HomeMy WebLinkAboutApplication- PermitNo. 6696
GARFIELD COUNTY
BUILDING, SANITATION andPLAATNING.DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado H601
(303) 945-8212
Job Address (Joao ,g- . $ ~ 1
Nature of Work
Building Permit
Amount of Permit 5
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GARFIELD COUNTY BUILDING PERMIT APPLICATION
TELEPHONE: (970) 9454212
GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO
Applicant to complete numbered spaces only. PERMIT NO.
6,696
INSPECTION LINE: (970) 945-9159
PARCEL/SCHEDULE NO.
JOB ADDRESS: o 11),2 rlp.T� flK;jaa .
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CLASS OF WORK: o?.OT]IRON cALTCRATION oW?VE OREMDVE
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GARAGE- esLNczi: OLUBLL C.?RPORT, OSINOLE .DOUB;.0
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VALUATION OF WORD 5 AD?OS= VTLUAT!ON:S
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NOTICEKEDAND
A SEPARATE cLEC;iniC.zi.. P'E?.E:I_*' Tc n rnLLcFb S:il.ST BF. ISSUED BY 'ME STATE OF
COLOR DD0./-C-
PLAN CHECK FEE-
H, $' H .
PERr,I FEE:
[}p
THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED
IS NOT COMMENCED WITHIN 18O DAYS, OR IF CONSTRUCTIONOR WORK IS
SUSPENDED OR ABANDONED FORA PERIOD OF 180 DAYS AT ANY TIME AFTER WORK
IS COMMENCED.
TOTAL FEE: 51// DATE PERMIT ISSUED:
4. .76(.._.6-?
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND
KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS
GOVERNING THIS TYPE OF WORT. WILL BE COMPLIED WITH WHETHER SPECIFIED
HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE
_AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR
OCC: GROUP CONST: TYPE:
R3 /( /
f
LOCAL
CON/RUCTION.
LAW REGULATING CONSTRUCTION OR THE PERFOIRIA4ANCE OF
Date #t 9e. i$
ZONING:
SETBACKS:
Sig_nanue o IOwner, Contractor or authorized agent i . . , read and . derstood otice a c
) -oto /6' t it t` �, ' -_ �'Lr' . j'
MANU. HON :
ISDS NO. &FEE:
Building Dept Approval, I, to • Ianag Dept. Appr al/ 1 . -
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PERMISSION IS BY GRANTED TO THE APPLIC AS 0 NER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS
DELLILED ON PLANS AND SPECIFICATIONS SUB ED TO AND REVIEWED BY THE BUILDINGDEPARTIvIENT.
11.7 CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS .ADOPTED BT'
GARFIELD COUNTY PT7RSIIANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER F TRTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY
COMPLIED WITH IN THE LOCATION. ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM IDE
COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID.
THE, TSSUJANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE
CORRECTION OF ERRORS LN SAID PLANS. SPECIFICATIONS AND OTIJER DATA OR FRO PREVENTINGBUTLDING OPERATION BEING CARRIED ON THEREUNDER. WHEN 21 VIOLATION
OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION.
TITE REVIEW OFIHE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONST LI CTE AN ACCEPTANCE OF ANY RESPONSIBILITIES
ORLIABILII IES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DLRI G CONSTRUCTION
RESTS SPECIFICALLY WITHTHE ARCHITECT, DESIGNER BUILDER_ AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND' IN UPORT OF THE OWNERS INTEREST.
Garfarro.no3 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UivDERSTAND THE AGREEMENT ABOVE. (P"ITL4f.)
The following items are required by Garfield County for a final inspection:
1 A final Electrical Inspection from the Colorado State Electrical Inspector.
2. Permanent address assigned by the Garfield County Building Department posted where
readily visible from access road.
3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows
installed, a complete kitchen with cabinets, a sink with hot & cold running water, kitchen
floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary
plumbing.
4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot & cold running, water,
floors and walls finished an a privacy door.
5. All steps outside or inside over three (3) steps must have handrails, guardrails on balconies
or decks over 30" high constructed to all 1994 UBC requirements.
6. Outside grading done to where water will detour away from the building.
7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of
extenuating circumstances, i.e., weather, but a Certificate of Occupancy will not -be issued-
- - until -all the -required items are completed and a final inspection made.
A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE
ITEMS HAVE BEEN COMPLETED.
