a / Size of Lot eQ . eft 1i
Legal Description or Address Lott D, GUec{6As✓ I'He S�, 5 Jd
WASTES TYPE: (k) DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES
( ) OTHER - DESCRIBE
BUILDING OR SERVICE TYPE:
Number of Bedrooms '5 Number of Persons ,C..
(k) Garbage Grinder ( j/) Automatic Washer (J) Dishwasher
$OTJRCR AND TYPE OF WATER SIJPPT.Y: (X) WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier: 1.0t54* 504 .
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: f
Was an effort made to connect to the Community System? le 5
A site plan is required to be submitted that indicates the following MINIMUM distances:
Leach Field to Well: 100 feet
Septic Tank to Well: 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System to Property Lines: 10 feet
YOUR INDIVIDUAL, SEWAGE DISPOSAL, SYSTEM PERMIT WILL. NOT AE ISSUED
WITHOUT A SITE PLAN,
CORM ND CONDITIONS:
Depth to first Ground Water Table 20 O
Percent Ground Slope S 7
2
TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
(j4 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:
( ✓j ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER - DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?
PERCOLATION TEST REST ILTS: (To be completed by Registered Professional Engineer, if the Engineer does
the Percolation Test)
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. _
Name, address and telephone of RPE who made soil absorption tests: ril • P A rn fee h N "cam 1 Z ,u e•
?9O. 9€15 -79 Cg
Name, address and telephone of RPE responsible for design of the system: S�srr c.
t
1
Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and
additional tests and reports as may be required by the Iocal health department to be made and furnished by the
applicant or by the Iocal health department for purposed 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
made, 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 best of my knowledge and belief and are designed to be relied on by the
local department of health in evaluating the same 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 C %� �gl • Date 4-7 /9v
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
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ao epwor•thPawlak Geotech TEL:970- 945 -8454 Jul 15 98 10 :04 No.004 P.01
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
5020 Road 164
Glenwood Springs, CO 81601
970- 945.7088
970.945.8454 Facsimile
FAX TRANSMITTAL FORM
TO: 1-)04 C� tUE S
COMPANY: .A a:(d- anu
I
FAX NUMBER: 4 - 773S JOB
G1G NUMBER: "' 3 Z. S '
FROM: Luis ir Ce1—
DATE: 7 I IS 1 9 6 NUMBER OF PAGES:
(Including this page)
MESSAGE:
The original of this transmittal will be sent by:
Ordinary Mail 'EA Overnight In
Fax Only In
If you experience any problems receiving this transmission, please call:
970- 945 -7988
SENT BY: ) ).°4 ->
HepworthPawlak Geotech TEL:970- 945 -8454 Jul 15 98 10:04 No.004 P.02
HEPWORTFI- PAWLAK GEOTECHNICAL, INC. 5020 Roed 154
Glenwnnd Springs, C0 81601
Fax 970 945 - 8454
Phone 970 945.7905
May 26, 1998
F.E. Collins
200 Ponderosa Drive
Glenwood Springs, Colorado 81601 Job No. 198 326
Subject: Backhoe Pit Observation and Percolation Test, Proposed Residence,
Lot 60, Westbank Mesa, Huebingcr Drive, Garfield County, Colorado
Dear Mr. Collins:
As requested, Hepworth - Pawlak Geotechnical, Inc. observed a backhoe pit and
performed a percolation test for septic disposal design at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services
to you dated May 12, 1998. The data obtained and our recommendations based on the
proposed construction and subsurface conditions encountered are presented in this
report. Evaluation of potential geologic hazard impacts on the site are beyond the
scope of this study.
Proposed Construction: The proposed residence will be single story and located on
the site as shown on Fig. 1. The residence will have a crawlspace and the garage will
have a slab -on- grade. Cut depths are expected to range between about 2 w 4 feet.
Foundation loadings for this type of construction are assumed to be relatively Tight and
typical of the proposed type of construction. The septic disposal system is proposed to
be located in the southern part of the building envelope.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re- evaluate the recommendations presented in
this report.
