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GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
108 Eighth Street, Suite 201
Glenwood Springs, Coloradof 81601
Phone (970) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
Permit 4 0 i 6
Assessor's Parcel No.
This does not constitute
a building or use permit.
PROPERTY ®®�� Lek)
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Owner's Name /� Present Ad'dr/es / //'�' r ' 1 r Phone
System Location CaO9 ka�%d/� //Y //� [ i Ale
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Legal Description of Assessor's Parcel No CX / RI -oY 3 —o / -C ! )
Wit- ids
SYSTEM DESIGN
Septic Tank Capacity (gallon) Other
Percolation Rate (minutes/inch)
Required Absorption Area - See Attached
Special Setback Requirements:
Number of Bedrooms (or other)
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer
Septic Tank Capacity
Septic Tank Manufacturer or Trade Name
Septic Tank Access within 8" of surface
Absorption Area
Absorption Area Type and/or Manufacturer or Trade Name
Adequate compliance with County and State regulations/requirements
Other //// / N //1. /'// /-�7J/ q C/
Date l 9T'0% Inspector E7 U�lfm Per ' (� 4t , 4/'e/ ' ` ' fr'9rR,
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE 7f%ct.t..n ' Ctfrlid
L G'
*CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systehfis 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).
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER: Rapids Development Corporation
ADDRESS: 2102 West Arapahoe Drive. Littleton, CO 80120-3008 Telephone: 303.798.1640
CONTRACTOR: Rapids Development Corporation
ADDRESS: 2102 West Arapahoe Drive. Littleton, CO 80120-3008 Telephone 303.798.1640
PERMIT REQUEST FOR: (XX) 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 FACILITY:
Near what City or Town: One mile west of New Castle Size of Lot: 2.00 Acres
Legal Description or Address: Lot 9. The Rapids on the Colorado Subdivision
WASTE TYPE: (XX) DWELLING ( ) TRANSIENT USE
( ) COMMERCIAL OR INDUSTRIAL () NON-DOMESTIC
() OTHER — DESCRIBE
BUILDING OR SERVICE TYPE:
Number of Bedrooms: Three Number of Persons: 2.5 Estimate
(XX) Garbage Grinder (XX) Automatic Washer (XX) Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: () WELL ( ) SPRING () STREAM OR CREEK
If supplied by Community Water, give name of supplier. Rapids Homeowners Association
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Two Miles
Was an effort made to connect to the Community System? No.
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 (septic tank & disposal field) to Property Lines: 10 feet
YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED
WITHOUT A SITE PLAN.
GROUND CONDITIONS
Depth to first Ground Water Table: No Ground Water Found
Percent Ground Slope: Less than 1 Percent
TYPE OF 'INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED'
(XX) SEPTIC TANK
() VAULT PRIVY
() PIT PRIVY
() AERATION PLANT
() COMPOSTING TOILET
() INCINERATION TOILET
() VAULT
() RECYCLING POTABLE USE
() RECYCLING, OTHER USE
() CHEMICAL TOILET () OTHER DESCRIBE
FINAL DISPOSAL BY:
(XX) ADSORPTION TRENCH, BED OR PIT () EVAPOTRANSPIRATION
(XX) UNDERGROUND DISPERSAL () SAND FILTER
() ABOVE GROUND DISPERSAL () WASTEWATER POND
() OTHER — DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATER OF THE STATE? NO.
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the
Engineer does the Percolation Test)
Minutes 15.7 per inch in hole No. 1 Minutes 21.9 per inch in hole No. 3
Minutes 25.7 per inch in hole No. 2 Minutes per inch in hole No. _
Name, address and telephone of RPE who made soil adsorption tests: Mountain Cross
Enuineerino. Inc.. bv Chris Hale. PE. 826 1/2 Grand Avenue. Glenwood Springs. CO 81601
Telephone 970.945.9544 Fax: 970.945.5558
Name, address and telephone of RPE responsible for design of the system: Mountain Cross
Enaineerino. Inc.. bv Chris Hale. PE. 826 % Grand Avenue. Glenwood Springs, CO 81601,
Telephone 970.945.9544 Fax: 970.945.5558
Applicant acknowledges that the completeness of the application is conditional upon such
further mandatory and additional test and reports as may be required by the local health
department to be made and fumished by the applicant or by the local 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 ffor purposes
of issuing the permit applied for herein. 1 further understand that any falsification or
misrepresentati • n may result in the denial of the application or revocation of any permit granted
based upon . d application and in • al action for pery'ury as provided by law.
Signed Ii .. ./ .�/.! Date 974 °'7/
G =ne . Hilton, President,
Rapids Development Corporation
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
'Geo tCCil
HEPWORTH - PAWLAK GEOTECHNICAL
March 24, 2004
Rapids Development Corporation
Attn: Gene Hilton
2102 West Arapahoe Drive
Littleton, Colorado 80120-3008
Hepworth-Pawlak Geotechnical, lnc
5020 County Road 154
Glenwo< hi Springs, Colorado 81601
Phone: 970-945-7988
Fax: 970-945-8454
email. hpgco@hpgeotech.com
Job No.103 198
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 9, The
Rapids on the Colorado, County Road 335, Garfield County, Colorado.
