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HomeMy WebLinkAbout10200 Brush Creek Rd - 219707300001 - Sylvan Visitor CenterINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 2155-01 BP NO. OWNER: STATE OF COLORADO DIVISION OF PARKS AND OUTDOOR RECREATION PHONE: 970-434-6862 MAILING ADDRESS: P.O. BOX 700, CLIFTON, CO 81520 APPLICANT: GAIL PALMER PHONE: 970-434-6862 SYSTEM LOCATION: 10200 BRUSH CREEK ROAD, EAGLE, CO TAX PARCEL NO. 2197-073-00-001 LICENSED INSTALLER: MM SKYLINE CONTRACTING, INC., JOHN CHUTKA LICENSE NO. 69-01 PHONE: 970-434-9121 DESIGN ENGINEER: ROLLAND ENGINEERING, THOMAS ROLLAND PHONE NO. 970-243-8300 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR THE SYLVAN LAKE VISITOR CENTER 2-1500 GALLON SEPTIC TANKS, WITH THE BAFFLE REMOVED FROM THE FIRST TANK, 1579 oQUARE FEET OF ABSORPTION AREA CREDIT VIA 49 EQ 36 INFILTRATOR UNITS, AS PER ENGINEER'S DESIGN REVISIONS DATED NOVEMBER 14, 2001 SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS NOTED ABOVE, WITH A CLEANOUT BETWEEN THE TANK AND THE BUILDING, AND INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION OR WITH ANY UESTIONS REGARDING THE INSTALL ENVIRONMENTAL HEALTH APPROVAL: DATE: DECEMBER 5, 2001 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1579 SQUARE FEET (VIA 49 EQ 36 INFILTRATOR UNITS PER DESIGN) INSTALLED 2 CONCRETE TANK:S 3000 GALLONS IS LOCATED 180 DEGREES AND 19 FEET INCHES FROM THE SOUTH SIDE OF THE FOUNDATION SEE AS BUILT ROM FNGTNFER. COMMENTS: THE FINAL INSPECTIONS WERE DONE BY THE DESIGN ENGINEER ON MAY 9, 2002, AND WILLIAM CART,SON ON MAY 21, 2002- THE FTNAT, F.NCTNFFR CFRTTFTCATTON AND AS RTTTT T T)RAWTNC 1FRF RFCFT 7FT) ON Y21 2002, THIS SYSTEM IS LARGE EN H Tn APr MATE THE SYLVAN LAKE VISITOR CENTER - ANY ITEM NOT MEETING REQUIREMENTS WIL E ECTE B APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: MAY 22, 2002 Incomplete Applications Will NOT Be Accepted s (Site,Plan MUST be attached) )) / ISDS Permit # c�� T— 0 I Building Permit # NOT REQUIRED APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 Eagle (970)328-8755, Fax (970)328-0349, E1 Jebel (970)927-3823 **************************************************************************** * FEE SCHEDULE * APPLICATION FEE $350.00 *_ THIS FEE INCLUDES THE ISDS PERMIT, SITE EVALUATION (PERCOLATION TEST, * SOIL PROFILE OBSERVATION) AND FINAL INSPECTION * ADDITIONAL FEES MAY BE CHARGED IF A REINSPECTION IS NECESSARY, OR A * PRE -CONSTRUCTION SITE VISIT_ OR CONSULTATION IS NEEDED * REINSPECTION FEE $47.00, PRE -CONSTRUCTION SITE VISIT FEE $85.00 * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: STATE OF COLORADO/D MAILING ADDRESS: P.O. BOX 700 CI_TFTON, CO 91520 PHONE: g70-414-6862 APPLICANT/CONTACT PERSON: GAIL E . PALMER PHONE: 970-434-,6862 LICENSED SYSTEMS CONTRACTOR: JOHN CHUTKA (#6901) PHONE: 970-434-9121 COMPANY/DBA: SKYLINE CONSTRUCTION. INC ADDRESS: 3191 MESA AVE. CLIFTON. CO 81504 *************************************************************************** PERMIT APPLICATION IS FOR: (XX) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: SEE ATTACHED Tax Parcel Number: 2197-073-00-001 Lot Size: 426 g2 acres Physical Address: 10200 BRUSH CREEK ROAD BUILDING TYPE: (Check applicable category) ( ) Residential/Single Family Number of Bedrooms. ( ) Residential/Multi-Family* Number of Bedrooms (XX) Commercial/Industrial* Type PARK HQ'S BUILDING *These systems require design by a Registered Professional Engineer TYPE OF WATER SUPPLY: (Check applicable category) (XX Well ( ) Spring ( ) Surface ( ) Public Name ,of Supplier: APPLICANT SIGNATURE: ✓ �G�,� Date: //�2 A/ AMOUNT PAID: �1� � RECEIPT #� �v � DATE: I+ � I 0 CHECK #: C f e (a ( CASHIER: DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX (970) 328-8788 TDD: (970) 328-8797 TOLL FREE: 800-225-8136 www.eagle-county.com EAGLE COUNTY, COLORADO Date: December 5, 2001 TO: MM Skyline Contracting, Inc. Raymond P. Merry, REHS Director FROM: Environmental Health Division RE: Issuance of Individual Sewage Disposal System Permit No.2155-01. Tax Parcel # 2197-073-00-001. Property Location: 10200 Brush Creek Rd., Eagle, CO., Sylvan Lake Visitor Center. Enclosed is your ISDS Permit No. 2155-01 and a field copy of the engineer design stipulated on the permit. It is valid for 120 days, or for the duration of your current building permit for this property. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Please note any special requirements that may have been added to the design by this department. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County Environmental Health must also view the installation prior to back filling. Please call well in advance for your final inspection. Your TCO will not be issued until our office receives this certification from the engineer, and views the installation. Due to the onset of inclement weather, Eagle County will not perform final inspections after December 1, 2001. All field work will resume, weather permitting, on March 15, 2002. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Rolland Engineering, Thomas Rolland OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX (970) 328-8788 TDD: (970) 328-8797 TOLL FREE: 800-225-8136 www.eagle-county.com EAGLE COUNTY, COLORADO May 29, 2002 State of Colorado Division of Parks and Outdoor Recreation Attn: Gail Palmer P.O. Box 700 Clifton, CO 81520 Raymond P. Merry, REHS Director RE: Final of ISDS Permit #2155-01, Tax Parcel #2197-073-00-001. Property location: 10200 Brush Creek Rd., Eagle, CO. Dear Ms. Palmer: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Enviromnental Health Division at (970) 328-8755. Sincerely, iiui/C� Janet Kohl Eagle County Environmental Health Department ENCL: Informational Brochure Final ISDS Permit cc: files OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 ROLLAND ENGINEERING 405 RIDGES BOULEVARD, SUITE A GRAND JUNCTION, COLORADO 81503 (970) 243-8300 May 13, 2002 attn: Bill Carlson, R.E.H.S. Eagle County Department of Community Development Eagle County Building, 500 Broadway Eagle Colorado 81631 Re: Sylvan Lake Visitor Center Individual Sewage Disposal System Dear Bill: Please find attached an As -Built drawing for Sylvan Lake Visitor Center - Individual Sewage Disposal System. As -Built information was collected on May 9, 2002. On this date 49 "EQ-36" Infiltrator chambers were installed in series at the location as indicated on the As -Built plan.. I certify that on May 9, 2002, the Individual Sewage Disposal System was installed at the above referenced location according to design specifications. Thom �y RollanVr, t�y SYLVAN LAKE VISI' WASTEWATER QUA LEACH FIELD AREY Wastewater quantities and BOD5 strength of sewe quantities in the "Eagle County Land Use Regular Systems (ISDS)". According to the previously me area was determined using the following formula A = QT112/5 Where: A = Absorption are Q = Sewage flow i^ T = Percolation rate (min/in) ct� ISC.t, cc C,.