HomeMy WebLinkAboutApplication- PermitNo. 8493
GARFIELD COUNTY
BUILDING, SANITATION,
and PLANNING DEPARTMENT
109 8th, Street, Suite 303
Glenwood Springs, CO 81601(970) 945-8212
Job AddressIC 0_,}1
3J
Nature of Work Buiidi.ng Permit J-rj' 4 r h (LI
Use of Building (,)/r...
,)/ Lp' � f r 1�1 1 -X13
tit AM AdIFA Agi
Owner
ContractoJ)( 9:n CY
Amount of Permit$ (-3$ a-, 57
Date
Clerk
GARFIELD COUNTY BUILDING PERMIT APPLICATION
GARFIELD COUNTY (GLE:VWOOD SPRINGS), COLORADO
TELEPHONE' (97(?) 945-8212
PERMIT NO. 4 `k
INSPECTION LUNE: (970) 3 84-50 0 3
PARCEUSCHEDULE N91. 99-/63-00. 653
K l�a.Sr7 a
HOB ADDRESS: a ( r a r RS • 11 %� _� - _ . < <
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LOT' NO. . BLOCKS . 9AlRA10 T. irn sUBDrvlslOr� �noN C'�i4/e SR1� �'�}�(!C l�' S �1•
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DITILCi CAL ERAMON O0K
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GARAGE: A:EN= X00011111 cnaroar. d11110LII moms.
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0?71 G JJ " r v6— *31164 SITE MOM= DZPOSAL f71711CI
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NOTICE
A SEPARATE ELECTRICAL PERMIT IS REQUIRED AND MUST BE ISSUED BY THE STATE OF
COLORADO.
THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION
ALTRORiZED 13 NOT COMM NCFD WRIII 110 DAYS, OR IF CONSTRUCTION OR
WORK 15 SUSPENDED OR ABANDONED FOR A PERIOD OF 1)0 DAYS AT ANY TIME
AFTER WORK IS COMMENCED.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED TEM APPLICATION AND
K`,/OW THE SAME. TO BE TRUE AND CORRECT. ALL PROVISIONS OF CAWS
GOVERNING THIS TYPE OF WORK 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
LOCAL .- W REGULATING CONSTRUCTION OR THE PERFORMANCE OF
CONS/ ON. / /
/ ' . L l7
illi
PLAN CHECK FEE:
/ US 3 • a 2
PERMIT FEE:
14 20 , ! p 5
TOTAL FEE: DATE PERMIT ISSUED:
2 624.57
OCC: GROUP: CONST: TYPE:
f� _ 3 II- j , J u
I Y
ZONING
SETBACKS:
'
• ..
S I�aGQO of Owner, �..
i '. oL r1 :. _A\ A� . �/ `j! .1ffif , 4:1 /
MA .1. PIOME:
r
Is: No.� " '? . .
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Baild ng Dept A.... .. ► l� ,r: 1!T ....
7ti
1
AGRF-F.MENT
PERMISSION IS HEREBY GRANTED 70 THE. APPtTCL\T AS OWN, CONTRACTOR AND,OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE.
DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDLNG DEPARTMENT.
N CONSIDERATION OF THE ISSUANCE OF THIS PERMIT. THE SIGNER HEREBY AGREES TO CONCEIT WITIi ALL BUI DUNG CODES A.ND LAND USE REGULATIONS ADOPTED
GARFIELD c0CN"IY PURSUANT TO AUfI3ORTIY GIVEN LN 3011.101 CRS AS AMENDED. THE SIGNER FURTHER AGREES TFIAT IF THE ABOVE SAID ORDINNANCES ARE NOT FUI
COMPLIED WITH TN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FR
THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID.
THE ISSUANCE. OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDLNG OFFICIAL FROM THEREAFTER RE.QI.'IRLNG'
CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA Olt FRO PREVE,'.TLNG BUILDING OPERATION BEING CAIUUEI) ON THEREUNDER WHEN
VIOLATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION ATION OF THIS JURISDICTION.
