HomeMy WebLinkAboutG200614GARFIELD COUNTY GRADING PERMIT APPLICATION
108 8" Street, Suite 401, Glenwood Springs, CO 81601
Phone: 970-945-8212 / Fax: 970.384.3470 / Inspection Line: 970.3884-5003
Permit No: ` _ I q Parcel/Schedule No: cA `e6 -:;- " ?JL\ � " 1 (0 N �j ` 1
AGREEMENT
IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGREES TO COMPLY WITH ALL CODES AND LAND USE
REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES
THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LOCATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE
DESCRIBED WORK, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND
VOID.
THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM
THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING
CONSTRUCTION OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THE CODE OR ANY OTHER ORDINANCE OR REGULATION
OF THIS JURISDICTION.
THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE
OF ANY RESPONSIBILITIES OR LIABLITIES BY GARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE
ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARCHITECT, DESIGNER, BUILDER, AND OWNER.
COMMENTS ARE. INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST.
Garfom.003
I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL):�---'+_�
Job Address:
1 Lot No: , Block No: Subd. / Exemption:
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Engineer:
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Describe Work:
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THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION
AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR, IF CONSTRUCTION
Fee: Dated Permit Issued:
OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY
TIME AFTER WORK IS COMMENCED.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION
AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONSLAW
GOVERNING THIS TYPE OF WORK WILL, BE COMPLETED WITHIN WHETHER
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SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT
PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS
OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR
n Q,
THE PERFORMANCE OF CONSTRUCTION.
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Conditions to Permit: a
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SIGNATURE OF OWN-
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BUILDING AND PLANT '.I
APPROVAL/DATE
AGREEMENT
IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGREES TO COMPLY WITH ALL CODES AND LAND USE
REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES
THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LOCATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE
DESCRIBED WORK, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND
VOID.
THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM
THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING
CONSTRUCTION OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THE CODE OR ANY OTHER ORDINANCE OR REGULATION
OF THIS JURISDICTION.
THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE
OF ANY RESPONSIBILITIES OR LIABLITIES BY GARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE
ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARCHITECT, DESIGNER, BUILDER, AND OWNER.
COMMENTS ARE. INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST.
Garfom.003
I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL):�---'+_�
January 26, 2006
Chris Hawkins
c/o D.M. Neuman Construction
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81.601.
Phone: 970.945.7988
Pax: 970.945-8454
email: hpgeo@hpgeotech.com
2%0' /52!�-
P.O. Box 2317
Glenwood Springs, Colorado 81602 Job No. 106 0105
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 11, Four
Mile Ranch, Sunrise Court, Garfield County, Colorado.
Dear Mr. Hawkins:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design
of foundations at the subject site. The study was conducted in accordance with our
agreement for geotechnical engineering services to you dated January 9, 2006. 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 with an attached garage located in the building envelope shown on Figure 1.
Ground floor will be structural over a crawlspace for the residence and slab -on -grade in
the garage. Cut depths are expected to range between about 3 to 4 feet. Foundation
loadings for this type of construction are assumed to be relatively light and typical of the
proposed type of construction.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
report.
Site Conditions: The site was vacant and covered with about 1 foot of snow at the time t l
of our field exploration. The ground surface '
is relatively flat with a gentle to moderate:
slope down to the west. There is about 2 to 4 feet of elevation difference across the
t
building area. Vegetation consists of grass and weeds.
Subsidence Potential: Four Mile Ranch is underlain by Pennsylvania Age Eagle Valley
Evaporite bedrock. The evaporite contains gypsum deposits. Dissolution of the gypsum
under certain conditions can cause sinkholes to develop and can produce areas of
localized subsidence. Sinkholes were not observed in the immediate area of the subject
lot. The pits were relatively shallow, four foundation design only. Based on our present
knowledge of the site, it cannot be said for certain that sinkholes will not develop. In our
Parker 303.841-71.19 9 Colorado Springs 719-633-5562 9 Silverthorne 970.468-1989
-2 -
opinion, the risk of ground subsidence at Lot 11 is low and similar to other lots in the area
but the owner should be aware of the potential for sinkhole development.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
observing two exploratory pits at the approximate locations shown on Figure 1. The pits
had been excavated prior to our arrival on-site. The logs of the pits are presented on
Figure 2. The subsoils encountered, below about 1 foot of topsoil, consist of stiff, slightly
sandy silty clay to the pit depths of 6 feet. There was scattered basalt gravel in the lower
foot of Pit 2. Results of swell -consolidation testing performed on relatively undisturbed
samples of clay soils, presented on Figures 3 and 4, generally indicate low to moderate
compressibility under conditions of loading and wetting. The sample from Pit 2 at 2 feet
showed a minor expansion potential when wetted under a constant light surcharge. An
unconfined compressive strength of 4,000 psf was indicated for a clay sample from Pit 1
at 2 feet. No free water was observed in the pits at the time of excavation and the soils
were generally moist.