� 2 j)J., s Preliminary field investigation performed by Geotechnical Engineering Group, Inc. of Grand Junction indicates a range of percolation rates to be 3-8 min/in. A percolation rate of 5 min/in. is used in the following calculations to size the leach field. EQ36 infiltrator chambers are being proposed instead the typical gravel bed leach field. Each chamber has an effective area of 31.9 s.f. Visitor Center 3200-3500 s.f., men=s restroom, women=s restroom, 4 daytime employees, 4 >rooming house= employees, kitchen, employee bathroom. (1) Men=s Restroom (1 Toilet) x (8 hrs) x (36 gal/fixture/hr) = 288 gpd (1 Urinal) x (8 hrs) x (10 gal/fixture/hr) = 80 gpd (2 Sinks) x (8 hrs) x (15 gal fixiure/hr) = 240 gpd Subtotal 608 gpd (2) Women=s Restroom (2 Toilet) x (8 hrs) x (36 gal/fixture/hr) = 576 gpd (2 Sinks) x (8 hrs) x (15 gal/fixture/hr) = 240 gpd Subtotal 816 gpd (3) Day Time Employees (4 Emplovees) x (15gal/person/dav) = 60 gpd Subtotal 60 gpd (4) >Rooming House= Employees (4 Emplovees) x (50gal/person/day) = 200 gpd Subtotal 200 gpd 25% reduction for water conservation devices Total = (0.75) x (608 + 816 + 60 + 200) Total = 1263 gpd Design = 1.5 x Total Design = 1895 gpd A C �Q Z U SYLVAN LAKE VISITOR CENTER WASTEWATER QUANTITY AND LEACH FIELD AREA ESTIMATE Visitor Center 3200-3500 s.f., men=s restroom, women=s restroom, 4 daytime employees, 4 >rooming house= employees, kitchen, employee bathroom. Wastewater Quantity Design(Q) = 1895 gpd Septic Tank Minimum Size(V) = Q x 1.25 days V = (1895) x (1.25) = 2370 gal Absorption Area (Method 1) Absorption Area(A) = Q/5 x (T)2 Percolation Rate(T) = 5 min/in A = (1895/5) x (5)2 A = 848 s.f. Hydraulic Loading (Method 2) H = Q/A = 1895/848 H = 2.23 gpd/s.f. <exceeds maximum> Minimum Area(A) = Q/Maximum Hydraulic Loading Maximum Hydraulic Loading = 1.2 gpd/s.f. A = 1895/1.2 A = 1579 s.f. EQ 36 Infiltrator Chambers Effective Area = 31.93 s.f. No. of chambers = A / Effective Area No. of chambers = 1579 / 31.93 No. of chambers = 49 chambers C G Geotechnical Engineering ki: Group, Inc. PRELIMINARY GEOTECHNICAL INVESTIGATION BRUSH CREEK PARK APPROXIMATELY 10 MILES SOUTH OF EAGLE EAGLE COUNTY, COLORADO. Prepared For: Colorado State Parks West Region Office 361 32 Road Clifton, CO 81520 Attention: Mr. Bob Carlson Job No. 345 December 23, 1999 Geotechnical, Environmental and Materials Testing Consultants (970) 245-4078 • fax (970) 245-7115 685 West Gunnison Ave., Suite 110, Grand Junction, Colorado 81505 r TABLE OF CONTENTS SCOPE.................................................................................................................1 SUMMARY OF CONCLUSIONS..........................................................................1 SITECONDITIONS..............................................................................................2 PROPOSED DEVELOPMENT............................................................................. 3 GEOLOGIC CONDITIONS...............................................................................:..4 SUBSURFACE CONDITIONS.......................................................:..................... 5 SITEDEVELOPMENT......................................................................................:.6 CONSTRUCTION CONSIDERATIONS ,,,-,,,---„--; g PERCOLATION TESTING...................................................................................9 LIMITATIONS...................................................................................................... 9 FIG. 1 -VICINITY MAP FIG. 2 - LOCATION OF EXPLORATORY BORINGS FIGS. 3 AND 4 - LOGS OF EXPLORATORY BORINGS FIG. 5 - LEGEND AND NOTES OF EXPLORATORY BORINGS FIG. 6 THROUGH 9 - GRADATION TEST RESULTS FIG. 10 THROUGH 15 - PERCOLATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS i ro SCOPE This report presents the results of our Preliminary Geotechnical Investigation for the proposed Brush Creek Park located approximately 10 miles south of Eagle in Eagle County, Colorado (Fig. 1). The purpose of this investigation was to explore subsurface conditions at the site for evidence of geologic or geotechnical concerns and provide our opinion of the suitability of developing the site for the proposed use. The report contains descriptions of the subsurface conditions found in exploratory borings,. and our preliminary recommendations regarding this project from a geotechnical basis. The investigation was performed in accordance with our Proposal No. 99-127 dated November 8, 1999. This report is based on conditions disclosed by exploratory borings, site observation, results of laboratory tests, engineering analysis of field and laboratory data and our experience. A brief summary of our conclusions is presented in the following paragraphs, with a more complete description and the results of field and laboratory tests included in the report. SUMMARY OF CONCLUSIONS 1. Subsurface conditions found at the site consisted primarily of medium dense, silty to clayey, gravelly sands to depths of 6 to 20 feet, underlain by well cemented bedrock. Free groundwater was not found in the exploratory borings at the time of drilling or when checked one day after drilling. Brush Creek Park GEG Job No. 345 1 V D meadow area and 12 to 14 percent or more in the perimeter (north, east and south portions) from topographic data provided by Rolland Engineering. The ground surface was covered with grasses in the meadow area and trees and brush in the perimeter areas. A relatively large ditch crossed from the east toward the west, north of the site and appeared to convey storm flow from the mountainous area northeast of the site toward Brush Creek. An existing ditch was located in the north and east portion of the site. We believe the ditch on site may be for irrigation and / or storm flow. PROPOSED DEVELOPMENT Development of the site was in planning stages at the time of this investigation. We understand general site grading will be reduced as much as possible. We anticipate cuts and fills of less than 1 to 2 feet thickness will be completed for general site grading. Site development will include septic system and pavement construction. Proposed construction includes an approximate 3,000 square foot visitor