HomeMy WebLinkAboutSubsoil StudyIC'T Kumar & Assoclalm, lnc.'
Geotechnical and Materials Engineers
and Environmental Scientists
l* Émglayæ ætrtäú Camrøsry
5020 County Road 154
Clenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
emai I : kaglenwood@kumamsa.cotr
wwlv. k u rrat'usa.conr
OfÏce Locations: Denver (FIQ). Parker. Colorado Springs. Fort Collins" Glenr.r,ood Springs. aud Summit County, Colorado
April12,2021
Dave Cardiff Construction, Inc.
Attn: Dave Cardiff
506 Mesa Verde
Carbondale, Colorado 81623
davecardiffconstruction@ gmail. com
Project No.2I-7-256
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot20, Ranch at
Coulter Creek, Saddle Circle, Garfield County, Colorado
Dear Dave:
As requested, Kumar & Associates, 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 Marchg,202l. The data obtained and our recommendations
based on the proposed construction and subsurface conditions encountered are presented in this
report.
Proposed Construction: Design plans for the residence have not been developed. The
proposed house will be located in the area of Pits I and2 and will likely be one to two stories
over a walkout basement. Ground floor will be structural over crawlspace or slab-on-grade. Cut
depths are expected to range between about 4 and 10 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 and the building area slopes down to the south and east at
between 10 to 20 percent grade. Below the building area, the slopes steepen to about 25 percent
to the east and 35 percent down to the south. Vegetation consists of sage brush and scattered
pinon trees with an understory of grass and weeds.
Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two
exploratory pits in the building arca and two pits in the septic arca at the approximate locations
shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered,
below about '/, to I foot of topsoil, consist of I to 3 feet of stifl sandy silty clay overlying mostly
1
whitish, medium dense to stiff, gravelly silt and sand. Basalt rocks in a sand and silt matrix were
encountered in Pit 1 at a depth of 2 feet. Results of a gradation analysis performed on a sample
of slightly gravelly sand and silt (minus 3-inch fraction) obtained from the site are presented on
Figure 3. 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 encounteted 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
18 inches for continuous walls and2 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 50 pcf for the
on-site soil as backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly to
moderately 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 than2%o passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95Yo 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.
Underdrain System: Although free water was not encountered during our exploration, it has
been our experience in the areathat local perched groundwater can develop during times of
Kumar & Associates, lnc. @ Project No. 21-7-256
a-J-
heavy precipitation or seasonal runoff. Frozen ground during spring runoffcan create a perched
condition. We recommend below-grade construction, such as retaining walls, crawlspace and
basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain
system.
The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above
the invert level with free-draining granular material. The drain should be placed at each level of
excavation and at least I foot below lowest adjacent finish grade and sloped at a minimum 1olo to
a suitable gravity outlet. Free-draining granular material used in the underdrain system should
contain less than 2o/o passingthe No. 200 sieve, less than 50% passing the No. 4 sieve and have a
maximum size of 2 inches. The drain gravel backfill should be at least llzfeet deep. An
impervious membrane such as 20 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 soils.
Surface Drainage: The following drainage precautions should be observed during construction
and maintained at all times after the residence has been completed:
l) Inundation ofthe 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 95o/o of the maximum standard Proctor density in pavement and slab areas
and to at least 90o/o 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. A swale may be
needed uphill to direct surface runoffaround the residence.
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. Consideration should be given to the use of xeriscape to
limit potential wetting of soils below the foundation caused by irrigation.
Septic Field: A USDA gradation test performed on soils from 6 to I feet deep in Profile Pit 2
indicates the soil type for septic design is Gravelly Sandy Loam which should be suitable for a
conventional septic system. The septic system should be designed by a professional engineer.