Dear Mr. Hilton:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design
of foundations at the subject site. The study was conducted as a supplement to our
previous agreement for geotechnical engineering services to Rapids Development
Corporation dated March 5, 2003. The data obtained and our recommendations based on
the proposed construction and subsurface conditions encountered are presented in this
report. Hepworth-Pawlak Geotechnical, Inc. previously conducted percolation testing for
the subdivision development and presented our findings in reports dated May 12, 1995
and August 8, 1996, Job No. 195 217.
Proposed Construction: The proposed residence will be a one or two story wood frame
structure located in the area of the pits shown on Figure 1. Ground floor will be either
structural over a crawlspace or slab -on -grade. 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
this report.
Site Conditions: The site was vacant at the time of our field exploration. The ground
surface in the building envelope is relatively flat with a gentle slope down to the
northwest. There is about 3 feet of elevation difference across the building envelope.
The Colorado River is adjacent to the northwest of the property and is about 8 to 10 feet
lower in elevation. Vegetation consists of grass and scattered brush.
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
-2 -
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits at the approximate locations shown on Figure 1. The
logs of the pits are presented on Figure 2. The subsoils encountered, below about %2 feet
of topsoil, and 4 feet of medium dense silty to very silty sands consist of relatively dense
slightly silty sandy gravel and cobbles. No free water was observed in the pits at the time
of excavation and the soils were slightly moist to 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 1,000 psf for support of the proposed residence. The upper fine grained soils
are typically compressible after wetting and there could be some post -construction
foundation settlement if the bearing soils become wetted. Footings bearing entirely on
the underlying dense gravels can be designed for an allowable soil bearing pressure of
3,000 psf. Footings should be a minimum width of 18 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. The exposed soils should then be
moistened and compacted. Voids created by the removal of large rocks should be
backfilled with compacted sand and gravel or with concrete. 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 50 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 upper fine grained soils could be compressible
when wetted under load. 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 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 12% passing the No.
200 sieve.
Job No.103 198-9
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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.
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.
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 6 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.
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 mold 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
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
Job No.103 198-9
Gtech
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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,
HEPPWWORTH - PAWLAK GEOTECHNICAL, INC.
/r/
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J
Anthony D. Chamberlain
Reviewed by:
Steven L. Pawlak, P.E.
ADC/ksw
attachments Figure 1— Locatto . xploratory Pits
Figure 2 — Logs of Exploratory Pits
Job No.103 198-9
APPROXIMATE
SCALE 1"=50'
5490 —
5495
LOT 8
5500
COLORADO RIVER
LOT 9
n
BUILDING
e— ENVELOPE
1
L,
PIT 1
elm
RAPIDS VIEW LANE
PIT 2 1 1
■
1
1
1
1
5490
NOTE: CONTOUR LINES
SHOWN ARE PRIOR TO SITE
GRADING FOR SUBDIVISION
DEVELOPMENT.
5495
LOT 10
_ — — 5500
PROPERTY LINE
103 198
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
LOCATION OF EXPLORATORY PITS
THE RAPIDS ON THE COLORADO
Figure 1
Depth — Feet
0
5
10
LEGEND:
I
1
PIT 1
ELEV.=5501'
PIT 2
ELEV.=5499'
WC -4.6
DD -'87
-20052
TOPSOIL; silt and sand, organics, moist, dark brown.
SAND (SM); silty to very silty, medium dense, slightly moist, light brown, stratified.
GRAVEL AND COBBLES (GM—GP); sandy, slightly silty, dense, slightly moist, light brown,
subrounded to rounded rock.
2" Diameter hand driven liner sample.
Disturbed bulk sample.
Practical digging refusal.
0 _
5
10
NOTES:
1. Exploratory pits were excavated on February 27, 2004 with a Cat D3 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.
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 excavating. Fluctuation in water level
may occur with time.
7. Laboratory Testing Results:
WC = Water Content (% )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve
4)
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103 198
HEPWORTH—PAWLAK
GEOTECHNICAL, INC.
LOGS OF EXPLORATORY PITS
LOT 9
Figure 2
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RECEIVED
JAN 2 6 2006
GARFIELD COUNTY
BUILDING &PLANNING
January 24, 2006
Mr. Andy Schwaller
Garfield County Planning
108 8th Street, Suite 201
Glenwood Springs, CO 81601
r
CIVIL AND ENVIRONMENTAL CONSULTING AND DESIGN
MOUNTAIN CROSS
ENGINEERING, INC.
RE: Review of Lot 9 ISDS, Rapids on the Colorado Subdivision
Dear Andy:
The purpose of this memo is to confirm that on Tuesday, January 24, 2006, Mountain Cross
Engineering, Inc. inspected the ISDS for Lot 9. In the professional opinion of Chris Hale, as a
professional engineer licensed in the State of Colorado, #35964, and a representative of
Mountain Cross Engineering, Inc, it appeared to be installed per the plans prepared by Mountain
Cross Engineering, Inc.
Feel free to call if any of the above needs clarification or if you have any questions or comments.
Sincerely,
Cross En_ eering, Inc.
Chris Hale, PE
C: Mr. Gene Hilton
826 1/2 Grand Avenue • Glenwood Springs, CO 81601
PH: 970.945.5544 • FAX: 970.945.5558 • www.mountaincross-eng.com