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Home My WebLink About1.0 ApplicationMay 25, 1983 Cynthia M. Houben Garfield County Department of Development 2014 Blake Avenue Glenwood Springs, Colorado 81601 Re: George Demos Sketch Plan Dear Cindy: • Pursuant to the 1981 Intergovernmental Coordination Agreement, we have the following comments regarding the above referenced item: We believe it is advisable to have public access to all newly created lots. In the city we have regulations requiring all new lots to front on public right-of-way and we prohibit principle access to any lot via a private easement. The policy behind these regulations is to guarantee adequate, safe and uninterrupted ingress and egress for all parcels of land. On the Demos sketch plan, Parcel 2 is not contiguous to any public right-of-way. While Parcel 3 is contiguous to 130 Road, topographical constraints will apparently force access to be off of Highway 6 & 24. Although Mr. Demos' present intention is to lease Parcel 2 for parking, we must assume that both Parcel 2 and Parcel 3 could be sold off and developed independently at some point in the future. A substantial commercial development could be constructed on Parcel 3. Would a 25 -foot wide private easement be adequate to serve such a development? We recommend that Mr. Demos explore alternatives which would enhance access to the new lots. These alternatives might include a different lot configuration or an additional public right-of-way dedication. Thank you for referring this item to us. Yours truly, $avid W. Broadwell City Planner DWB/gp 806 COOPER AVENUE GLENWOOD SPRINGS, COLORADO 81601 303/945-2575 INN NICHOLAS W. GOLUBA. JR. GOLUBA & GOLUBA ATTORNEYS AT LAW TAMARACK 1001 GRAND AVENUE P O. [30X 931 GLENWOOD SPRINGS. COLORADO 81602 (303) 945-9141 May 13, 1983 GARFIELD COUNTY COMMISSIONERS P.O. Box 640 Glenwood Springs, CO 81602 DAVID A. GOLUBA Re: George S. Demos/Exemption Application Disclosure of Ownership -Attorney's Certificate Gentlemen: I have examined title to the lands shown on the Exemption Plat submitted herewith and find title to such property vested in George S. Demos in fee simple absolute, free and clear of all liens and encumbrances, and subject only to U.S. patent reservations and exceptions, easements and rights-of-way of record, and Covenant Agreement dated August 19, 1982 between Mitchell -Cooper Ditch & Pipeline Company, Inc. and George Demos recorded as Reception No. 333379 of the Garfield County, Colorado records. N% .last. Gol ba e.istration No. Attorney for George S. Demos P.O. Box 931 Glenwood Springs, CO 81602 Telephone: (303) 945-9141 000910 12 May 1983 Garfield County Commissioners The Following Undersigned Adjacent Property Owners are aware of the subdivision process now under way on that parcel of land of which K-BOB's restaurant is a part: James L. Andre Walter Kreutle 1110 GARFIELD COUNTY DEPARTMENT OF DEVELOPMENT PLANNING: 945-8212 / ENVIRONMENTAL HEALTH: 945-2339 / BUILDING: 945-8241 May 20, 1983 John Fernandez City Planner 806 Cooper Glenwood Springs, CO 81601 RE: George Demos Sketch Plan and Request for Exemption from full subdivision review Dear John: Mr. George Demos who is the owner of the property on which the K -Bob Restaurant is located in West Glenwood, is currently requesting a subdivision of his property. The proposal is to divide the existing 1.99 acre parcel into 3 parcels of .75, .23 and 1.01 acres each. K -Bob's would sit on the .75 acre parcel and the .23 acre parcel would be leased to K -bob's for additional