****CANNOT OCCUPY OR USE DWELLING UN'T'IL A CERTIFICATE OF OCCUPANCY
(C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE
CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING
PREMISES UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy/u ed the issuance of a
Certificate of Occupancy for the dwelling under building permit #
Signature
prmtcond.lst
Date
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GARFIELD COUNTY BUILDING AND PLAM\-1\ ING
970-945-8212
MINIMUM APPLICATION REQUIREMENTS
for
MANUFACTURED HOMES
In order to understand the scope of the work intended under a permit application and expedite the issuance
of a permit it is important that complete information be provided. Adequate and complete information will
prevent delays in the plan review process. Reviewing a plan and the discovery that required information has
not been provided by the applicant may result in the delay of the permit issuance and in proceeding with
building construction. The owner or contractor may be required to provide this information before the plan
review may proceed. This causes delays because other plans that are in line for review may be given attention
before the new information may be reviewed after it has been provided to the Building Department.
Please review this document to determine if you have enough information to design your project and
provide adequate information to facilitate a plan review. If you do not, it may be helpful to obtain a
book titled "Dwelling Construction under the Uniform Building Code". This book is available to you
through this department at our cost. Also, please consider using a design professional for assistance
in your design and a construction professional for construction of your project.
To provide for a more understandable plan in order to determine compliance with the building, plumbing and
mechanical codes, applicants are requested to review the following check list prior to and during design.
Applicants are required to indicate appropriately and to submit the completed check list at time of application
for a permit.
1
1. Is a site plan included that indicates the distances of the proposed building or addition to property lines,
other buildings, setback easements and utility easements?
Yes X
Does the site plan include the location of the I.S.D.S. (Individual Sewage Disposal System) and the
distances to property lines, wells (on subject property and adjacent properties), streams or water
courses?
Yes X
2,
3. Does the site plan indicate the location and direction of the County or private road accessing the
property?
Yes
4. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel
in accordance with the uniform building code or per stamped engineered design?
Yes X
5. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain
written permission from the association, if required by that association, prior to submitting an
application for a building permit? If you do not have written permission from the association, do you
understand that the plan check fee will not be refunded should the architectural committee deny or
reject your building plans?
Yes No
Will this be the only residential structure on the parcel?
Yes j( No If no -Explain:
7. Have two (2) complete sets of construction drawings been submitted with the application?
Yes X
8. For the placement of a manufactured home, have the following been specified?
The size of the unit (min. 20ft. x 20ft.); live roof load (min. 40#);'nd design (min. wind speed of 80
mph & 15 lb. wind load); foundation design; method of anchoring
Yes X _
9. Have you designed or had this plan designed while considering building and other construction code
requirements?
Yes No
10. Does the plan accurately indicate what you intend to construct and what will receive a final inspection
by the Garfield County Building Department?
Yes No
11. Do you understand that approval for design and/or construction changes are required prior to the
application f these changes?
Yes No
2
12. Do you-runderstand that the Building Department will collect a "Plan Review" fee from you at the time
of application and that you will be required to pay the "Permit Fee" as well as any "School Impact"
or "Septic System" fees required, at the time you pick up your building permit?
Yes j( No
13. Are you aware that twenty four (24) hour notice is required for all inspections? Inspections will
be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs
to Carbondale in the afternoon. Morning inspections must be called in by 12:00 p.m. the day
before; afternoon inspections must be called in by 5:00 p.m. the day before. Failure to give
twenty four (24) hour notice for inspections will delay your inspection one (1) day. Inspections
are to be called in to 945-9159.
Yes / No
14. Are you aware that you are required to call for all inspections required under the Uniform Building
Code including approval on a final inspection prior to receiving a Certificate of Occupancy and
occupancy of the building?
Yes )C No
15. Attached is information for placement of a manufactured home. Please review. If you have
questions, please call this office.
1 hereby acknowledge that I have read, understand and answered these questions to the best of my
ability.
/94.... EL l/te /18r
signature date
Phone: (p -`7`ID (days); (a25 -OCoQO (evenings)
Project Name:
Lok l, loc.tl1Pk\olast. 5 d -h
Project Address:
Notes:
If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building
Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without
the issuance of a permit. If it is determined by the Building Official that additional information is necessary to review the application
and plans to determine minimum compliance with the adopted codes, the application may be placed behind more recent applications
for building permits in the review process and not reviewed until required information has been provided and the application rotates
again to first position for review, delay in issuance of the permit or delay in proceeding with construction.