Kumar & Associates, lnc. o Project No. 21-7-256
4
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 ï/arranTy either
express or implied. The conclusions and recornmendations submitted ia this report are based
upon the data obtained from the exploratory pits excavated at the locations indicated on Figure I
and to the depths shown on Figure ?,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 cont¿minants (MOBC) developing in the future. Ifthe client is concemed
about MOBC, then a professional in this special field of practice should b consulted. Our
fîndings include interpolation and extrapolation of the subsurface conditioas ideatified at the
exploratory pits and variations in the subsurface conditions may not becorae syident uûtil
excavation is performed. If conditions encountered during construction appear different frorn
those described i:r this report, we should be notified at once so re-evalualioa 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 tbe project evolves, we
should provide continued consultation and field services during constn¡ction to review ând
monitor the implementation of our recommendations, and to verify that ihe recommeadations
have been appropriately inlerpreted. Significant design changes may require additional analysis
or modifications to tlre recommendations presented herein. Vy'e recornmend oa-site observation
of excavations a¡¡d foundatio¡ bearing strata and testing of structural fi11 by a representative of
the geotechnical eagineer.
If you have any questions or if we may be of further assistance, please let us kaow.
Respectfully Submitted,
Kumar & Associates,
Daniel E.
Rev. by: SLP
DEFVkac
attachments Figure 1 - Location of Exploratory Pits
Figure 2 - Logs of Exploratory Pits
Figure 3 - Legend andNotes
Figure 4 - Gradation Test Results
Figure 5 - USDA Gradation Test Results
cc: Tim Pestot¡ik
Kumar & Associates, Inc. ô
otnik.ccr
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21 -7 -256 Kumar & Associates LOCATION OF EXPLORATORY PITS Fig. 1
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PROFILE PIT 1
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PROFILE PIT 2
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Fig. 2Kumar & Associates LOGS OF EXPLORATORY PITS21 -7 -256
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LEGEND
TOPSOIL; ORGANIC SANDY SILTY CLAY WITH ROOTS, FIRM, MOIST, DARK BROWN
CLAY (cL); SILTY, SANDY, STIFF, SLIGHTLY MolST, BRowN.
BASALT ROCKS; GRAVEL TO BOULDER SIZE, IN SANDY SILT MATRIX, DENSE, SLIGHTLY MOIST,
WHITISH.
SILT AND SAND (ML_SM); GRAVELLY, MEDIUM DENSE TO STIFF, SLIGHTLY MOIST, WHITISH
t DISTURBED BULK SAMPLE.
I PRACTICAL AUGER REFUSAL.
NOTES.I. THE EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON MARCH 9, 2021
2. THE LOCATIONS OF THE EXPLORATORY PITS WERE MEASURED APPROXIMATELY BY PACING FROM
FEATURES SHOWN ON THE SITE PLAN PROVIDED.
5. THE ELEVATIONS OF THE EXPLORATORY PIÏS WERE OBTAINED BY INTERPOLAÏION 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 THE TRANSITIONS MAY BE GRADUAL.
6 GROUNDWATER WAS NOT ENCOUNTERED IN THE PITS AT THE TIME OF EXCAVATION. PITS WERE
BACKFILLED SUBSEQUENT TO SAMPLING.
7. LABORATORY TEST RESULTS:
WC = WATER CONTENT (%) (ASTM D 2216);
+4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ISTV O +ZZ);
-2OO= PERCENTAGE PASSING NO. 2OO SIEVE (ASTM D 11AO);
GRAVEL = PERCENT RETAINED ON N0. 10 SIEVE;
SAND = PERCENT PASSING NO. 10 SIEVE AND RETAINED 0N NO.325 SIEVE;
SILT = PERCENT PASSING NO. 325 SIEVE TO PARTICLE SIZE .002MM;
CLAY = PERCENT SMALLER THAN PARTICLE SIZE .002MM.