parking. This item goes before the Planning Commission on June 1, 1983. If you have any questions or comments, a reply prior to that date would be appreciated. Sincerely, Cynthia M. Houben Planner CMH:lw Enclosure 2014 BLAKE AVENUE GLENWOOD SPRINGS, COLORADO 81601 • • NICHOLAS W. GOLUBA. JR GOLUBA & GOLUBA ATTORNEYS AT LAW TAMARACK 1001 GRAND AVENUE P.0 BOX 931 GLENWOOD SPRINGS. COLORADO 81602 1303) 945-9141 May 13, 1983 GARFIELD COUNTY COMMISSIONERS P.O. Box 640 Glenwood Springs, CO 81602 DAVID A. GOLUE3A Re: George S. Demos/Exemption Application Disclosure of Ownership -Attorney's Certificate Gentlemen: I have examined title to the lands shown on the Exemption Plat submitted herewith and find title to such property vested in George S. Demos in fee simple absolute, free and clear of all liens and encumbrances, and subject only to U.S. patent reservations and exceptions, easements and rights-of-way of record, and Covenant Agreement dated August 19, 1982 between Mitchell -Cooper Ditch & Pipeline Company, Inc. and George Demos recorded as Reception No. 333379 of the Garfield County, Colorado records. By. GOLUBA OL YhblasT. Gol bay egistration No. 000910 Attorney for George S. Demos P.O. Box 931 Glenwood Springs, CO 81602 Telephone: (303) 945-9141 r "44 1. • t' 4 , • r .r • 1 • yap Unit No. X11B Part B SOIL CHARACTERISTICS Depth to bedrock Texture Surface Subsoil Substratum Unified Classification Permeability Percent coarse fragments (greater thag 3 inches) Salinity (ECx10 @ 25°C) pH (surface) Shrink -swell Potential Potential frost -action (surface) Flood Hazard Hydrologic Group Corrosivity Steel (uncoated) Concrete DEGREE & KIND OF LIMITATIONS (0 is Slight, M is Moderate, S is Septic Tank Absorption Fields Sewage Lagoons Sanitary Landfill Trench Area :hallow Excavations Dw,q l ings w/basements w/0 basements Local Roads & Streets SUITABILITY AS A SOURCE OF... Daily Cover for Landfill : Poor Too sandy, seepage Roadfill : Fair Large stones Sand : Fair Gravel : Fair Large stones Topsoil : Poor _ .10 SUBJECT TO CHANGE. NOT TO BE USED IN PLACE OF ON-SITE INVESTIGATION A, Z -? 7 /')• :More than 60 inches Gravelly sandy loam : Sand and gravel CL -ML, GM -GC, GP, GW : Moderately rapid . 5-50 . 7.9-8.4 : Low : Low : None B : High : Low Severe) : 0 : S Seepage, small stones S Seepage, too sandy S Seepage S Cutbanks cave : 0 : 0 • 0 Large stones Small stones • p Unit No. X11B Part A • SOIL CHARACTERISTICS Depth to bedrock Texture Surface Subsoil Substratum Unified Classification Permeability Percent coarse fragments (greater than 3 inches) Salinity (ECx10' @ 25°C) pH (surface) Shrink -swell Potential Potential frost -action (surface) Flood Hazard Hydrologic Group Corrosivity Steel (uncoated) Concrete G/d :More than 60 inches • :Sandy loam :Gravelly sandy clay loam :Sand and gravel :SM, SC, GC, SM -SC, SP :Moderately rapid :3-60 .7.4-7.8 Low Low • None B : High . Low DEGREE & KIND OF LIMITATIONS (0 is Slight, M is Moderate, S is Severe) • Septic Tank Absorption Fields Sewage Lagoons Sanitary Landfill Trench Area Shallow Excavations Dwellings w/basements w/0 basements Local Roads & Streets SUITABILITY AS A SOURCE OF... Daily Cover for Landfill Roadfill Sand Gravel Topsoil SUBJECT TO CHANGE. :0 ;S ;S 0 :S :0 :0 :0 Seepage Seepage Cutbanks cave : Fair Small stones • Fair Shrink -swell Fair Large stones : Fair Large stones : Fair Small stones NOT TO BE USED IN PLACE OF ON-SITE INVESTIGATION X11B-Atencio-Azeltine complex, 1 to 3 percent slopes. These nearly level to gently sloping soils are on alluvial fans and terraces. The