center, a 1,800 square foot maintenance facility and two 1,500 square foot residences. The visitor center will be two story with walkout lowest level. The remaining structures will be one story. If proposed construction changes or is different than what we assume, we should be contacted to evaluate the actual construction and revise our opinions or recommendations, as deemed appropriate. Brush Creek Park GEG Job No. 345 3 GEOLOGIC CONDITIONS We evaluated site geology and potential geologic hazards through site observation, review of available geologic maps and drilling of 6 exploratory borings. The "Geologic Map of Colorado" (Ogden Tweto, 1979) indicates the site is underlain by the State Bridge Formation, consisting of red and orange siltstone and sandstone of the lower Triassic and Permian age (190 to 280 million years ago). The geologic map also - indicated the nearest faults were approximately 1.5 miles north and 3 miles south of the subject site. The site was mapped as located on the down thrown sides of each of these faults. 'Our borings generally confirmed the mapped soils. Soils exposed by our borings generally consisted of silty to clayey, gravelly sands underlain by well cemented bedrock. We believe the well cemented bedrock encountered by our borings was the mapped formation. We believe the overburden soils encountered were weathered and/or weathered and transported products of the mapped geologic formation. Weathering consists of insitu exposure and degradation. Transportation at the subject site would consist mainly of alluvial or colluvial deposit. "Alluvial' would consist of Brush Creek stream deposits. "Colluvial" would consist of land slide and debris flow from the areas higher in elevation toward the north, east and south. Our experience indicates the formational bedrock, weathered formational or alluvial soils generally exhibit better performance than colluvial soils for support of foundations and pavements. At the time of our site visit, we observed the north and east portions of the site appeared to be landslide deposit. We believe it would be prudent to monitor (by survey Brush Creek Park GEG Job No. 345 4 and control points) the perimeter areas proposed for construction for evidence of movement over at least one winter through summer period. We can also perform a slope stability analysis if desired. Another geologic concern observed was potential for debris flow. We observed a relatively large ditch north of the site and an existing ditch on site. We recommend an analysis be performed by the civil engineer to delineate the watershed and runnoff control characteristics of contributing areas. SUBSURFACE CONDITIONS Subsurface conditions at the site were investigated by drilling and sampling six (6) exploratory borings at the locations shown on Fig. 2. Exploratory borings were drilled in conceptual locations of the proposed construction. Boring TH-1 was near the residences. Borings TH-2 and TH-5 were in absorption field areas. Boring TH-3 was near the visitor center and borings TH-4 and TH-6 were in potential locations of the maintenance facility. The Geotechnical Engineering Group representative observed, logged and obtained samples for testing during drilling. Graphical Iogs of the soils encountered and results of field penetration resistance tests are presented on Figs. 3 through 5. Soil conditions encountered in the borings included silty to clayey, gravelly sands to depths of 6 feet to 20 feet below the ground surface underlain by well cemented bedrock. We were not able to penetrate the well cemented bedrock and reached virtual drill rig refusal in 4 of the 6 borings drilled. The silty to clayey, gravelly sand had gravel Brush Creek Park GEG Job No. 345 5 lenses noted and was medium dense with loose lenses, dry to moist, rust and brown. The sand had moisture contents ranging from 2.0 to 11.5 percent. Two samples tested had liquid limits of 22 and 21 percent, plasticity indices of 4 percent and 17 and 47 percent passing the No. 200 sieve (silt and clay), respectively. Seven samples tested contained 2 to 40 percent gravel (retained on the No. 4 sieve), 22 to 47 percent silt and clay and 33 to 64 percent sand (passing the No. 4 and retained on the No. 200 sieve). Results of laboratory testing are included in Figs. 6 through 9 and summarized in Table I, attached. Free groundwater was not found during drilling to the maximum depths explored in each boring. We installed temporary groundwater monitoring piezometers in borings TH- 1 through TH-6. Free groundwater was not identified in the borings when checked one day after drilling. Based on this data, we do not believe groundwater should affect construction. SITE DEVELOPMENT Site grading plans were not available at the time of this investigation. We anticipate general cuts and fills less than 1 to 2 feet depth. Prior to fill placement, the surface of native soils below fill should be stripped and all organic and deleterious materials completely removed. The surface should be scarified to a depth of 6 inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to Brush Creek Park GEG Job No. 345 g Proposed Brush Creek Park Brush Creek Road Approximately 10 miles South of Eagle Eagle County, Colorado y' s \ \ � �k � � I:._� 1 � i`i '� } . �� !s -' >3 J� t -^, \✓ r J ....5,.. /�� r L t � C i F:. J F r. Z t Ft. (,'�: � t f V• f J l� p S.C� �,[I�, �t .rr^�""'�`�'�©3 �i. di ; 1 F z� / < �...( .\\� �..`�+.,1`�'�`°i<iA` 4��i � i � i' `3.r ,. �F"`^'',� � y'� �`� `t''^6^-^*�,l t—•.: lir f .:'� 1'iy € -.,,/. 1f`l.r xi.. 3'� .; � �>�°h` (- \S J / ry •�4 e f4".�..a,, a, � ✓ � .\ - � ,,�r2 - p' � J,rr1 � s� _ � J t �...�r /t }. t ! �.. �9 �� (. � �!� i:, •i^'w•\�i '.' t'ti�x,•Ii1 1 F' t � ; c ° �� �� ! 7 1 t.. ; � : "�,.'� . � � � �' Xt �•\' 4t1 \.�.,,�� t F t \ (. - . GMY: �\ 1��� $ / : , jf f �� zt,� «.2t ,• =. /ems ,. s ;��,%'� j:�r 1�i i `t _' •` \ 1-0 i/1. / �F�rJ Ff iSc, °'.�,�;�'!%' u'j _ � `'�\fit..,'- t'�`�t�! ��:--* �� •i � � t� :.::.:�\ . � �\ ;s/ � �' r n ! u ✓�y i as- t i� �'.\ _ � - �� r r �i! j- ..�;✓ t i Z�, % t 7,�tsx / €t ft,�\ i ' 'lam F '� �'^\ t�: -�w`� �5 � �a�,r. -� smq• ., i '''"" _ � 1 ° 1 � � �t � six . 