LITE. REVIEW OF THE SUBMITTED PIANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF .
RESPONSIBILITIES OK LLABILrFIFS BY GARFIE D COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILIFY FOR THESE ITEMS AND LMPLEMIENTAT
DURLNG CONSTRUCTION RESTS SPECIFICALLY WITTITHE ARCIIIFECT, DESIGNER, BUILDER AND OWNER COMMENTS ARE INTENDED TO BE CONSERVATIVE AND LN SCPP'
OF THE OWNERS INTEREST.
Garfo..003 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE. CINTTIAL(earti,•
1°13);.1:{(0
oa��
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 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, non-absorbent
kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all
necessary plumbing;
4. A complete bathroom, with washbowl, tub or shower, toilet stool, hot and cold running water,
non-absorbent floors and walls finished and a privacy door;
5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or
decks over 30" high constructed to all 1997 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 UNTIL 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,use and the issuance of a
Certificate of Occupancy for the dwelling under building permit # 49 .
Signature Date
Bpcont082002
gY)-0/0
VALUATION/FEE DETERMINATION
Applicant N- I lL t 1t,) Subdivision tai r C
Address Choi P Sac Rd • Lot/Block 44
Date 8uc1 o Y Contractor O
Finished (Livable Area): � � Q 17
/r � 4 ,1
Main L SW> y
Upper
Lower
Other
Total Square Feet
Valuation
Basement:
Unfinished
Conversion of Unfinished to Finished
Plan Check Fee for Conversion
Valuation
Garage:
Crawl Space:
Valuation 784 1. ) B 14j112 -
Valuation
Decks/Patios:
Covered
Valuation
Open
Valuation
S38 y2'
Total Valuation 2.11 Ito A
Building Permit Fee 1102a95
Plan Review Fee )063,1a7_
Total BP & PR 24-Ht51
*at Sir L
1Soto�a
Z s
Gtech
June 21, 2002
Don Wbilldin
P.O. Box 1165
Silt, Colorado 81652
Hepworth-Pawlak Geotechnical. Inc.
5020 County Road 154
Glenwood Springs. Colorado 81401
Phone: 971)-945-7988
Fax: 970-945-11454
hpgeo( II Jg i)tech.com
Job No. 102 392
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 4, Chair Bar Ranch, West of County Road 331, South of
Silt, Garfield County, Colorado
Dear Mr. Whilldin:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services
to you dated June 10, 2002. 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 one story "Eco -Block"
construction with an attached garage and located on the site as shown on Fig. 1.
Ground floors are proposed to be 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. The
septic disposal system is proposed to be located east and downhill of the residence.
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: Lot 4 is 40.26 acres and located west of County Road 331. The
building site is located near the southern edge of a mesa. The ground surface in the
building area is relatively flat with a slight slope down to the east. Elevation difference
across the building area is about 6 feet. There is a steep slope down off the mesa south
of the building area. The lot is vegetated with grass, weeds and scattered sage brush
and pinyon trees. An irrigation ditch crosses Lot 4 west of the building area.
Don Whilldin
June 21, 2002
Page 2
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
disposal area at the approximate locations shown on Fig. I. The Iogs of the pits are
presented on Fig. 2. The subsoils encountered, below about '/z feet of topsoil, consist
of sandy clay with occasional cobbles. Results of swell -consolidation testing performed
on relatively undisturbed samples of the sandy clay, presented on Fig. 3, indicate low
compressibility under existing moisture conditions, light loading and when wetted and
moderate compression under additional Ioading. 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 1,500 psf for support of the proposed residence. The soils tend to compress
after wetting and there could be some post -construction foundation settlement. 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 removed and the footing bearing level extended down to the
undisturbed natural soils. The residence should be set back from the mesa edge a
minimum of 20 feet. 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 pcf 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. 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 2% passing the No. 200 sieve.
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
H -P GEOTECH
Don Whilldin
June 21, 2002
Page 3
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. Free -draining wall backfill should be
capped with about 2 feet of the on-site, finer graded soils to reduce
surface water infiltration.