PerAppO2.95 Effective August 15, 1995
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lar -10-98 09:59A New Image Homes 9702495637 P.01
03-1D-1399 10:34 16508922480 FUQUA HOr-rES ¢.02
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Malik Man
leWI Fuqua Homes • P.O. Box 354 • Boonville, Missouri 65233 • 660/882-3411
March 10, 1998
To Whom Th.L May Concern:
The Fuqua Home Model 964 built for Douglas Behr, to be
located in Winchester, Rifle, CO 81650 is built with a 40 LB.
Roof Load. This is in addition to the Zone III Energy Wind
Requirements of the Federal HUD Code.
Cr0 4
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CITY ar RIFLE
202 RAILROAD AVENUE • P.O. BOX 1908 • RIFLE, COLORADO 81650 • (970) 625-2121 • FAX (970) 625-3210
March 6, 1998
Mr. Doug Behr
139 East 8th St.
Rifle, CO 81650
Dear Mr. Behr:
This letter is in response to your inquiry relating to water and sewer taps for Lot 1 Block 1 of the
Rifle Village South Subdivision, The City of Rifle will issue taps for water and sewer to the
owners of this lot upon request and payment.
If I can answer any questions, please contact me at this office or by phone at 625-6223.
Sincerely,
Tim Moore, City Engineer
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PROPERTY INSPECTIONS and CONSULTING SERVICES
GARY R REEDER, P.E.
Registered Professional Engineer
Residential • Commercial
P.O. Box 9242, Grand Junction, CO 81501
March 23, 1998
Mr. Mark Smith
New Image Services
4710 N. Townsend
Montrose, CO 81401
RE: Manufactured Home Foundation Design
Reference No. MHFD-1136-GRR
Purchaser: Doug Behr
Enclosed is the foundation and anchor design for the manufactured home you have
requested.
The design is based upon an allowable soil bearing pressure of 1000 psf. The
reason for the amount and the rebar size as shown is to span anomalies, soft
spots and unconsolidated material of 14 feet, which is an unusually long span.
All concrete should meet 3000 psi standards and all rebar should be grade 60.
Footings should be formed and placed on well compacted soil to conform with
acceptable standard construction practices, guidelines and regulations to meet
local and applicable building codes.
All criteria outlined in the soils evaluation report by Hepworth-Pawlak
Geotechnical, Inc., should be adhered to and followed.
Please call me if you have any questions.
Respectfully submitted,
1 ---
Gary Reeder, P.E.
Colo .do #19404
Voice (970)243-4735 • FAX (970)243-5531
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HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenv.00d Springs, CO 516111
March 5, 1998
Doug Behr
139 East 8th Street
Rifle, Colorado 81650
Cay 170 '7'47-'3-1 34
Phone Q,o 945-7955
Job No. 198 153
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 1,
Block 1, Rifle Village South, Garfield County, Colorado
Dear Mr. Behr:
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 February 16, 1998.
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 one story manufactured
home over a crawlspace located on the site as shown on Fig. 1. A detached garage with
a slab -on -grade floor will be built to the northwest of the residence. Cut depths are
expected to range between about 3 to 4 feet. Foundation loadings for this type of
construction are assumed to be relatively Iight 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 work. A large pile of fill
up to 4 feet high is located immediately northwest of the proposed residence. With the
exception of the fill pile, the ground surface is relatively flat with a gentle slope down
to the north. Vegetation consists of grass and weeds. Sagebrush is located on the
northwestern part of the lot.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating three exploratory pits at the approximate locations shown on Fig. 1. The
logs of the pits are presented on Fig. 2. The subsoils encountered, below about l/a foot
of topsoil. generally consist of stiff sandy silt and clay. About 21/2 feet of fill materials
overlies the silt and clay in Pit 1. Medium dense silty sandy gravel was encountered in
Pit 1 at a depth of 5 feet. Results of swell -consolidation testing performed on relatively
Doug Behrr,
March 5, 1998
Page 2
undisturbed samples of the clay and silt, presented on Figs, 3 and 4, indicate low
compressibility under existing moisture conditions and light loading and a low to
moderate collapse potential (settlement under constant load) when wetted. The samples
showed a moderate to high compressibility upon additional Loading after wetting. 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, spread footings placed on
the undisturbed natural soil designed for an allowable soil bearing pressure of 1,000 psf
can be used for support of the proposed residence and garage with some risk of
differential settlement. The soils tend to compress after wetting and there could be
some post -construction foundation settlement. Precautions should be taken to prevent
wetting of the bearing soils. Footings should be a minimum width of 20 inches for
continuous walls and 2 feet for columns. Loose and disturbed soils and existing fill
encountered at the foundation bearing level within the excavation should be removed
and the footing bearing Ievel 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 heavily reinforced top and
bottom to span local anomalies such as by assuming an unsupported length of at least 14
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 silt and clay soils as backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. There is a risk of some post construction
settlement due to wetting of the bearing soils. 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 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.