5 F�. � �. � .._. � �.,,.... ' , t � � ✓ Job No. 345 Vicinity Map N Z Fig. 1 at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. On -site sands, free of deleterious materials, organics and particles over 6-inches diameter can be reused during grading. Fill placement should be moisture conditioned and densely compacted in thin loose lifts, as stated above. Placement and compaction of grading fill should be observed and tested by a representative of our firm during construction. We believe utility installation in the sands and gravels can be accomplished using conventional excavation equipment. Excavation in the underlying well cemented bedrock strata may require jack hammering or blasting. Utility trenches should be sloped or shored to meet local, State and Federal safety regulations. Based on our investigation, we believe the overburden soils at this site may be classified as Type C, based on OSHA standards. Excavation slopes specified by OSHA are dependent upon types of soils and groundwater conditions encountered. Contractors should identify the soils encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Sewer lines will be constructed beneath pavements. Compaction of trench backfill can have a significant effect on the life and serviceability of pavements. We recommend trench backfill be placed in thin, loose lifts, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). The placement and compaction of utility trench backfill should be observed and tested by a geotechnical engineer during construction. Brush Creek Park GEG Job No. 345 7 0 n CONSTRUCTION CONSIDERATIONS Based on the results of our investigation, we believe development of the site for the proposed use is feasible. We believe the bedrock (formational), weathered bedrock soils or alluvial soils can offer satisfactory performance for shallow foundations. One concern identified is consolidation potential of colluvial soils. Footings which span the bedrock and weathered or alluvial soils should be avoided to reduce potential differential movements. Performance of construction on soils with consolidation potential can be improved by moisture conditioning and compacting a depth of soils beneath foundations. One alternative to further improve performance of foundations on soils with consolidation potential is use of a deep foundation system. Specific foundation recommendations will be dependent upon the site grading, type of structure, depth of excavation, foundation loads and subsurface conditions. Based on our understanding of proposed construction, we believe footing or slab type shallow foundations will be possible on this site. Foundation design and construction recommendations should be developed through more detailed geotechnical investigations on a site -specific basis once construction plans are more clear. Slabs -on -grade supported by the soils identified during this investigation will involve low risk of slab movement. In finished living areas where floor heave, cracking and associated damage cannot be tolerated, structural floors (with a crawl space) should be used. Foundation drains should be required around all below -grade areas. Brush Creek Park GEG Job No. 345 8 I A The pavement subgrade soils found across the site consisted of silty to clayey, gravelly sand. We understand pavements will be subjected to automobile and light truck traffic. We believe the natural soils are suitable for support of pavements. We believe recommended pavement sections will vary from 4 to 5 inches asphalt or 3 to 4 inches asphalt over 6 to 8 inches base course. Final pavement design recommendations should be developed through additional investigation of the actual pavement subgrades. PERCOLATION TESTING Exploratory borings TH-2 and TH-5 were advanced in potential absorption field areas. Three percolation test borings were advanced around each of these borings to a depth of about 5 feet. Locations of exploratory and percolation test borings are shown on Fig. 2. Logs of borings TH-2 and TH-5 are included in Figs. 3 through 5. Each percolation test boring was prewetted the day of drilling and tested the day after drilling. Final percolation rates measured ranged from 4 to 13 minutes per inch. t Results of percolation testing are included in Figs. 10 through 15. � S-m al.' /' C" LIMITATIONS Exploratory borings were widely spaced to obtain a picture of anticipated foundation and subgrade conditions. Brush Creek Park GEG Job No. 345 Variations in the subsoil and groundwater 9 il A conditions not indicated by our borings may occur. Additional investigation of subsoil and groundwater conditions should be made as construction plans become more clear, prior to final design. Subsurface conditions and locations of proposed structures and pavements should be considered to provide foundation design and construction recommendations at that time. Placement and compaction of engineered fill, backfill and subgrade should be observed and tested by a representative of our firm during construction. We believe this investigation was conducted in a manner consistent with that level of care and skill -ordinarily used by geotechnical engineers practicing in this area at this time. No other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report, or in the analysis of the influence of the subsurface conditions on the design of the proposed development, please call. Sincerely, GEOTECHNICAL ENGINEERING GROUP, INC. �PPO0 R EGIS.T�` ry f a John P. Withers, P.E. Principal Engineer JPW:mk (2 copies sent) 1 cc: Rolland Engineering Mr. Tom Rolland, P.E. 405 Ridges Boulevard, Suite A Grand Junction, CO 81503 Brush Creek Park GEG Job No. 345 10 Brush Creek Road TH-, P_,O: 2 OOP-3 Existing CABIN T" P4O.OP-6 O Note: This plan was adapted from a digital file provided by Rolland Engineering. Legend: Indicates location of exploratory boring. O Indicates location of percolation test boring. • Existing Ditch T" Job No. 345 Location of Exploratory Borings N 0 I� Property Line Fig. 2 L11 We 15 20 Job No. 345 TH-1 Ti-2 28/12 r. 52/12 16/12 81/12 TH-3 39/12 U- 5— CL 40/12 10 1 20 Logs of Exploratory Borings Fig. 3 0 TH-4 34/12 10 = 30/12 15 v: 14/12 20 TH-5 17/12 5/12 TH-6 a� a� 17/12 U- 5 a a) 0 39/12 ,-d 19/12 10 1 18/12 20 Job No. 345 Logs of Exploratory Borings Fig. 4 Y � o Legend I. :° 1 Sand,silty to clayey, gravelly with gravel lenses noted, medium dense with loose lenses, d to moist, rust brown SM SC G dry ( C) Drive sample. The symbol 52/12 indicates that 52 blows of a 140 lb. hammer falling 30 inches were required to drive a 2.5 inch O.D. sampler barrel 12 inches. lDrive sample. The symbol 52/12 indicates that 52 blows of a 140 lb. hammer alling 30 inches were required to drive a 2.0 inch O.D. sampler barrel 12 inches. TIndicates practical drill rig refusal, boring terminated. Notes 1. Exploratory borings were drilled 11/12/99 using a 6-inch diameter solid stem continuous flight auger and a truck mounted drilling rig. 2. These logs are subject to the explanations, limitations and conclusions as contained in this report. Legend of Logs of Job No. 345 Fig, 5 Exploratory Borings 25HR 7HR �Uluv U.11). bm1w bens gear Square Openings 45m[n 15min 100 60min 19mIn 4min Imin #200 #100 #50 #30 #16 #10#8 #4 318- 3/4' 1. 