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.
Percolation Testing: Percolation tests were conducted on June 18, 2002 to evaluate the
feasibility of an infiltration septic disposal system at the site. One profile pit and three
percolation holes were dug at the locations 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 sandy clay to the bottom pit depth of 8 feet. The percolation test results are
presented in Table II. The overall average percolation rate was 32 minutes per inch.
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
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, 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.
H -P GEOTECH
Don Whilldin
June 21, 2002
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 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.
`-Louis E. Eller
Reviewed by:
Daniel E. Hardin, P.
LEE/djb
attachments
r 24443
.viONAL�
cc: Kurtz and Associates - Attn: Brian Kurtz
H -P GEOTECH
LOT 3
APPROXIMATE SCALE
1" = 200'
P 1
A P3
PIT 2 P2 ■
PROPOSED 7\ • PROFILE PIT
RESIDENCE
PIT 1 ■
4C -Sp'
OF
EXISTING
IRRIGATION
DITCH
LOT 4
LOT 5
Ile
102 392
HEPWORTH -PAWLAK
GEOTECHNICAL, INC.
LOCATION OF EXPLORATORY PITS
AND PERCOLATION TESTING
Fig. 1
Depth — Feet
0'
5
10
LEGEND:
-7
A
NOTES:
PIT 1
WC -10.9
D0-89
-200=88.7
LL -52
PI -41
wC=5.9
00=115
PIT 2 PROFILE PIT
WC=14.3
DD -89
/
/
/
/
TOPSOIL; sandy silt and clay, organic, loose, slightly moist, brown.
5
10
CLAY (CL); sandy, occasional cobbles. medium stiff to stiff, slightly moist to moist, light
brown, medium to high plasticity.
2" Diameter hand driven liner sample.
1. Exploratory pits were excavated on June 13, 2002 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site plan
provided.
3. Elevations of exploratory pits were not measured and logs 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 ( % )
DD = Dry Density ( pcf )
—200 Percent passing No. 200 sieve
LL = Liquid Limit ( % )
PI = Plasticity Index ( 7 )
Depth — Feet
102 392
HEPWORTH-PAWLAK
GEOTECHNICAL, INC.
LOGS OF EXPLORATORY PITS
Fig. 2
Compression
Compression
0
2
3
4
0
2
3
4
Moisture Content = 5.9 percent
Dry Density 115 pcf
Sample of: Sandy Clay
From: Pit 1 at 6 Feet
rt
Compression
upon
wetting
0.1
1.0 10
APPLIED PRESSURE — ksf
100
Moisture Content = 14.3 percent
Dry Density = 89 pcf
Sample of: Sandy Clay
From: Pit 2 at 2 Feet
Compression
upon
wetting
0.1
1.0 0
APPLIED PRESSURE — ksf
100
102 392
HEPWORTH-PAWLAK
GEOTECHNICAL, INC.
SWELL CONSOLIDATION TEST RESULTS Fig. 3
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SUMMARY OF LABORATORY TEST RESULTS
SOIL OR
BEDROCK TYPE
Sandy Clay
Sandy Clay �I
Sandy Clay
UNCONFINED
COMPRESSIVE
STRENGTH
MST!
ATTERBERG LIMITS
c) x
N
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N
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PERCENT
PASSING
NO. 200
SIEVE
CO
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4
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0
Zip
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W
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NATURAL
DRY
DENSITY
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.