H -P GEOTECH
Doug Behr
March 5, 1998
Page 3
All fill materials for support of floor slabs should be compacted to at Ieast 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 buildings have 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 10 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 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 and to the depths shown on Fig. 2, 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.
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
H -P GEOTECH
Doiig Behr
March 5, 1998
Page 4
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.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
.:,�.. ...., `';,rte' `1
7ordy Z. Iam on/Jr. P.E. ` 7O v-'° r
Review d By: _ ��,'•• ,,,.••.L•
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even L. Pawlak, P.E.
:A/ksm
achments
New Image Services - Attn: Mark Smith
LOT 2
WINCHESTER STREET
LOT 1
■ PIT 1
GARAGE
PIT 2 ■
\**-- LOT
BOUNDARIES
RESIDENCE
198 153
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
■
PIT 3
APPROXIMATE SCALE
1" = 40'
II
LOCATION OF EXPLORATORY PITS
VILLAGE DRIVE
Fig. 1
Depth — Feet
0
5
PIT 1 PIT 2
WC -7.8
00-102
-200=59
LL -26
a' l - i P1=12
_s
WC=7.2
00-107
_
WC -5.8
00=93
PIT 3
0
5
10 10
LEGEND:
J
NOTES:
1. Exploratory pits were excavated on February 24, 1998 with a backhoe.
TOPSOIL; sandy silty clay, occasional grove!, organic. medium stiff. moist to very moist.
dark brown.
FILL; sandy cloy, scattered gravel and cobbles, organics, medium stiff, moist, dark brown.
SILT AND CLAY (ML—CL); sandy, stiff, slightly moist. brown. slightly porous.
GRAVEL (GM); sandy. silty, scattered cobbles, medium dense. slightly moist, brown.
2" Diameter hand driven liner sample.
Disturbed bulk sample,
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 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 an the exploratory pit Togs 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.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % ) LL = Liquid Limit (Z )
DD = Dry Density ( pcf ) P! = Plasticity Index ( % )
—200 = Percent passing No. 200 sieve
Depth — Feet
198 153
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
LOGS OF EXPLORATORY PITS
Fig. 2
Compression
0
1
2
3
4
5
6
Moisture Content = 7.2 percent
Dry Density Weight = 107 pc(
Sample of: Sandy Silty Clay
From: Pit 2 at 2 1/2 Feet
Compression
upon
wetting
0.1
1.0 10
APPUED PRESSURE — ksf
100
198 153
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
SWELL-CONSOUDAT1CN TEST RESULTS
Fig_ 3
Compression
0
1
2
3
4
5
6
7
8
9
10
11
12
Moisture Content = 5.8 percent
Dry Density Weight = 93 pcf
Sample of: Sandy Silt
From: PR 2 at 6 Feet
�-a
Compression
upon
wetting
0.1
1.0 10
APPLSEO PRESSURE — ksf
100
198 153
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
SWELL --CONSOLIDATION TEST RESULTS
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PROPERTY INSPECTIONS and CONSULTING SERVICES
GARY R. REEDER, P.E.
Registered Professional Engineer
Residential • Commercial
P.O. Box 9242, Grand Junction, CO 81501
March 28, 1998
Mr. Mark Smith
New Image Services
4710 N. Townsend
Montrose, CO 81401
RE: Garage Slab Design
Reference No. MHFD-1136-GRR
Purchaser: Doug Behr
Enclosed is the garage slab design for the manufactured home you have requested.
The design is based upon an allowable soil bearing pressure of 1000 psf.
All concrete should meet 3000 psi standards and all rebar should be grade 60.
Footings should be formed and placed on well compacted soil to conform with
acceptable standard construction practices, guidelines and regulations to meet
local and applicable building codes.