3" TV 8' . . . .... ..... . . ....... . .... . .. ... .. . *..,* 0 go. .... ..... ...... . .... ... .... . ..... I....:::. .. ..... -:1..... - .... ... .. .. .. . .... .. . ... ... ... . .. . ........ 7— 10 . ...... ..... - .... ... . ... . - .. ....... ..... . . .. ... . .... ......... ......... .... . . ......... . ....... . ..... ....... .......... .. .......... .. . ... ... . I — 20 701 . .... ... . ..... .. . ... .... ........ ....... ... . .... .. 7-. 30 .9601+ I ;- . .. ...... .... . 40 nW .. .... 50 .. ........ . ..... ...... ..... ......... . .... 77= 777= ........ ... ............. ...... .. . ...... 50 a. . . . ..... ....... ... ... ... ........... . . .. ... ........ .......... ............... . . ............ .. . ...... ... 60 .. w .... . .. .. ..... IL .. . ....... 70 .. . .. . .... .. 80 10i 90 0 i Ll I .001 .002 .005 .009 .019 .037 .074 .149 .297. .590 1.19 4.76 9.52 19.1 36.1 76.2 127 200100 . 42 2.02.38 Diameter of Particle In Wheten; 152 Sample of Sand, clayey, gravelly (SC) Gravel 35 % Sand 37 % From: TH-1 @ 9 feet Slit& Clay 28 % Liquid Limit: Plasticity Index: Sample of Sand, clayey, gravelly (SC) From: TH-2 @ 4 feet a Gravel 24 % Sand 37 % Silt& Clay 39 % Liquid Limit: Plasticity Index: Job No. 345 Date: December, 1999 Fig. 6 Sample of. Sand, clayey, gravelly (SC) Gravel 20 % Sand 43 % From: TH-3 @ 9 feet Silt & Clay 37 % Liquid Limit: Plasticity Index: 25HR 7HR ' °". ••w mub u.s. -auu a zienes #1p — Gear Square Openings 145min 15min 80min 19min 4min lmin #200 #100 #50 #30 #18 #8 #4 3W 314• 1• 3• sa- $- 9( 8( 7a co 80 aa50 l� ,40 30 20 10 0 Diameter of FQC16 In M0lmeters , 1 M Sample of: Gravel, sandy, clayey (GC) From: TH-4 @ 4 feet ion Test R Gravel 40 % Sand 38 % Silt & Clay 22 % Liquid Limit: Plasticity Index: Job No. 345 Date: December, 1999 Fig. 7 0 10 20 30 40 8 509 60 1 IL 70 so 90 100 . 1, V vm111Jw we. vane, y1clvGuy, UUYUy koLq loravel .iL % band 33 From: TH-5 @ 2 feet Silt & Clay 35 % Liquid Limit: Plasticity Index: Sample of: Sand, clayey (SC) Gravel 2 % Sand 51 % From: TH-6 @ 9 feet Silt & Clay 47 % Liquid Limit: 21 Plasticity Index: 4 % Gradation Test Results Job No. 345 Date: December, 1999 Fig. 8 t I, p Sample of: Sand, clayey, gravelly (SC) Gravel 9 % Sand 64 % From: TH-6 @ 19 feet Silt & Clay 27 % Liquid Limit: Plasticity Index: .25HR 7HR 45min 15min 60min 19min 4min lmin '#200 #100 #60 #16 #1 #8 #4 3/8' 314' 1.5' 3' 5' 6' 8' .42 2.0 — 152 Diameter of ParWe In Millimeters Sample of: Gravel % Sand % From: Silt & Clay % Liquid Limit: Plasticity Index: Gradation Test Results Job No. 345 Date: December, 1999 Fig. 9 0 10 20 30 40 S 50 c 60 a 70 80 90 100 ,, d SATURATION AND PREPARATION DATE: November 12, 1999 TIME AT START OF SATURATION: 16:00 PERCOLATION TEST DATE: November 13, 1999 WATER IN BORINGS AFTER SATURATION 0 YES E NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER START OF END OF INTERVAL INTERVAL (INCHES) (INCHES) CHANGE IN WATER DEPTH (INCHES) PERCOLATION RATE (MIN/INCH) Pi 45 12:45 10 24 26 2 5 12:55 26 28 2 5 13:05 28 29.50 1.50 7 13:15 11 14.25 3.25 3 13:25 14.25 17 2.75 4 13:35 17 18.75 1.75 6 13:45 18.75 20.50 1.75 6 13:55 20.50 23 2.50 4 42.5 14:05 23 23.50 0.50 20 42 14:15 23.50 24.50 1 10 Job No. 345 Fig. 10 i ,, 3 1 SATURATION AND PREPARATION DATE: November 12, 1999 TIME AT START OF SATURATION: 16:00 PERCOLATION TEST DATE: November 13, 1999 WATER IN BORINGS AFTER SATURATION 1:1 YES E NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER START OF END OF INTERVAL INTERVAL (INCHES) (INCHES) CHANGE IN WATER DEPTH (INCHES) PERCOLATION RATE (MIN/INCH) P2 73 12:43 10 24 - 30.25 6.25 2 12:53 30.25 36.75 6.50 2 13:03 36.75 39 2.25 4 13:13 16 22.25 6.25 2 13:23 22.25 27 4.75 2 13:33 27 31.25 4.25 2 13:43 31.25 34 2.75 4 13:53 27 30 3 3 14:03 22.50 26.50 4 3 68.75 14:13 26.50 28.75 2.25 4 Job No. 345 Fig. 11 s � d SATURATION AND PREPARATION DATE: November 12, 1999 TIME AT START OF SATURATION: 16:00 PERCOLATION TEST DATE: November 13, 1999 WATER IN BORINGS AFTER SATURATION EYES E NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLATION RATE (MIN/INCH) START OF END OF INTERVAL INTERVAL. (INCHES) (INCHES) P3 63 12:41 10 24 29 5 2 12:51 29 31 2 5 13:01 24 31 7 1 13:11 13.25 19.75 6.50 2 13:21 19.75 23.50 3.75 3 13:31 23.50 26.50 3 3 13:41 26.50 28.25 1.75 6 13:51 28.25 30 1.75 6 14:01 24.25 26.50 2.25 4 61 14:11 26.50 28.25 1.75 6 Job No. 345 Fig. 12 SATURATION AND PREPARATION DATE: November 12, 1999 TIME AT START OF SATURATION: 16:00 PERCOLATION TEST DATE: November 13, 1999 WATER IN BORINGS AFTER SATURATION 0 YES E NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLATION RATE (MIN/INCH) START OF END OF INTERVAL INTERVAL (INCHES) (INCHES) P4 58.50 14:32 10 22 28.50 6.50 2 14:42 28.50 30 1.50 7 14:52 22.25 27.25 5 2 15:02 27.25 29 1.75 6 15:12 22.50 26 3.50 3 15:22 26 28.50 2.50 4 15:32 28.50 29.75 1.25 8 15:42 21.50 25.25 3.75 3 15:52 25.25 27.50 2.25 4 50.50 16:02 27.50 29 1.50 7 Job No. 345 Fig. 13 .4 SATURATION AND PREPARATION DATE: November 12, 1999 TIME AT START OF SATURATION: 16:00 PERCOLATION TEST DATE: November 13, 1999 WATER IN BORINGS AFTER SATURATION ❑ YES E NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLATION RATE (MIN/INCH) START OF END OF INTERVAL INTERVAL (INCHES) (INCHES) P5 57.25 14:34 10 21.25 29.25 8 1 14:44 29.25 32.50 3.25 3 14:54 21.25 27.75 6.50 2 15:04 27.75 30.50 2.75 4 15:14 22 27 5 2 15:24 27 30 3 3 15:34 30 31.25 1.25 8 15:44 19.75 25.25 5.50 2 15:54 25.25 28 2.75 4 48.50 16:04 28 29.75 1.75 6 Job No. 345 Fig. 14 r s , J SATURATION AND PREPARATION DATE: November 12, 1999 TIME AT START OF SATURATION: PERCOLATION TEST DATE: November 13, 1999 WATER IN BORINGS AFTER SATURATION ❑ YES E NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLATION RATE (MIN/INCH) START OF END OF INTERVAL INTERVAL (INCHES) (INCHES) P6 46.50 14:36 10 19.75 23.25 3.5 3 14:46 23.25 25.25 2 5 14:56 25.25 26 0.75 13 15:06 26 27.50 1.50 7 15:16 27.50 28.25 0.75 13 15:26 28.25 29 0.75 13 15:36 29 29.75 0.75 13 15:46 23.75 25.50 1.75 6 .15:56 25.50 27,50 2 5 40 16:06 27.50 28.25 0.75 13 G Job No. 345 Fig. 15 LO ,It CY) d Z m O to J W w F- LLLJ r 0 Q O a J LL O a c� G U U U U U U cn cn uJ W a > > > > a� > co cv > (acr O f0 U U N O N N — > N N cc co m ai = T co cu 5 U U - cn a U U 'O '6 -6 j " 'D '6 -6 'O f0 cn 19 co ((a cn 0 cc co (=0 (n (00 cn co co W CO WW m o Q LL �0 U) Z N LU _W N cM c~o N M � N az�. z OZ�LL �zW y0a C O U � J J 3 �: (1) co (nUW goo Z J Q Lma J .fl L Q L Q a N (j N N J J r Fes' LL QWa zo J W Q� Z) CO \ o N rn N co v N d f C6 Z I— W W 0) N 0 U- W J N M In CO 0!