Site Conditions: The site is undeveloped and vegetated with an open pinon pine and
juniper forest and undcrstory of grass and sagebrush. The ground surface in the
building area is moderately sloping down to the northeast. Directly uphill is the steep
valley side.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
observing one exploratory pit in the septic disposal area at the approximate location
shown on Fig. 1. The log of the profile pit is presented on Fig. 2. into subsoils
encountered, below about Vk foot of topsoil, consist of gravel and cobbles with
HepworthPawlak Geotech TEL:970- 945 -8454 Jul 15 98 10:05 No.004 P.03
•
•
F.C. Collins
May 26, 1998
Page 2
•
scattered small boulders in a silty sand matrix. Results of a gradation analysis
performed on a sample of the gravel (minus 6 inch fraction) obtained from the site are
presented on Fig. 3. No free water was observed in the pit and the soils were slightly
moist to moist.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pit and the nature of the proposed construction, spread footings placed on
the undisturbed natural soil designed for an allowable bearing pressure of 1,500 psf
appears suitable for support of the proposed residence. The soils could tend to
compress after wetting and result in some post - construction foundation settlement. The
actual bearing conditions at the building site should be evaluated at the time of
excavation. Footings should be a minimum width of 16 inches for continuous walls and
2 feet for columns. Loose and disturbed soils encountered at the foundation bearing
level within the excavation should be moistened and compacted or removed and the
footing bearing level extended down to the undisturbed 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 reinforced top and
bottom to 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 45 pcf for the
on -site granular soil as backfill, excluding vegetation, topsoil and oversized rock.
• Floor Slabs: The natural on -site soils, exclusive of topsoil, appear 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
experience and the intended slab use. A thin layer of sand and gravel could be placed
beneath slabs as a leveling course. This material should consist of minus 2 inch
aggregate with less than 50% passing the No. 4 sieve and less than 12% passing the
No. 200 sieve.
Fill materials and sand and gravel base that support 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.
H -P GEOTECH
HepworthPawlak Geotech TEL:970 -945 -8454 Jul 15 98 10:06 No.004 P.04
•
F.E. Collins
May 26, 1998
Page 3
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 underslah areas should be
• avoided during construction.
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 5 feet from the building.
Percolation Testing: Percolation tests were conducted on May 14, 1998 to evaluate
the feasibility of an infiltration septic disposal system at the site. Locations of the
profile pit and three percolation holes are shown on Fig. 1. The test holes (nominal 12
inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits
and were soaked with water one day prior to testing. The soils exposed in the
percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and
consist of silty sandy gravel with cobbles. The percolation test results are presented in
Table I. Based on the subsurface conditions encountered and the percolation test
results, the tested area should be suitable for a conventional infiltration septic disposal
system.
Limitations: This study has been conducted in accordance with generally accepted
gcotcchnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pit excavated at the
location indicated on Fig. 1, the proposed type of construction and our experience in
the area. We have assumed that the subsurface conditions in the residence area are
similar to those identified at the profile pit. Variations in the subsurface conditions may
not become evident until the building excavation is performed. We should evaluate the
bearing conditions encountered during construction.
H -P GEOTECH
Hepwo•rthPawlak Geotech TEL:970- 945 -8454 Jul 15 98 10:06 No .004 P.05
•
F.E. Collins
May 26, 1998
Page 4
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 protect 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 geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTECIINICAL, INC.
Steven L. Pawlak, P.E.
Reviewed By: •
Daniel E. Hardin, P.E.
SLP /kmk
attachments
cc: Giard Homes, Inc. - Attn: Jeff Giard
H -P GFOTECH
HepworthPawlak Geotech TEL:970- 945 -8454 Jul 15 98 10:07 No.004 P.06
•
APPROXIMATE SCALE
1" r BOA
. /
ti
BUILDING
/ .er FNVELOPF
• \
PROPOSED ' /
RESIDFNCE
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P 3
A
QIP
PROFILE � 1 I
PIT — \ A) g
Nee
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L.OT 60
L.01
BOUNDARIES
195 326 HLPWORTH — PAWLAK LOCA`IION OF EXPLORATORY PITS I Flg. 1
GEO"ILCHNICAL, INC. l AND PERCOLATION TEST HOLES l
HepworthPaw1ak Geotech TEL:970- 945 -8454 Jul 15 98 10:07 No.004 P.07
•
PROFILE PIT
_. 0 r � 0
7 b; — !