21 -7 -256 Kumar & Associates LEGEND AND NOTES Fig. 3
SIEVE ANALYSISHYDROMETER ANALYSIS
TIYE RilDINOS
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U.S. STANDARD SEiIES
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DIAMETER OF IN MI
CLAY TO SILT COBBLES
GRAVEL6'l SAND46
LIQUID LIMIT
SAMPLE OF: Slighlly Grovelly Sond ond Silt
%
PLASTICITY INDEX
SILT AND CLAY 46 %
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ASTM Cl36 ond/or ASTM Dllilo.
GRAVELSAND
MEDIUM ICOARSE FINE COARSEFINE
21 -7 -256 Kumar & Associates GRADATION TEST RESULTS Fig. 4
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HYDROMETER ANALYSIS SIEVË ANALYSIS
TIIVE READINGS
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DIAMETER OF PARTICLES IN N/ILLIMETERS
9.5 t9.0 37.5 76.2 152 203
CLAY COBBLES
GRAVEL 21 %SAND 42 %SILT 27 %CLAY 10 I"
USDA SOIL WPE: Gravelly Sandy Loam FROM: Profile Pit 2 @ 6'-7'
SILI
21-7-256 Kumar & Associates USDA GRADATION TEST RESULTS Fig. 5
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3'IIIIIIIIIIIIIIIIIITFILTRATOR'ID PLATER-35 INSPECTIONBEGINNING ANDACH TRENCH4'maxLLIMIT OFEXCAVATIONSCARIFYGRAVELLESS 'QUICK-4'CHAMBER (4'x 3')4AT GRADE4'DIA SDR-35EFFLUENT PIPE FROMSEPTIC TANK14 CHAMBERS PER TRENCHUNDISTUSOIL'm¡4" DIA SDR-35 DISTRIBUTIONLINE TO EACH TRENCH(MlN. 1% SLOPE TO TRENCH)4" DIA SDR-35 SEWER LINE(MrN 2% SLOPE TO TANK,MlN. 1% TO STA)SCREENED ROCKOR SAND FORBEDDINGCOMPACTBASE TO SUPPORTBOXUSE HOLE SAW TOCUT THRU TOP OFEND PLATEPES PLACED INTOP PORT OFCHAMBER ENDPLATESINOTE: TRENCHES MAY BESÏAGGERED TO AVOID TREESNOTE: THETRENCHESMUST BE INSÏALLED JUSTBELOW THE TOPSOILHORIZON4" DIA SDR.35INSPECTIONPORTGRAVELLESS 'QUICK-4'CHAMBER (4'x 3')2'minl
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æqmtffifuJtel* Garfield County, CO
0
CARBONDALE
SOPRIS CLASSICS LLC
501 WEST BROADWAY, SU ITE
to25
SAN DIEGO CA921O7
2019 Total Actual
Value
Overview
Legend
fi Parcels
Roads
Parcel/Account
Numbers
Highways
- Limited Access
* Highway
* Major Road
* Local Road
* Minor Road
' OtherRoad
. Ramp
-* Ferry
Pedestrian Way
Owner Name
I Lakes&Rivers
* County Boundary
Line
$L71,300 Last2Sales
Date Price
4/21/2021 $282,000
4/26/2018 $O
Account RO4I281
Number
Parcel 2397O7\O7O2O
Number
Acres 6
Land SqFt 0
TaxArea 011
2019 Mill Levy 75.5380
Physical
Address
Owner
Address
81623
Date crealed:9/4/2027
Lâst Data Uploaded: 9/4/2027 2:03:37 AM
De ve ro ped rr Ét *åg"t""^dgl
9t2t2021 qPublic.net - Garfield County, CO - Property Record Card: R041281
#qPtrrbfuc.læt'* Garfield County, CO
