HomeMy WebLinkAbout4616 h_ 04 6 1 .
GARFIELD COUNTY
BUILDING, SANITATION and PLANNING DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado 91601
(303) 995 -8212
0082 Shoshone Trail, New Castle
Job Address
Nature of Work Building Permit
Use of Building Single Family Dwelling Unit
Owner Michelle Johnson & Wes Bogale
Contractor Don Fogale
Amount of Permit: $ $832.43 Date: .October 21, 1992
Permit: 504.50
Plan : 327.93
S. Archuleta
Clerk
White- Treas.
Canary- Office -
Pink.- Applicant
Gold - Duplicate _ -
GARFIELD COUNTY
APPLICATION FOR BUILDING PERMIT
fO 2 PERMIT NUMBER � / 0
/ please print or type DATE /0 - 4 , ?/ -- - 9.2
2./2c 5 00 at
TO BE FILLED OUT BY APPLICANT PLOT PLAN
ADDRESS 1 0 ;el 05 ',tic 7c /L. A�CNOTE: Show easements, property line dimensions,
ISUBDIVISIO ,r j e 2 C v � A
cl ' all other structures, specify north, and street
a ( • III FILING # w r # ,P rr yBLO # #ki name. For odd shaped lots, or if space is
• TAX SCHEDULE # too small, provide separate plot plan.
LEGAL (SEC /TWN /RNG) # OF BUILDINGS NOW ON PARCEL ,Lib ry
w (NAME �%iafif�ri7hii �/� 4.1.3..c.
OF BUILDINGS NOW ON PARCEL
MAILI± A SS —(' 1 ,,
,-'� CITY / } e , e / r. PHONE ,.�c- t----K - //
m NAME l.� ( -'-' -- � 1.��'"'Z @t�A `� A ovk.�-f
w ADDRESS CITY ,4»tt aJ re 1 (.L, f LGLt a irj
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NAME 1.. i -o. /of 7� Block cht» On
c ADDRESS
CITY oP elk cfe.e -k h eve_ top tA,e
o iaHONE LICENSE #
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CLASS OF WORK
NEW 4--- ALTERATION _ ADDITION
DEMOLISH REPAIR _ MOVE _
MOBILE HOME (make /model) q
S.F. OF BUILDING S.F. OF LOT 2 a «C-.
# OF FLOORS r HEIGHT
/ # OF FAMILY UNITS / # OF BEDR OMS Z
INTENDED USE OF BUILDING * C�
GARAGE: SINGLE DEL /iCARPORT: SINGLE DEL FRONT PROPERTY LINE
FIREPLACE
DOCUMENTS ATTACHED _ STREET NAME /ROAD NUMBER S
WATER SUPPLY T - A O jarc_ CHECK IF CORNER LOT
DRIVEWAY PERMIT , o ‘ DESCRIPTIqN OF WOR D
SITE PLAN �� I dbk1 5 ^ Dr N e-7 Alf C .
BUILDING PLANS k'
SANITARY SEWER CLEARANCE /t I hereby acknowledge that I have read this
ON SITE SEWAGE DISPOSAL PER — 2 . MIT �/'f/ e d application and the above is correct and I
OTHER DOCUMENTS (specify) agree to comply with all county ordinances
and s at- laws re•ulating building construction
• .
/z eo ° ,c - /Al/ ° S '}0 .co NATURE , • ,•,�/ u ,eb'
/ /04a e tarFIA/. Lowu- l eve l - 0 41 -
76° -77 e& 7 • 7 =S, "`'0R OFFICE USE ONLY
VALUATION $ E', %/ z $ 0 . , o O FLOOD HAZARD
PERMIT FEE $ S1 PLAN CHECK FEE $ 32 Z 93 CERTIFIED BLDG ELEVATION
TOTAL FEE $$32,4-3 SCHOOL IMPACT FEE $ ATA SPECIAL CONDITIONS
DATE PERMIT ISSUED
ZONING DISTRICT 7/e/RI- PROBLEMS WITH PERMIT
TYPE OF OCCUPANCY R-3
TYPE OF CONSTRUCTION 1/---/V ADDITIONAL INFORMATION NEEDED
S.F. OF BUILDING �Q 6, 0 S.F. OF LOT .2. 01 ec ±
MAX. HEIGHT - Z / ROAD CLASS. CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR
SETBACKS FROM PROPERTY LINE: FRONT , EWPCLo`' OR ENGINEER
REAR RIGHT LEFT
OFF STREET PARKING SPACES REQUIRED �7
,
APPROV 'ri- . . - //� �...� 10 S L APPROVED: ��"— I D "°`
'' BU 'INC DEPARTM 'T D E PLANNING DEPARTMENT DATE
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Ch en @Northern, Inc. Gensr ]lung Eng and Scientists
5080 Road 154
October 20, 1992 Glenwood Spr inns, Colorado 81601
303 945 -7458
303 945 -2363 Facsimile
Don Fogale
P.O. Box 93
New Castle CO 81647
Subject: Observation of Excavation, Proposed Residence, Parcel 2, Dietz Exemption,
Elk Creek Subdivision, Near New Castle, Garfield County, Colorado
Job No. 4 112 93
Dear Mr. Fogale:
As requested, Chen - Northern, Inc. observed the excavation at the subject site on October
12, 1992 to evaluate the soils exposed for foundation support. The findings of our work and
recommendations for the foundation design are presented in this report. The work was
done in accordance with our agreement for geotechnical engineering services to you, dated
October 12, 1992.