S 5 _�
8. o y4 — a
J � 9 � 4 '" 1 q 4=69 d
_ J ...200 -16 -
10 10_. .
LEGEND;
TOPSOIL; slightly organic gravelly silt and sand.
:lr ti
GRAVEL (GM); silty sand matrix, cobbles and scattered small boulders, medium dense, slightly
,4 moist. brown, rounded to subongular rock.
• Disturbed bulk sample.
. J
NOTES:
1. The exploratory plt was observed on Moy 13. 1998. the pit had been dug with a bockhee prior to our
arrival.
2. Location of the exploratory pit was measured approximately by pacing from teotures shown on the
situ plan provided.
3. Elevation of the exploratory pit wos not measured and log of exploratory pit Is drown to depth.
4. The exploratory pit location and elevation should he considered accurate only to the degree
implied by the method used.
5. The lines between materials shown on the exploratory pit log represent the approximate
boundaries between material types and transitions may be gradual.
6. No free water was encountered In the pit cot the time of observation.
Fluctuations in water level may occur wish time.
7. Laboratory Testing Results:
14 W Percent retained on the No. 4 slew:
— 200 — Percent passing No. 200 sieve
198 326 I HLNWOR — PAWI INC. I IOG OF EXPLORATORY PIT I Fi 2
CrEOT'FC:HNIC/�L, C. 9•
HepjgerthPawlak Geotech TEL:970- 945 -8454 Jul 15 98 10:07 No.004 P.08
•
1 ' HYDROMETER n NCS W6 { e.5. STMOraO wolfs RCM MALVIn
1
7{ No. % HR
CAR SOVMoe 009401106
46 MN. 15 MN. 6O MINA 9 MIN. • 11111. 1 MN. /700 1100 130 136 /16 6/59 /e3 /1' 11/r r 6$' 6'
loo ��
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la 1 Bea ME eseae �m - m = ara. 00
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10 _ tea= _ �aaa== -1�� ®��_ = 00
memC aa>-_ �_C —ts_C --elm
��Me7e.a:== = ��iM17=
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Mesa — Musa _eaeasinta_=»seae_ _ t00
.001 .001 .005 .000 . 1119 .037 074 .160 .300 .600 1.10 236 49► 0.511 19.0 37.5 76. 17 ;167 203
DIAMETER Of PARTICLES IN MILLIML1ERS
CLAY 50 fY I T Ida'^ 7V' " 't in . X11 :1�=�7dsl._�F•7.13' #��iC'�t3v.J e � -...
GRAVEL 69 X SAND 15 % SILT AND CLAY 16 X
LIQUID LIMIT % PLASTICITY INDEX X
SAMPLE. Of': Silty Sandy Gravel with Cobbles FROM: PR 1 at 7 thnu 8 I`eet
198 326 I IIEPWOR1M — PAWLAK I GRADATION TEST RESULTS 1 Fig. 3
GEOTECHNICAL, INC.
HepworthPawlak Geotech TEL :970- 945 -8454 Jul 15 98 10:08 No .004 P.09
• HEPWORTH PAWLAK GEOTECHNICAL, INC.
• TABLE I
• PERCOLATION TEST RESULTS JOB NO. 198 326
' HOLE N0. HOLE DEPTH LENGTH OF WATER WATER DEPTH DROP IN AVERAGE
(INCHES) INTERVAL DEPTH AT AT END OF WATER PERCOLATION
(MIN) START OF INTERVAL LEVEL RATE
INTERVAL (INCHES) (INCHES) (MIN. /INCH)
(INCHES)
P-1 48 16 8% 754 %
7% 7 — %
7 6% K
6 % 6 y,
6 6 X 'h
5 % 5 14
— 6 476 14 30
P -2 60 15 8 % 754 34
754 6% 1
6% 6
6 5 % H
5 X 5 X
6 4% % 30
P -3 86 15 8 y 8 %
8 7 1
7 65 54
8% 5% %
6 '/• 6 '% IS
6 ' 4 % 54 30
Note: Percolation holes were dug end soaked on May 13, 1998 and percolation tests were conducted on May 14, 1998.