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 2,000 psf for support of the proposed residence. The clay soils in the area
typically have an expansion potential when wetted. The settlement/heave of the subgrade
should be further evaluated at the time of construction. Footings should be a rmahnum
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 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 55 pef for the on-site soil as
backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly
loaded slab -on -grade construction. The clay soils in the area typically have an expansion
potential when wetted which could result in some slab movement and distress if the
bearing soils become wetted. 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 minimum 4 inch layer of sand and gravel, such as road base, should be placed
Job No. 106 0105
Gtech
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beneath slabs -on -grade for subgrade support. 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.
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 or suitable imported granular fill devoid of vegetation, topsoil
and oversized rock.
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. Drying could increase the expansion
potential of the clay soils.
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) Irrigation sprinkler heads and landscaping which requires regular heavy
irrigation, such as sod, should be located at least 5 feet from foundation
walls.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either express 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 Figure 1 and to the depths shown on Figure 2, the proposed type of
construction, and our experience in the area. Our services do not include determining the
presence, prevention or possibility of hold or other biological contaminants (MOBC)
developing in the future. If the client is concerned about MOBC, then a professional in
this special field of practice should be consulted. 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
Job No. 106 0105
GecPt@Ctl
-4 -
report, we should be notified at once so re-evaluation of the recommendations may be
made.
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 geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Respectfully Submitted,
T4F.PWORTH - PAWLAK GEOTECHNICAL, INC.
Jordy Z. Adamson,
Reviewed by:
Daniel E. Hardin, P.E.
JZA/ksw
attachments Figure 1 — Location of Exploratory Pits
Figure 2 — Logs of Exploratory Pits
Figures 3 and 4 — Swell -Consolidation Test Results
Table 1 — Summary of Laboratory Test Results
Job No. 106 0105 G8!ReCh
LOT 12
L APPROXIMATE�
:o
SUNRISE COURT
10
1 1060105 1 (�@� h 1 LOCATION OF EXPLORATORY PITS I Figure 1 1
PIT 1 PIT 2
0 0
WC -19.4
DD=107 8.1
=1=106
UC=4,000 DD
_
WC=1t.5 5
LL
5 WC=11.1 DD=96
s
a
DD=110
10 10
LEGEND:
TOPSOIL; slightly sandy silty clay, organic, firm, moist, dark brown.
CLAY (CL); silty, slightly sandy, scattered basalt gravel in bottom foot of Pit 2, stiff to very stiff, moist, brown,
calcareous.
2" Diameter hand driven liner sample.
NOTES:
1.
Exploratory pits were observed on January 19, 2006. The pits had been excavated with a John Deere 490 trackhoe
prior to our arrival on-site.
2.
Locations of exploratory pits were measured approximately by pacing from features shown on the site plan
provided.
3.
Elevations of exploratory pits were not measured and the logs of exploratory pits are drawn to depth.
4.
The exploratory pit locations 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 excavating. Fluctuation in water level may occur with time.
7.
Laboratory Testing Results:
WC = Water Content (%)
DD = Dry Density (pcf)
UC = Unconfined Compressive Strength (psf)
106 0105
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LOGS OF EXPLORATORY PITS
Figure
2
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1
0
C
0
2
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Moisture Content = 11.1 percent
Dry Density = 110 pcf
Sample of: Slightly Sandy Silty Clay
From: Pit 1 at 5%2 Feet
No movement
upon
wetting
0.1 _ 1.0 10 100
APPLIED PRESSURE - ksf
Moisture Content = 18.1 percent
Dry Density = 106 pcf
Sample of: Slightly Sandy Silty Clay
From: Pit 2 at 2 Feet
Expansion
upon
0.1 1.0 10
APPLIED PRESSURE -ksf
1060105 I C C� 1 SWELL -CONSOLIDATION TEST RESULTS
HEPWoR .PAWL GEd CHWCAL
Is
Figure 3
Moisture Content = 11.5 percent
Dry Density = 96 pcf
Sample of: Slightly Sandy Silty Clay
From: Pit 2 at 4 Feet
0
1
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No movement
upon
wetting
a 2
E
0
U
3
4
0.1 1.0 10 100
APPLIED PRESSURE - ksf
1060105
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