Summary
Account
Parcel
Property
Address
Legal
Description
Acres
Land SqFt
Tax Area
Mill Levy
5ubdlvision
R041281
239707701020
,CARBONDALE,CO 87623
Sect¡on: 7 Township: 7 Range: 87 Subdivision: RANCH AT COULTER
CREEK PUD Lot: 20 As PER FIRST AMENDED FINAL PLAT
RECEPTION NUMBER 889891 5.91ó ACRES
5.975
o
1"1"
75.5380
RANCH AT COULTER CREEK PUD
View M3p
Owner
SOPRIS CLASSICS LLC
5Ol WEST BROADWAY SUITE 1025
SAN DIEGO CA 92101
Land
UnitType VACANT RES LOTS-0100(VACANT LAND)
Square Feet 0
Actual Values
Assessed Year
Land Actual
I mprovement Actual
Total Actual
Assessed Values
Assessed Year
Land Assessed
I mprovement Assessed
Totâl Assessed
Tax History
2020
çr,432.20
2021
$171,300.00
$o.oo
$171,300.00
2027
$49,ó80.00
$o.oo
$49,ó80.00
2019
$1,392.32
2020
$ó5,380.00
$o.oo
$ó5,380.00
2020
$18,9óO.00
$o.oo
$18,9ó0.00
20L8
$2,476.8O
20t9
$ó3,000.00
$o.oo
$ó3,000.00
2079
$18,270.00
$o.oo
$18,270.00
2077
$2,367.48
Tax Year
ïaxes Billed
Click here to view the taLiUlq¡EÂ!.jg!-þLlilEpårcelo,ì the G¿rñe site
Transfers
Sale Date DeedType Reception Number
4/2r/212r SPECIALWARRANTYDEED 95+793
4/26/2018 DECLARATION 906379
3/7/2077 Plat 889891
8/1/2016 RESOLUTION 880478
8/3t/2OOs WARRANTYDEED 68\73?
6/7/2004 DEED 653779
qi4iel5/6/2004 AGREEMENT
s/6/2OO4 DEED 653777
3/L5/2OO4 DECLARATION 653776
3/75/2004 DECLARATTON 6531f5
3/\5/2004 COVENANTS 653774
3/I5/2OO4 AGREEMENT 653773
3/I5/2OO4 DEED 653772
3/I5/2OO4 DEED 653771
3/r5/2o14 DEED 6537JO
3/I5/2OO4 DEED 653769
3/rs/2004 suBDrvrsroN IMPRoVEMENTS 653167
2/2/2004 RESoLUTION 646147
2/2/ZOO4 RESOLUTTON 646L46
Book - Page
L724-727
1595-798
159ó-838
1595-18r
t595-778
t595-775
1595-746
t595-744
1595-740
r595-13?
15?5-138
1-595-737
L595-7L9
155?-435
15s?-42r
Sâle Price
$282,000
$o
$o
$o
$28o,ooo
$o
$o
$o
$o
$o
$o
$o
$o
$o
$o
$o
$o
$o
$o
https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381 &PageTypelD=4&PagelD=9447&KeyValue=R041 281 1t2
9t212021'qPubl¡6.net - Gar{ield-êounty- GO - Froper.ty. Reoord Card;-R,04-1'2&1
6/76/2003
7/28/2002
7/75/2002
It15/20'02
L/t5/2002
t/L5/2002
tl1.5/2002
6/7/7998
6/7/L998
4/72/1994
8/29t7984
1/7/7900
6297A9
59ó800
v60356
595426
595825
se582+
595823
7462-663
7326-247
RESOLUTION
SPECIAL WARRANry DEED
BARGAIN AND SALE DEED
WARRANWDEED
PERSONAL REP DEED
BARGATN AND sALr oE¡o
PERSONAL REP DEED
EASEMENT
EASEMENT
DEATH CERTIFICATE
Deeds
Deeds
$4,ooo,ooo
$4,ooo,0oo
$o
$o
$o
$o
$o
1321.-704
L32t-702
r327-696
1327-69s
1070-0089
1070-0081
094ó-0803
0655-0987
0346-OO42
$o
$o
$o
$o
$o
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