soils formed in mixed alluvium from redbed shales and sandstones. Elevation ranges from 5,000 to 7,000 feet. The average annual pre- cipitation is about 14 inches, the average annual air temperature is about 47 degrees F., and the average annual frost -free period is about 110 days. The Atencio soil makes up about 45 percent of the mapping unit and the Azeltine soil about 45 percent. Gravel bars, which make up about 10 percent of the unit, occur in some areas. The Atencio soil is deep and well drained. Typically, the surface layer is dark reddish gray sandy loam about 5 inches thick. The subsoil is sandy loam to gravelly sandy clay loam about 18 inches thick. The substratum is gravelly sandy loam that grades into sand, cobble, and gravel at depths between 23 and 30 inches. Permeability of the Atencio soil is moderately rapid. Effective rooting depth is 20 to 25 inches. Available water capacity is low. Surface runoff is slow and the erosion hazard is slight. The Azeltine soil is well drained. Typically, the surface layer is reddish gray gravelly sandy loam about 8 inches thick. The underlying layer is reddish brown gravelly sandy loam about 10 inches thick. The substratum is calcareous sand, gravel, and cobble to depths of 60 inches or more. Permeability of the Azeltine soil is moderately rapid. Effective rooting depth is about 18 inches. Available water holding capacity is very low. Surface runoff is slow and the erosion hazard is slight. • • X11B-Atencio-Azeltine complex 2 These soils are used mainly for livestock grazing and cropland. Alfalfa, ,small grains, potatoes, and grass -legume hay are the main crops grown. Flooding is the main method used for applying irrigation water. Conservation practices that include grass waterways and minimum tillage are necessary to avoid serious erosion losses. Cover crops or stubble mulching in dryland farming areas will also help to eliminate erosion losses. The native vegetation of these soils is mainly Indian ricegrass, western wheatgrass, big sagebrush, and needleandthread. When the range condition deteriorates, forbs and woody shrubs increase. When the range is in poor condition, undesirable weeds and annual plants are numerous. Proper grazing management maintains and improves the range condition. Seeding is a good practice if the range is in poor condition. Suitable plants for seeding are crested wheat - grass, western wheatgrass, and Russian wildrye. For successful seeding, a good practice is to prepare a seedbed and drill the seed. Reduction in brush improves deteriorated range sites. Wildlife using these soils for habitat include pheasant, dove, rabbit, squirrel, and some deer. These species obtain their food and shelter mainly in the areas of cropland. These soils have good potential for community development or for use as source material. Special design must be used for the installation of septic tanks and leach fields due to seepage and the possibility of ground water pollution. Capability subclass IVs, irrigated; VIe, nonirrigated. • • SOIL & FOUNDATION ENGINEERING ellen an a sso i:ates CON U L E E N 3 LNGINELH i�N6 f hG (.:011 '‘)‘; 5030 RD. 154 e GLENWOOD SPRINGS,COLORADO 81601 • 303/945-7458 November 10, 1981 Subject: Subsoil Investigation, Proposed K -Bob Restaurant to be Located North of Highway 6, West Glenwood Garfield County, Colorado Job No. 23,048 Mr. Gary Heisel De-nco Construction P.O. Box 1342 Glenwood Springs, CC 81601 Dear Sir: As reuested, we performed subsurface exploration and laboratory testing for foundation design at the subject site. or findings are as follows: D,.