All criteria outlined in the soils evaluation report by Hepworth-Pawlak
Geotechnical, Inc., should be adhered to and followed.
Please call me if you have any questions.
Respectfully submitted,
Gary R. Reeder, P.E.
Colorado #19404
Voice (970)243-4735 • FAX (970)243-5531
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HE['WORTH-PAIVL_aK GEOTECHNICAL, INC. 5020 Road 15-1
Glcnstiond Springs, CO S1601
March 5, 1998
Doug Behr
139 East 8th Street
Rifle, Colorado 81650
\ -t-n 947-S454
Phone 970 945-7935
Job No. 198 153
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 1,
Block 1, Rifle Village South, Garfield County, Colorado
Dear Mr. Behr:
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 February 16, 1998.
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 one story manufactured
home over a crawlspace Iocated on the site as shown on Fig. 1. A detached garage with
a slab -on -grade floor will be built to the northwest of the residence. 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 work. A large pile of fill
up to 4 feet high is located immediately northwest of the proposed residence. With the
exception of the fill pile, the ground surface is relatively flat with a gentle slope down
to the north. Vegetation consists of grass and weeds. Sagebrush is located on the
northwestern pan of the lot.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating three exploratory pits at the approximate locations shown on Fig. 1. The
logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot
of topsoil, generally consist of stiff sandy silt and clay. About 21 feet of fill materials
overlies the silt and clay in Pit 1. Medium dense silty sandy gravel was encountered in
Pit 1 at a depth of 5 feet. Results of swell -consolidation testing performed on relatively
Doug > ehr
March 5, 1998
Page 2
undisturbed samples of the clay and silt, presented on Figs. 3 and 4, indicate low
compressibility under existing moisture conditions and light loading and a low to
moderate collapse potential (settlement under constant load) when wetted. The samples
showed a moderate to high compressibility upon additional Ioading after wetting. 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, spread footings placed on
the undisturbed natural soil designed for an allowable soil bearing pressure of 1,000 psf
can be used for support of the proposed residence and garage with some risk of
differential settlement. The soils tend to compress after wetting and there could be
some post -construction foundation settlement. Precautions should be taken to prevent
wetting of the bearing soils. Footings should be a minimum width of 20 inches for
continuous walls and 2 feet for columns. Loose and disturbed soils and existing fill
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 heavily reinforced top and
bottom to span local anomalies such as by assuming an unsupported length of at Ieast 14
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 silt and clay soils as backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. There is a risk of some post construction
settlement due to wetting of the bearing soils. 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 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.
H -P GEOTECH
Doug Behr,
March 5, 1998
Page 3
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 buildings have 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 10 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 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 and to the depths shown on Fig. 2, 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.
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
H -P GEOTECH
Doug, Behr
March 5;' 1998
Page 4
the project evolves, we should provide continued consultation and Heid 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,
c?--- '1.,,,,vi,_
Steven L. Pawlak, P.E.
JZA/ksm
attachments
cc: New Image Services - Attn: Mark Smith
H -P GEOTECH
LOT 2
198 153
WINCHESTER STREET
1
LOT 1
■ PIT 1
GARAGE
PIT 2 ■
LOT
BOUNDARIES
APPROXIMATE SCALE
1" = 40'
RESIDENCE
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
VILLAGE DRIVE
■
PIT 3
Fig. 1
,/
Depth — Feet
0
- 5
- 10
LEGEND:
_21
NOTES:
1. Exploratory pits were excavated an February 24, 1998 with a backhoe.
.PIT 1
ly WC=7.5
00-102
-200-59
L-26
f - PI=12
• 0.: ..
PIT 2
9
WC -7.2
00-107
WC= 5.6
e0-93
PIT 3
0
5
10
TOPSOIL; sandy silty clay, occasional gravel. organic, medium stiff, moist to very moist,
dark brown.
FILL; sandy clay, scattered gravel and cobbles. organics, medium stiff, moist, dark brown.
SILT AND CLAY (ML—CL); sandy, stiff, slightly moist, brown. slightly porous.
GRAVEL (GM); sandy. silty. scattered cobbles, medium dense, slightly moist, brown.
2" Diameter hand driven liner sample.
Disturbed bulk sample.