NATURAL
MOISTURE
CONTENT
1`161
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SAMPLE LOCATION
DEPTH
Item/
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HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PERCOLATION TEST RESULTS
JOB NO. 102 392
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
48
15
7 1/2
6 3/4
3/4
45
6 3/4
6
3/4
6
5 3/4
1/4
5 3/4
5 1/2
1/4
5 1/2 _
5
1/2
5
4 1/2
112
4 1/2
4 1/4
1/4
4 1/4
4
1/4
P-2
47
15
9 1/4
8
1 114
26
8
7 1/4
3/4
7 1/4
6 1/2
3/4
6 1/2
5 3/4
3/4__�
5 3/4
5 1/4
1/2
5 1/4
4 1/2
3/4
4 1/2
4
1/2
P-3
54
•
15
10
8 1/2
1 1/2
26
8 1/2
7 3/4
3/4
7 3/4
6 3/4
1
6 3/4
6 1/4
1/2
6 1/4
5 1/2
3/4
5 1/2
5
1/2
5
4 1/2
1/2
4 1/2
3 3/4
3/4
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on June
17, 2002. Percolation tests were conducted on June 18, 2002. The average percolation
rate is based on the last three readings of each test.
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299
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BETY'EEN TRUSSES PROVIDE
SHEAR PANEL,
Yr/ 2x4 FRAME, 1/2' PLYYiD
SHEATHING. 4 I dla VENT
HOLES AS 64-4OYr'N (NAIL
PLYIND TO FRAME VV Sd
0 6' O.G. ALL AROUND) I
NAIL SHEAR
PANE. W
I6dNAIL 0
6" O.G.
NAIL S3 -EAR
PANEL FRAME TO
TRUSS VERTICAL
MEMDER Y\/ I6d
0 6" O.G.
T.O. WALL PANEL
5-RUGTURAL
I Nat ATE D
PANEL WALL
TYPiGAL TRUSS BEARING
\_' PREMANUFAGTURED
ROOF TRV55
I H3 F+OLD-DOY04 ANCHOR
0 EACH END EACH TRUSS
CONT 1 1/2'x6" WOOD
PLATE (DOUC,LAS-FIR NC. 1) -
ATTACH TO WALL PANEL
Y1/ •b x 3" WOOD SGREy"8
0 10' O.C.
WHILLDIN RESIDENCE 10/0=1 /02 3/4• = I. -o
PROVIDE GOVT. 2x9 LED6CR Yr/
(3)-I/4' dla. x 3" HOOD SGRENS
(SDS I/4x9 AS MERMD BY
SIMPSON STRONG -TUE CO)
• EA.TRVSE
6xb POST -
MAXIMUM POST
SPACING. 16'-9' -
'EE ARCHITCGTURAL
ELEVATIONS FOR
LOCATIONS
6x02 TIMER BM
(170U6L AS -FIR
NO. I)
TYPICAL PORCH DETAIL
TRUSS
BEAR
FIG 1
SHEAR PANEL -
SEE DETAIL
WHILLDIN RESIDENCE IO/Gq/O2
I/2..: 1'-0"
PREMAAa FACTORED
ROOF TRUSS
INSPECTION WILL NOT BE MADE UNLESS
THIS CARD IS POSTED ON THE JOB
24 HOURS NOTICE REQUIRED FOR INSPECTIONS
BUP'1NG PERMIT
GAPEW COUNTY, COLORADO
Date Issued .aftzned Area Permit No.
. ca
49*
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 IMMEDIATELY BECOME NULL AND VOID.
Setbacks Front Side Side Rear
This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection.
INSPECTION RECORD
Footing Ng/ado- ,rL� /^
Foundation d
Underground Plumbing 1 °hhgi4.1, pr
Insulation-7_,_03 tZ*—
Rough Plumbing/1-4:27-00. T,1
Drywall —
j_13....0
Chimney & Vent
Electric Final (by State Inspector) 3 �u
Pre ... _...,
Gas Piping 194Z 0 tx 7hh
Final 3 ,a,6,.elf
Electric Rough (By State Inspector) 4A3
Septic Final fd -03
r
Framing it i -..e2.. _
(To include oo w place and �n ows
and Doors installed).
Notes:
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -
WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND.
THIS PERMIT IS NOT TRANSFERABLE
109 8th Street County Courthouse Glenwood Springs, Colorado.
APP ' OVEDDO NOT DESTROY THIS CARD
D
IFPLACED OUTS!
E - COVER WITH CLEAR PLASTIC