-nmcc?rnn�t� iri ?nn• r,}�o crxv_i fir hii; lrlirrn }�r.�i ;., a•v� rvn�ilm araS not available at the time of the field work. The structure is expected to be 1 level with no basement. Ground floors will likely be slab -on - grade. Maxim cut depths below the surrounding ground surface are expected to be on the order of 4 to 5 feet. Site Conditions: The proposed structure is to be located on a tract of land between the existing Fireside Restaurant and Andres Restaurant north of Highway 6 in West Glenwood, Colorado. The general area slopes gradually to the south with the immediate building site relatively level. An elevation difference of approximately 1 1/2 feet exists across the probable building area. At the time of the field work, the area con- tained some mounded fill over the west border of the let. Fill also appeared to exist immediately north of the test hole locations (see Figure 1) and may exist on other locations in the general area. Vegetation had been stripped from the immediate site. Subsoil :,onditions: The subsoil conditions at the site were determined by drilling 2 exploratory holes at the approximate locations shown on Figure 1. Graphic logs of the subsurface profiles are presented on Figure 2. In general, the subsoil varied slightly. Test Hole 1 1 • • • • • Mr. Gary Heisel November 10, 1981 Page 2 revealed 10 1/2 feet of a sandy clay overlying silty sands and gravels whereas Test Hole 2 revealed 17 1/2 feet of sandy clays overlying silty sands with scattered gravel. The upper fine-grained soils were stiff and the underlying granular soils were dense. No man made fill was encountered at the test hole locations. However, the site has been disturbed and existing fill or other unsuitable soils may exist. The natural soils were generally described as being moist and no free water was encountered. Consolidation testing performed on samples of the upper sandy clay (see Figures 3, 4 and 5) indicate the material to exhibit low to moderate compressibility characteristics upon loading and wetting. A summary of laboratory test results is presented on Table I. Foundation Recommendations: Based on the general subsoil conditions observed in the test holes, spread footings placed on the natural subsoils should be suitable for support of the structure. Settlements should be less than 1 inch total and 3/4 inch differential. The following design and construction details should be observed: (1) Footings should be placed on the natural sandy clays below any topsoil existing fill or disturbed material frail past site use and designed for a maximum bearing pressure of 1500 psf. Minimum footing width should be taken at 16 inches for walls and 2 feet for columns. (2) Beneath the building area, the ground surface should be completely striloped down to the natural film subsoils. Any required fill below footings should consist of non -expansive soils compacted to at least 98% of standard Proctor density at a moisture content near optimum. The on-site soils free of topsoil or debris should be suitable for use as structural fill provided that any oversized material be removed prior to placement. (3) Continuous foundation walls should be reinforced to span an unsupported length of at least 10 feet. Any walls acting as retaining structures should be designed to resist an equivalent lateral earth pressure of at least 40 psf per foot of depth. This pressure is for a well com- pacted granular backfill having a surface slope away from the structure for at least 10 feet. (4.) All