- 0 CL F0,0M : ROLLAND ENGINEERING FAX NO. r � Oct. 10 2001 04:29PM P2 SYLVA-. LAKE VWTOR CENTER WAST'EWA TER QUANTITY AND LEACH FIELD AREA ESTIMATE Wastewater quantities and BODS strength of sewerage are estimated based on tabulated quantities .in the "Eagle County -Land Use -Regulationsfor-iWividual Sewage Disposal Systems (I0S)". According to the previously mentioned manual the required absorption area was determined -using the-foHowing formula: A = QT1/2/5 Where_ A-.= Absorption area (s.f.) Q = Sewage flow (gpd) T = Percolation rate (min/in) Preliminary field investigation performed by Geotechnieal Engineering Group, Inc. of Grand )unction indicates-&_range-o£percoiation rates-tobe-3-8-ftiiil/in. A percolation rate Of 5 min/in. is used in the following calculations to si7,e the leach field. EQ36 infiltrator chambers -are being-propose&-ins-tead thetypical gravel befleach-hield. Each chamber has an effective area of31.9 s.f. Visitor Center 3200-3500 s.f:, men's restroom, women's restroam,.4..daytime_employees, 4 'rooming house' employees, kitchen, employee bathroom, (1.) Men's Restroom (I Toilet) x (8 hrs) x (36 &iWjxttu-&hr) = 288 gpd (1 Urinal) x (8 hrs) x (lo gallfixturc/hr) = 8o gpd 2 sir:Tcs) x (8 hrs) x (15 g_a,Ufixh�reJlu) Subtotal 608 gpd (2) Women's Restroom (2 Toilet) x (8 firs) x (36 gal/ftlure/hr) = 576 gpd (2 Sinks) x (8 hrs) x (I5 Qal/iixturr/hr = 240 Kd Subtotal 816 gpd (3) Day Time Employees Fan to ees x 1S n/ — 60 Subtotal 60 gpd (4) 'Rooming houseEmployees (4 Emplovecs)_x (50Rat/persoNday) = 200 �d Subtotal 200 gpd 25% reduction for water conservation devices Total = (0.75) x (608 + 816 + 60 + 200) Total = 1263 gpd Design = I.5 x Total 3 'F'R6M : ROLLAND ENGINEERING FAX NO. t � Oct. 10 2001 04:29PM P3 s i L i L'. N- LAK-E 1-js rE OR CENT -ER WASTEWATER QUANTITY AND LEACH FIELD ARE, A ESTIMATE Visitor Center 3200-3500 s.f., men's restroom, women's restroom; .4 daytime -employees, 4 `rooming house' employees, kitchen, employee bathroom. • Wastewater Quantity Design(Q) = 1895 gpd Septic Tank Minimum Size(V) = Q x 1.25 days V.= (1895) x (1.25) = 2370 gal Absorptions Area Absorption AT-ea(A) = Q/5 x (T)" Percolation Rate(T) = 5 min/in A = (1895/5) x (5)'1` A $48 s.f. EQ..36 Infiltrator Chambers Effective 'Area = 31.93 s.f. No. of chambers = A / Effective Area No- of chambers = 848./ 31.93 No. of chambers = 27 chambers sJs ❑� 0 Owner Name/Address Account STATE OF COLORADO R020552 DEPARTMENT OF NATURAL RESOURCES 1313 SHERMAN RM 618 Year District DENVER CO 80203 2001 SCO16 A 97-073-00-001 Name Tax Items ❑ Protest (I) Situs ® Pre/Suc ElMobile Aul MobileIE] ® Remarks ❑ Value Tract ❑ Tax Sale Condo❑ Spc Asmt ❑State Asd Block ❑ Mines ❑ Control Sales ❑ Sibling ❑ History Misc ( Elags ❑ PPCertLtr DESC: TRACT: SEC/TWN/RNG: 7-6-83 LOTS 7 & 8 LOTS 5,18,21,24,25,28 & W3/4 OF LOT 11 LOTS 11,12,17 & 18 NE114SE BK-0226 PG-0816 12-18-72 R719280 QCD 12-29-99 R719279 BSD 12-29-99 R719281 GWD 12-28-99 R719284 BSD 12-28-99 R739736 EAS 09-21-00 CAMjGas EXEMPT PROPE 21,690 Pers Oil aRecImagTOTAL 1 21,690 Queries Sketch ACCOUNT 6,29 1 426.920 6,29 97 Current Year Prior Version Tax Trx Prior Year Ne(x)t Version Abatement Next Year Characteristics Property Card MMC.. Clear Exit Exhibit A Legal Description (State Parks) 6 pages total . The following property located in Township 6 South, Range 83 West of the 6'h Principal_ Meridian: Section 19: Government Lots 11, 12, 17 and 18 Section 30: Government Lots 18 and 25, South 1/2 of Government Lot 21, Southwest 1/4 of Government Lot 12, South 1/2 Northwest 1/4 of Government Lot 12 and the West 1/2 of Government Lot 17 Section 31: Government Lots 15, 16, 19 and 20 All located in County of Eagle, State of Colorado. Together with the Vassar Meadows and Confluence Parcels described in the following pages Pagel of 6 0 VASSER MEADOW PARCEL D D_ D 0 El 71 71 A parcel of land located in Sections 16, 21. and 22. Township 6 South, Range 83 West of the Sixth Principal Meridian, Eagle County, Colorado, according the Resurvey of said Township and Range as approved on March 2, 1909; said parcel being more particularly described with all bearings, contained herein, based on an assumed bearing of S.89'13'24"E. for the line between the BLM iron pipe and brass cap monuments found for the Northwest corner of said Section 22 and the North quarter corner of said Section 22, as follows: Beginning at said Northwest corner of Section 22; thence along the North line of said Section 22 S.89"13'24"E. 2626.65 feet to said North quarter corner of Section 22; thence continuing along said North line S.89 12 53 E. 1305.45 feet to the Northeast .corner of the NW1/4 NE1/4 of said Section 22 thence along the East line of said NW1/4 NE1/4 S.00019'32"W. 1313.07 feet to the Northeast corner of the SW1/4 NE1/4 of said Section 22; thence along the East line of said SW174 NE1/4 S.00'19'32"W. 656.53 feet to the Northwest corner of the SW1/4 SE1/4 NE1/4 of said Section 22; thence along the North line of said SW1/4 SE1/4 NE1/4 S.89'07'14"E. 655.86 feet to the Northeast corner of said SW1/4 SE1/4 NE1/4; thence along the East line of said SWJ/4 SE1/4 NE114 S.00'14'05"W. 656.90 feet to the Northeast corner of the NW1/4 NE1/4 SE1/4 of said Section 22, a point from which the East quarter corner of said Section 22 an original stone monument found in place bears S.89'05'21"E. 656.91 feet distant; thence along the. East line of the NW1/4 NE1/4 SE1/4•S.0027'28"W, 657.92 feet to the Northwest corner of the SE1/4 NE1/4 SE1/4 of said Section.22; thence along the North line of said SE1/4 NE1/4 SE1/4 5.89003'50'E..657.10 feet to a point on the East line of said Section 22; thence along said East line S.00'26'29"W. 1974.64 feet to the Southeast corner of said Section 22, a BLM brass cap monument found in place; thence along the South line of said Section 22 N.88'59'14"W. 2630.72 feet to the South quarter corner of said Section 22, a *BLM brass cap monument found in place; thence continuing along -said South line N.88'50'51 "W. 1313.91 feet of the Southwest corner of the SE1/4 SW1/4 of said Section 22, a point from which the Southwest corner of said Section 22, an original stone monument found in place, bears N.88050'51"W. 1313.91 feet distant; thence along the West line of said SE1/4 SW1/4 N.00'30'48'E. 655.65 feet to the Southeast comerbf the N1/2 SW1/4 SW1/4 of said Section 22; thence along the South line of said N1/2 SW1./4 SW1/4 N.88 54 29 W. 1313.83 feet to the Southwest corner of said N1/2 SW1/4 SW1/4 a point on the West line of said Section 22 from which said Southwest corner of Section 22 bears S.00'31'08"W. 654.26 feet distant; Page 2 of 6 71 • thence along said West line N.00231' 08 E. 190-2.79 feet to the position for the =�!