The ground surface at the site slopes strongly down to the south. The proposed residence
will be a two -story structure with the lower level a walk -out basement daylighting to the
south. We understand the structure is planned to be supported on spread footings. We
assume foundation loads will be relatively light.
At the time of our visit to the site, the foundation excavation was nearly complete and had
been cut in two levels from about 3 to 6 feet below the adjacent ground surface. The soils
exposed in the bottom of the excavation consisted of relatively dense silty sands and gravels
with cobbles and boulders in the upper level and hard claystone shale bedrock in the lower
level. Thickness of the sand and gravel layer observed in the cut face below the upper level
was 1 to 3 feet. The shale was steeply bedded and fractured and undisturbed liner samples
of the shale were difficult to obtain.
Liquid and plastic limit testing indicates the shale is medium plastic. Swell- consolidation
testing on a relatively undisturbed sample of the claystone (Fig. 1) indicates a minor
expansion potential. Moderately to highly expansive layers of the shale were identified by
exploratory drilling at the nearby New Castle water treatment facility. The results of a
gradation analysis performed on a disturbed sample of the silty sand and gravel soils (minus
1 -1/2 -inch fraction) obtained from the site are presented on Fig. 2. The laboratory testing
is summarized in Table 1. No free water was observed in the excavation and the exposed
soils and shale were slightly moist.
Considering the conditions exposed in the excavation and the nature of the proposed
construction, spread footings placed on the undisturbed natural soil or shale designed for
an allowable bearing pressure of 3000 psf can be used for support of the proposed
residence. The shale bedrock may contain expansive layers which could heave the
foundation and floor slab if wetted. Some long -term foundation movement should be
A rnemhor of lhorliffik row of companies
Don Fogale
October 20, 1992
Page 2
expected. Loose and disturbed soil and rock encountered at the foundation bearing level
within the excavation should be removed and the footings extended down to the firm natural
materials. Exterior footings should be provided with adequate soil cover above their bearing
elevations for frost protection. 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 backfill
consisting of the on -site sand and gravel soils. The weathered claystone can be used to cap
the backfill. A perimeter foundation drain should be provided to prevent temporary buildup
of hydrostatic pressure behind the walls and prevent wetting of the lower level. An
impervious membrane such as 10 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 materials. Structural fill placed within floor slab areas can consist of the on -site
sand and gravel soils compacted to at least 95% of standard Proctor density at a moisture
content near optimum. Backfill placed around the structure should be compacted and the
surface graded to prevent ponding within at least 10 feet of the building. Landscape which
requires regular heavy irrigation, such as sod, should not be located within about 10 feet of
the building.
The recommendations submitted in this letter are based on our observation of the soils and
bedrock exposed within the foundation excavation. Since we did not conduct subsurface
exploration, we have assumed the conditions observed in the excavation represent those
within the depth of influence of the foundation. Variations in the subsurface conditions,
such as expansive layers, could impact the performance of the foundation. In order to
reveal the nature and extent of variations in the subsurface conditions below the excavation,
drilling would be required. It is possible the data obtained by subsurface exploration could
change the recommendations contained in this letter.
If there are any questions or if we may be of further assistance, please let us know.
Sincerely,
CH ORTHERN, INC. . ��`; "Fqy' *,
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Rev. By: SLP ' " „ % .
DAY /Ir OF f et
Attachment
ChenjNorthern.lnc.
Moisture Content = 6 percent
Dry Unit Weight = 120 pcf
- Sampleot weathered claystone
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. From: Bottom of excavation,
C 1 southwest corner
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APPLIED PRESSURE — ksf
4 112 93 ChenQNorthern,lnc. SWELL- CONSOLIDATION TEST RESULTS Fig. 1
HYDROMETER ANALYSIS 1 SIEVE ANALYSIS I
iIME READINGS 1 115 STANDARD SERIES CLEAR SQUARE OPENINGS
H
24 0. 7118 .10
45 MIN 15 MIN 60 MIN 19 MIN 4 MIN. I MIN. '200 '100 '50 '40 '30 '16 1 '4
100 I I 0
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. 001 002 005 6
5 .009 .019 .037 074 149 .297 590 1.19 238 4 .76 952 19.1 381, 72 127 20
.42 20 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY TO SILT I FINE I SAN
MEDIUM 'COARSE' FINE GRAVEL
I COARSE 'COBBLES
GRAVEL 54 % SAND 36 % SILT AND CLAY 10 %
% %
LIQUID LIMIT PLASTICITY INDEX
SAMPLEOF silty sandy gravel FROM Bottom of excavation,
north end
I HYDROMETER ANALYSIS
TIME READINGS I V.S. STANDARD SERIES SIEVE ANALYSIS
I CLEAR SQUARE OPENINGS
24 HR 7 HR
45 MIN.15 MIN 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 '50 '40 '30 '16 10 13 '4 1'h"
W I 1 0
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0 •• •••u r u •9. ••4 is 100
.001 .002 005 009 .019 037 .074 .149 .297 .590 1.19 .38 476 952 19.1 30.1 76.2 127 2,0
.42 20 152
I DIAMETER OF PARTICLE IN MILLIMETERS
CLAY TO SILT COBBLES
SAND GRAVEL
FINE I MEDIUM IOOARSE FINE I COARSE '
GRAVEL % SAND % SILT AND CLAY °o
LIQUID LIMIT °• PLASTICITY INDEX 50
SAMPLE OF FROM
4 112 93 Chen 0Nol there, Inc. GRADATION TEST RESULTS Fig. 2
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