topsoil, fill or any local soft pcckets of soil found at the base of the excavation should be removed and the footings extended to the lower firm soils. A soil engineer should observe the excavation to verify bearing conditions. (5) Footings should have adequate cover for frost protection. Ground Floors: The natural subsoil other than topsoil or existing fill should be suitable for support of slab -on --grade construction. In the building area, the ground surface should be cleared of any vegetation, topsoil, existing • • • Mr. Gary Helsel Neveml r 10, 1 q31 Pacie fill or disturbed soils. Required subfloor fill should consist of non - expansive soils compacted to at least 95% standard Proctor density at a moisture content near optimum. The on-site soils free of vegetation and debris should be suitable for use as structural fill. To reduce the effect of some differential movement, nonstructural slabs should be separated from bearing members with a positive expansion joint and adequately reinforced. A minimum 4 inch layer of gravel should be provided immediately beneath floor slabs to distribute loading and provide a uniform surface for concrete placement. Underdrain System: Any below arade construction should be protected from wetting by installation of an urderdrain system. The underdrain should consist of a perforated pipe embedded in a gravel filled trench placed at least 1 foot below lowest adjacent crrade and sloped on a minimum 1% grade to suitable gravity outlet. The underslab gravel should be connected to the drain system. Surface Drainage: The following d=^ainace precautions should be observed during construction and maintained at all ties after the structure has been completed: (1) Excessive wetting of the foundation excavation should be avoided during construction. (2) Miscellaneous backfill around the builr?1ng should be moistened and compacted to at least 90% of standard proctor density. (3) The ground surface surrounding the building should be sloped to drain away in all directions, a minimum slope of 6 inches in the first 10 feet is recommende :. (4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Limitations: This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this arca for the use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the test holes drilled at the locations indicated on the test hole plan. The nature and extent of variations between the test holes may not become evident until excavation is performed. If during construction, soil and ground water conditions appear to be different from those described herein, this office should be advised at once so that re-evaluation of the recommendations may be made. We recommend on-site observation of excavations • tion bearing strata by a soil engineer. jE44 so. 0 '/ ` Very truly yours, �` 1••. P o Qat' �® a � CHEN AND ASSOCIATES, INC. • ® 15222 1. � . ..v. BY ,-.4- 4 7 V • rJ/' A; : be Sl0d, • Trailer Park • • Existing Fireide i Restaurant Bench Mark Top of Manhole Assumed El. 100. • • _rence Existing Cut Face Hole 2 Hole 1 0 N Approximate Scale: 1" - 30.0' Existing Log • G _I arage , Existing Andre's / Restaurant Culvert under road Highway 6 4 24 #23,048 LOCATIONS OF EYPLORATORY HOLES Drainage Ditch i r 103 100 90 85 r so .... 000 .r 75 LEGEND: • 41 ffl) _00= �I. rl = ®Clay (C1.), sandy with occasional gravel, stiff, moist, brown. Gravel (GM) with some cobbles, sandy, silty to slightly clayey, dense, moist, brown. Sand (SM), silty, medium dense, moist, calcareous, porous, brown. (111 Hoi DP -'00 = LL _ 01 = NOTES: Undisturbed Drive Sample. The symbol 16/12 indicates that 16 blows of a. 140 ib. hammer falling 30 inches were required to drive the sampler • pi 12 inches. Standard Penetration Test Sample ASTM D-1586, Depth at which hole caved. 