�;t quarter corner of said Section 22; thence continuing along said 'Nest line N.00'31'08"E. 1308.53 feet to the Southeast corner •f the SE1/4 NE1/4 NE1/4 of said Section 21; thence departing said West line and along the South line of said SE1/4 NE1/4 NE1/4 N•89018'40"W. 656.67 feet to the Southwest corner of said SE1/4 NE1/4 NE1/4; thence along the West line of said SE1/4 NE1/4 NE1/4 and along the West line of the NE1/4 NE1/4 NE1/4 of said Section 21 N.00132'09"E, 8 feet to the'Northy'.rest corner said NE1/4 NE1/4 NE1/4, a point on the South line of said a d Section 16 from which theor Southeast corner of said Section 16 -being the same as the Northwest corner of said Section 22 bears -S.89016'16"E. 656.29 feet distant; thence along the South line of said Section 16 N.89'16'16' W. 1968.87 feet to the South quarter corner of said Section 16 and the Southwest corner of the SW1/4 SE1/4 of -said Section 16, a BLM brass cap monument found in place; thence along the West line of said SWIM SE1/4 N.00037'42"E. 655.18 feet to the Southeast corner of the NE1/4 SE1/4 SW1/4 of said Section 16; thence along the South line of said NE1/4 SE1/4 SWIM N.89'11'47"W. 655.83 feet to the Southwest corner of said NE1/4 SE1/4 SW1/4; thence along the West line of said NE1/4 SE1/4 SWIM N.00039'15"E. 655.75 feet to the Southeast corner of the SW1/4 NE1/4 SW1/4 of said Section 16: thence along the South line of said SW1/4 NE1/4 SW1/4 N.89008'47"W. 655.53 feet to the Southwest corner of said SWIM NE1/4 SW1/4; thence along the West line of said SW1/4 NE1/4 SW1/4 N.00'40'48"E. 65U2 feet to the Southeast corner of the NE1/4 NW1/4 SW1/4 of said Section 16; thence along the South line of said NE1/4 NW1/4 SW1/4 N.89"05'48"W 655.24 feet to the Southwest corner of said NE-1/4 NW1/4 SW1/4; thence along the West line of said NE1/4 NW1/4 SW1/4 N.00042'20"E. 656.89 feet to the Southwest corner of the SE1/4 SW1/4 NW1/4 of said Section 16, a point from which the West quarter corner of said. Section 16 bears N.8.9°02'48"W. 654.95 feet distant; thence along the West line of said SE1/4 SWIMNW1/4 of said Section 16 N.00'29'52"E. 653.31 feet to the Southeast corner of the NW1/4 SW1/4 NW1/4 of said Section 16; thence along the South line of said NW1/4 SW1/4 NW114 N.89007'29"W. 655.44 feet to a point on the West line of said Section 16; thence along said West line N.00'27'15"E. 836.18 feet to the Southwest corner of that certain parcel recorded in Book 227 at Page 919 of the Eagle County w records; thence along the southerly boundary of said parcel and a line 30 feel northern of and parallel to*the centerline of East Brush Creels Road the following five (5) courses: 1) S.89'34'58"E. 79.28 feet 2) S.81'18'25"E. 100.90 feet 3) 3.79032'03"E. 125.10 feet 4) S.72030'08"E. 112.14 feet 5) S.57037'28"E. 39.20 feet to the Southeast corner of said parcel; thence along the East line of said parcel North 556.41 feet to a point on the North line of the SW1/4 NW1/4 NW1/4 of said Section 16; thence along said North line S.89'16'48"E. 218.03 feet to the Northwest Corner of the Page 3 of 6 SE1/4 NW114 NW1/4 of said Section 15: thence along the North tine of said SE1/4 NW1/4 NW1/4 S.89216'.48"E. 655.43 fee' to �the Northwest corner of the SW1/4 NE1/4 NW114 of said Section 16, thence along the North line of said SWJ' NE1l4 NVV1/4 S:89016'48"E. 656.43 feet to the Northeast corner of said SW1/4 NE1/4 NW1/4; thence along the East line ofsaid SW114 NE1/� NW1/4 S.00-35'06"VV. 655.09 feet to a point on the North line of the SE1/4 NW114' of said Section 16: thence along said North line 'S.89012'09"E. 655.93 feet to the Northeast corner of said SE114 NW1/4, a point from which the North quarter corner of said Section 16, an original stone monument found in place, bears N.00'3742"E. 1311.95 feet distant; thence along the East line of said SE1/4 NW1/4 S.00°37'42"W..1311'.95 feet& to the center of said Section 16 and the Northwest corner of the NW114 SE1/4 of said Section 16; thence along the North line of said NW1/4 SE1/4 S.891,02'48"E. 1310.57 feet to the Northeast corner of said NW1/4 SE•1/4, a point from which the East quarter corner of said Section 16 bears S.89'02'48"E. 1310.57 feet distant; thence along the East line .of said NW1/4 SE1/4 S.00°35103"W. 1307.80 feet to the Northwest corner of the SE1/4.SE1/4 of said Section 16; thence along the North line of said SE1/4 SE1/4 S.89°09'32"E. 1311.57 feet to the Northeast corner of said SE1/4 SE1/4. a point on the East line of said Section 16 from which the East quarter corner of said Section 16 bears N.00°32'22"E. 1305.23 feet distant; thence along said East line S.00032'22' W. 1305.23 feet to the point of beginning. 23089 Date a`rit-"s S. Kunkel, P. E. & P.L.S. No. 23089 TfM FOLLIATI`G PORTION OF Tf% VASSAR hZA.DOW pnp�=, IS Eii-REBY ECCZLU®- E 1/2 \?d 1 A . , /_, Sd 1/4 hR'l 1/4; SE 1/4 `IV 1/4 NW 1/4; W 1/2 NE.1/4; SW 1/4 SE 1/4 INE 1/4; 14 1/2 SE 1/4; SE 1/4 SE 1/4; S 1/2 ham' 1/4 SE 1/4; NW 1/4 NE 1/4 SE 1/4; N 1/2 Si 1/4; SE 1/4 SW 1/4; N 1/2 S4 1/4 SIN 1/4 ALL LOCATED IN SECUON 22, M-1-NSeIIP 6 SOGT'ri, R NCE 83 WEST, FaaC CO(Jt1Y. OOIAS?D0. Page 4 of 6 I LEGAL DESCRIPTION CI E E - D D- D D- CONFLUENCE PARCEL A parcel of land located in Section 120 Township 6.South, Range 84 W� Principal Meridian, Eagle County, Colorado, according to the Was of the Sixth approved on August 10, 1900 and in Section 7, Township 6 SoutheRanser8Section, as the Sixth Principal Meridian, Eagle County.9 Vest of Township and Range, as approved on Colorado, according to the Resurvey South, Range 83 West of the Sixth Print pal March e dian, Eag1909 and le Section 18, Colorado, Township 6 and according to the Amended Resurvey of said Section.. as approved a County, Colorado, 1911; said parcel being more particularly described with all bearings, cont pproved on November 25, based on an assumed bearing of S.01 °00'58' contained herein, monument found for the East quarter corner o f said Section betweene line 2 and e the gLM brass cap monument found for the Southwest corner of said Section 7, as follows: h� original stone Beginning at the East quarter corner of said