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 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.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( ) LL = Liquid Limit ()
DD = Dry Density ( pcf ) PI = Plasticity Index ( )
—200 = Percent passing No. 200 sieve
198 153
HEPWORTH — PAWLAK
GEOTECHNICAL, INC.
LOGS OF EXPLORATORY PITS
Fig. 2
f�r
'
Compression
Ch Ur -P. W N — 0
Moisture Content = 7.2 percent
Dry Density Weight = 107 pcf
Sample of: Sandy Silty Clay
From; Pit 2 at 2 1/2 Feet
4..."-------------------------„,
.---"---Compression
upon
wetting
\\\0
0.1 1.0 10 100
APPLJED PRESSURE — ksf
1g8 153
HEPWORTH -- PAWLAK
GEOTECHNICAL, INC.
SWELL—CONSOUDAT1ON TEST RESULTS
Fig_ 3
Compression %
0
1
2
3
4
5
6
7
8
9
Moisture Content = 5.8 percent
Ory Density Weight = 93 pcf
Sample of: Sandy Sift
From: Pit 2 at 6 Feet
Compression
upon
wetting
0.1
1.0 10
APPLIED PRESSURE — ksf
100
198 153
HEPWORTH - PAWLAK
GEOTECHNICAL, INC.
SWELL-CONSOLIDA110N TEST RESULTS
Fig_ 4
INSPECTION WILL NOT BE MADE UNLESS
THIS CARD IS POSTED ON THE JOB
24 HOURS NOTICE REQUIRED FOR INSPECTIONS
U1LD INGPEIMIT
GARFIELD COUNTY, COLORADO
Date Issue 4 ..
. .....Zoned Area Permit No
AGREEMENT
In consideration of the issuance of this permit, the applicant hereby agrees to comply with all
laws and regulations related to the zoning, location; construction and erection of the proposed
structure for which this permit is granted, and further agrees that if the above said regulations
are not fully complied with in the zoning, location, erection and construction of the above
described structure, the permit may then be revoked by notice from the County Building
Inspector and IMME LATELY BECO E NULL AND VOID.
/lb 4*..% e
9(,
Use
Addresr Legal Description C 0 14 1 AC tieS
i, Owner " Contractor
Setbacks Front Side
Side
LotittLy %typos
Rea r
This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection.
INSPECTION RECORD
Footing (7_ f I -7c ",1' 7, ' - _
Foundation ii-: % C 4,_03-- t3 C (K ..-/"..),-;* 7
Underground Plumbing
Insulation
Rough Plumbing
, Drywall
Chimney & Vent
Electric Final (by State Inspector) ,%
Gas Piping & _0, ,–‘; l /mac .�
Final G-11 -q y A �r+0
Electric Rough (By State Inspector)
' Septic Final
Framing
(To include Roof in place and Windows
and Doors installed).
s
Notes: piN4c. ,can. G AAA GC
1 S N O r 1 k c L u Oc.P
1
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -
WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND.
`/ ,) THIS PERMIT IS NOT TRANSFERABLE
Phone 945-8241 109 8th Street County Courthouse Glenwood Springs, Colorado.
APPROVED DO
NOT DESTROY THIS CARD
o.,.tiuk+k a. 111/3/140‘0%- kt
COLORADO STATE ELECTRICAL BOARD
MN4S?ECTION REPORT AND CORRECTION -NOTICE
Permit #
41
Contractor/i4et awAer
Address 0 C) 0 / tlAr'',t\ V I9u
Date received
Travel Time
Arrival Time
Phone #
ce
Date Inspected
Inspection Time Time Lapse
TYPE INSPECTION Power Connected Yes ❑ No,j'
Res_ ❑ Comm D Rough -in ❑ FinaL12-- -- Partial ❑ Reins."--
Temp
eins,rTemp Meter ❑ Temp Heat ❑ Mobile Home Service ❑
Other (please specify)
Service:
Type 1 0 or 3 0
Size rT
Overhead
Underground
Type Grnd
Size Grnd Conductor
Date Meter Released
Action: Accepted
Wiring Method
Classified area
GFCI
Finished basm't
Sub panels
Elec Range
Elec Dryer
Elec Wtr Heater
Remarks
(I
Yes No
Yes No
Yes, .� No
Ye d° �Wo
Yes No
Yes � No
Yes -' ` No
REINSPECTION FEE REQUIRED. A reinspection will not be
performed until the reinspection fee is received.
COMMENTS•
Inspector
Page 1 of