9).0 52 15 21/12 WC = 13.9 DD =101. 2111_2 100 95 —. 33 75 1) Test holes were drilled October 28, 1981 with a continuous flight power 2) Elevations refer to Bench Mark on Figure 1. on four inch auger. 3) No free water was encountered at the time of drilling. 4) WC = Water Content (%) DP = Dry Density (pcf) -200 = Percent Passing No. 200 Sieve LL = Liquid Limit (`i,) PI = .Plasticity Index (';,) 2.3.1145 1((:S 0)I 0.I'I.010101t1 1101,1.5, I.I:t0l.\ll 6 til l t 5 r • 111,11.05i 7ti; • ,.; 1d\ clay lest Note 1 at 2 feet t � � 1cn:1 coitpression• under constant pressure ;Ie 0.1 1.0 10 APPLIED PRESSURE — ksf 1°f�Lt ;1)Al1 'IC, F � 100 i .1.__ h r._(..s' P I f t 4- -- E i` EN 1111 0.1 1.0 10 APPLIED PRESSURE — ksf 1°f�Lt ;1)Al1 'IC, F � 100 ;, fl `:'4;: f!)4 C , • • • s-nndy clay Tt Hole 7 ;11.- 4 fcet 4 b j Additional Compressjbli under constAntipressure due to i%-ett 1 13 10 APPLIED PRESSURE — 1-r23,048 '„„)\•// FLL -CCNLiLAi)r,1 ; HAJt 4 -1- --- , 1 !--t---/-• 4 - i --i- i - ,- II 1111111111 1 13 10 APPLIED PRESSURE — 1-r23,048 '„„)\•// FLL -CCNLiLAi)r,1 ; HAJt 4 O 0 1 J #23,048 OenF. r , . +- --- o • r i � I I � i in, - sLind)- c I - hole it `+ tett. : 4 I j ' 1 I i 1 No movement upn �'..ett inZ, 0.1 1.0 10 APPLIED PRESSURE — ksf SELL -(.ON' OL IDA fl 100 Yi i1 I, 4 t I r-a—�--± 4 NMI• 0.1 1.0 10 APPLIED PRESSURE — ksf SELL -(.ON' OL IDA fl 100 r—+- — 1 { u ii CA' t T i i 1 1 I 1 } I 1 1 ' I 1 i ii fi i i ° 1 1 1 1 i i i i .! 1 i i i r t 1 i 1 1 1 i 1 1 ! i I 1 f 5 • i 1 7 it ! 1 i 1 ! i 3 i e 1 f t hg 1 ! t 1 '• 1 1 1 1 i ` 7.c•, ,...?.....,3 'Nf' ' -N N? N , ,.:. ''-' • 7\ te \.' ' N. ,-\\ ' •-•\ ..ii.). -..-N "...;....: ',.- , .N -04 :-• - -',N. N 7 ... ...,',.. :.•••• -74,z< .,:in . k- • ' - , •, k .tor s•„,,,, -. ,,,..., , ' ' • ' ' ' . ' `-', **4' . . ''' \ - ,,,--- -•:.', N--,'.-. -\,-,.,•;. , •-:\ -,, ••',-,,,,,,c ,.. ,•: s:, - • .,,,,,, , --• ,-.7 \ ,, ,,,,-,:•• - cN, Al -\-. •;,,,''' ''''' • - ---, •,,, +N N. - NN ' '' ,,, '•:`, '.,\ ::,N PI ,,....,,,„ v ,‘ ,,, -,,, • r -.., ,,,,, .., • ::i::..1, "I30 ,....,,‘ ';`' N. • - ''''• ' N.., 0 ,,,,,•., . • . • > .., -,`, •-. .'' N' -N • Z :.< . '''f' ' ''.'::' ., '''\'`` ' 0 ":.• > 1\ ' ''',•\, ` ,, 7,,,'-`-\, . ''' N,N. .N.; - u) -• ....,' \-, 7 ,L.:-., ' 7-s., . ', '('', '4\,,, : , ' ;S, \‘•\‘'z' ' , ' ui 'N" \ '' N•••• '''', ' WESTTI<.ENW'CCD SPRINGS SANITATION DISICT P. O. BOX 866 GLE NWOOD SPRINGS, COLORADO .NT LOCATION 0051 U.S.HIGHWAY 6 & 24 TELEPHONE (303) 945 6069 March 25, 1983 George Demos P. 0. Box 1342 Glenwood Springs, Co. 81602 Dear Sir: We have received your request for sewer service availability from the West Glenwood Springs Sanitation District. At this time the West Glenwood Springs Sanitation District is able to provide sewer service for properties within the District boundaries. 111 Our current tap fee is one thousand (61,000.00) per equivalent unit. Lee .newold President West Glenwood Springs Sanitation District • • Division of Highways DOH Form 101 Rev. August, 1981 • Stateiway No/MP U.S. ( 1'4.P. 115 Local Jurisdiction Garf:i 1d County MTCE Section/Patrol '{r1 1 9 •ttR DOH Permit No Required Permit Fee- $ 1�•-QD .)7 Cary Heise]. Constr., STATE DEPARTMENT OF HIGHWAYS 0224 ` endow Ln. G.S. (Ck. 1M7) PERMIT FOR ACCESS The property owner, (herein called permittee) is granted permission to construct an access approach on the .;.( side of State Highway , a distance of '`? i r rata 1. l)1L 1uesses .l for the feet from milepost also known as , purpose of obtaining access to he access approach shall be constructed, maintained and used in accordance with the State Highway Access Code, the terms and conditions of this permit, site requirements noted below, and listed attachments. This permit may be revoked by the issuing authority if at any time the permitted access approach and its use violate any of the terms and conditions of this permit or the State Highway Access Code. The use of advance warning and construction signs, flashers, barricades and flagmen are required at all times during access approach construction within State right-of-way in conformance with the MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, Part VI. The Department of Highways and its duly appointed agents and employees shall be held harmless against any action or damage sustained by reason of the exercise of this permit. SITE REQUIREMENTS Where the appropriate local authority retains issuing authority, local approval is required prior to approval by the State Department of Highways. MUNICIPALITY or COUNTY By(X) Date Title STATE OF COLORADO, DIVISION OF HIGHWAYS E.N. HAASE, CHIEF ENGINEER By(X) ( s . Date _.. Title /4'X/ •�.r'ce.a r_._ Upon the signing of this permit the permittee agrees to the, terms and conditions and referenced attachments contained herein. A copy of this permit must be available at the construction site. All construction shall be completed in an expeditious and safe manner and shall be finished within 45 days from initiation. The permitted access approach shall be completed in accordance with the terms and conditions of the permit prior to being used. The permittee shall notify with the Colorado Department of Highways in ' t , at least 48 hours prior to commencing construction within the State Highway right-of-way. he person signing as the permittee must be/the owner or legal representative of the property served by the permitted r i ! •, / 1' ccess. ermittee(X) Date / )41/ ,.r HIS PERMIT IS NOT VALID UNTIL STAMPED AND NUMBERED BY A DULY AUTHORIZED REPRESENTATIVE OF THE TATE DEPARTMENT OF HIGHWAYS. OPY DISTRIBUTION 'hite, MTCL Section 1te. Applicant anary, Local Jurisdiction Pink, MTCE Patrol File Canary, Inspector Pink, Traffic Eng. Goldenrod, Staff MTCE 0 0 n v cne•-• x - CO 0 ;v ,' - O O r•`< • Cur 0 0 g0 1) G cr°GIl °•X00CO a.G-r0G 30 a n�w -( it n r✓0'w , 0 1p' n 0 n 0 (D v 0 `< V+ W f) 0(t r• H M 'L0 - G 1/401-, n' C r 300 E rt w a. 0(D E O' 0- o n w 0 • CD • (D (D 0 (D M o r ‘< 0 r) 0. rt fn w -• cn ,..00-'1-.Z • 0 ON rr rt rt rt r 00 rt -- O r a Q' 0 0 rt (Dcr O Gw w 0 ft Cohrt N w M (D 0 M 0. 11 M fv • •. 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G -1 r• C_ 0 (D - r-• L; E t7 •-• G 0:a (D til NtnCI. tn 0.A. rt . r 4- rt r..• G• V N ft ft CO • W ft C") ft y o - O f) O 0 r 00 t Ort PI o ro 01 - • 0.r n rt L-- 2 (D, n r A O fD 113 n r• r• .1 If r••' 1✓ - O 0 ...... rr 0 01 M et r• `< • rt O .. 0 00 O x ..- vl M fD - r- r• r- r• M r r• r• rt 0 r^ _ : r r) 'o .:i (D r.r 0. -. 3. I .1 £ - 0 — L' s G `G r Y's' G Cs rf W 1... CC O n V L -i r• Cn rD wY r•C m ',r. G.-. Cr -1' (D 4-142,:.(n n '-rt w II ��a�ena Zs subject to regulation undo division Regulations at t� agvoTpuT scop rt 0- a rt rt (D rt )-• ti 0) 0 0 uMogs uoT;Pui1OguT n 0 ft Tpnozddv cans H. 4 TM buTTT3 rt 0- P. N S1auOTSSTl:Su7Op A4unOJ •:•' 1a iM H 1-3 X r• fD N 0 rt' 1-'• 0 Aq pano.Idde 3eid Subject to a 28;00 foot access easement. c C