Section 12; thence along said Section 12 N.00°57'40"E. 95.84 feet to the West quarter corner of said thence along the North line of Lot 7 of said the East line.of Northeast corner of said Lot 7° thence alonastg rd Section 7; Section 7 S.89°.15'03"E. 827.78 feet to the 1305.65 feet to the Northeast corner of Lot 8tof a d Section 7; thenline of said ce 7 S.00°26'12' W. line of said Lot 8 5.00°51'16"W. 1305.61 feet to the Northwest cornea oflong the East Section 18; thence along the North line of said Lot 11 S.89°19'44"E. 985.8 Northeast corner of the W1/2 E1/2 of said Lot 11. thenceLot 11 %I said W1/2 E1/2 S.00032'03' W. 1302.32 feet to the Southeast 8 fz`t to the along the East line of said thence along the South line of said W1/2 E1/2 N.89°14'15"IN 328 Sir zW1� E1/2; Northeast corner of Lot 21 of said Section 18: thence along the East line of .thy 5.00°37'56"W. 1301.82 feet to the Northeast corner of Lot 24 of said S said Lot nc along the East line of said Lot 24 S:00049'25' Section 18; thence line of Lot 18 of said Section 18; thence along said North IinetS.g to a point on the North to the Northeast corner of said Lot 18; thence along the East line ofOsard E658.36 feet S.00°46'30"W. 1311.46 feet to the Southeast corner of said Lot 18• the Lot 18 South line of said Lot 18 and the South line of Lot 28 of said Section 18 thence along #h2 1978.42 feet to the Southwest corner of said Lot 28, a N.89'01'39"W. corner of said Section 18, an original stone Point from which the Southwest N•89001'39"W. 203.12 feet distant; thence along the West line of ent found in place, aid L oars N.00055'13"E. 1309.40 feet to the Southwest corner of Lot 25 of said Section i28 o along the West line of said Lot 25 N.00°55'14"E. 1309.39 feet to the Northw tion 18; thence said Lot 25, a point from which the West quarter corner of said Section 1 stone monument found in place bears N.89°0ter col/ 194 est corner of the North line of said Lot 25 S.89 08 49' � 8, an original ° ' 'E. 657.25 feet to the Southwest distant; mer once f long Lot 21; thence along the West line of said Lot 21 N.00038'32" E. 1300.78 feet , said - �o the Page 5 of 6 D 11 DIJ 71 Ij 11 0 Southeast corner of Lot 5 of said Section 18• N•89'14'15"W. 848.05 feet to the Southwest �cornz of said Lot 5 thence along the :thence alonline Of g Lot 5 Tine of -said Lot 5 N.00'49'19"E. 1150.82 -fe-g the West an original stone monument found in place, thence continuing st along of said Section 12, N.00029'49' W. 148.61 feet to the Southwest corner of said Section? and he Sosaid West uthwest corner of said Lot 8; thence along the West line of said Lot 8 N.01°00'58"E. 1184.01yfeet to the Southeast corner of the NE1/4 SE1/4 of said Section 12• thence along the Sou t South - line of said NE1/4 SE1/4 N.88°53'40'W. 1321.79 feet to the Southwest'corner of saidth NE1/4 SE1/4; thence along the West line of said NE1/4 SE1/4 N.01°04'10"E. 1336.34 feet to the Northwest corner of said NE1/4 SE1/4; thence along the North line of said NE1/4 SE1/4 S.88043'50"E. 1320.55 feet to the point of beginning. Date ,tttltllfl/��, 2308 '''�/llltlttttt` Page 6 of 6 S. Kunkel, P.E. & P.L.T.No. 23089 0 EXHIBIT B EXCEPTIONS TO TITLE (East and West Brush Creek) All .documents recorded in the offices of the Eagle County, Colorado, Clerk and Recorder: 1.. Reservations in United States Patents recorded in the following Books and Pages. a) Book 48, Page 329. b) Book 85, Page 47. i c) Book 93, Page 77. d) . Book 5243, Page 579 e) Book 524; Page 578 fl Book 48, Page 343. g) Book 48, Page 605 h) Book 48, Page 573 i) Book 48, Page 594 ,1) Book 48, Page 342 k) Book 48, Page 327 1) Book 85, Page 47 m) Book 93, Page 119 n) Book 93, Page 223 2. Ditch Easement. Recorded in Book 82 at Page 30. 3. Telephone Easement to United States. Recorded in Book 116 at Page 477. 4. ,-Telephone Easement to Forest Service. Recorded in Book 116 at Page 487. 5. Telephone Easement to United States. Recorded in Book 116 at Page 508. 6. Truck Trail Right of Way to Eagle County. Recorded in Book 127 at Page 544. 7. Telephone Right of Way to United States. Recorded in Book 116 at Page 509. ' 5 C 8. Telephone Right of Way to United States. Recorded in Book 116 at Page 510. 9. Truck Trail Right of Way to Eagle County. Recorded in Book 127 at Page 470. 10. Truck Trail Right of Way to Eagle County. Recorded in Book 127 at Page 469. 11. McKenzie Gulch Waterline ROW to United States. Recorded in Book 211 at Page 325. c:lwordata\tcfladamsBruschCilwarrantydced to State2 4 Deccmber22,1999 ISDs Permit # d f Date �� /— C, Z ISDS Final Inspection ,Poo Tank is gal. Tanks Material Tank is located ft. and degrees from ��'��� '©•J 1p.c.. MMt Tank is located ft. and degrees from 1W1&=rkj PTank set level.J14"e") Tank lids within 8" of finished grade. size of field �`�7q units Ciq lineal ft. Technology Cleanout is installed in between tank and house(+ 1/100ft). There is a "T" that goes down 14 inches in the inlet and outlet of the tank: --f-� Inlet. and outlet is sealed with tar -;tape,. rubber gasket etc. TeJc Yias wa=c�mpppArtments with the l;a r-.;,cQpatment closest to the ., house . {' ! i� � l / ���� �G�F/� l��►��c�'.oc,"P ; 1. :Iasttfe distance and relative 7. Depth of field. ft. 'Soi3 interface raked. Inspection portals at the.end_of each trench.. Proper distance to setbacks. Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks 'removed from trenches, etc.) Type of pipe used for building sewer line leach field__ Other S Inspection meets requirements. Copy form to installer's file if recomendations for improvement were suggested. ACTION TAKEN: iqpp PIP Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Fie d 100 25 20 10 50 25 10 10 50 10 5 10 50 10 * 10 2155-01 Tax #21970073-00-001 JOB NAME_ 10200 Brush Creek Rd STATE PARKS STATE OF COLORADO DIVISION OF PARK JOB NO. JOB LOCATION BILL TO DATE STARTED DATE COMPLETED DATE BILLED _ r s, _ j `� ` r ��' � d=lC tom✓% ��; / �� �l�� i �-� C.% S �. , c Q JOB COST SUMMARY t d Q- TOTAL SELLING PRICE r� OTAL MATERIAL TOTAL LABOR Z�r i Z NET PROFIT �0C �� ���Cer'r1 < % 1 G�Sf� %, JOB FOLDER Product 278 JOB FOLDER Printed In USA Tel 0 z' tq ° G p , S (0, �4 / 06� P� :INV=7580.0 r i Z4 I 1 ,OrrAl - i d � �2 Z f 0) u f 00 4 fa" MIN, _ b� r -.. 6 MIN BEDDING & HAUNCHING MATERIAL, TYPE A GRANULAR STABILIZATION MATERIAL, TYPE B REQUIRED IN UNSTABLE TRENCH O.D. OF PIPE + BOTTOM ONLY. THICKNESS TO BE 1 MIN. TO 18" MAX. DETERMINED BY THE ENGINEER I USE CONSTRUCTION FABRIC WHERE DIRECTED BY THE ENGINEER i TYPICAL TRENCH DETAIL MAXIMUM PERCENT BY WEIGHT PASSING SQUARE MESH SIEVES SIEVE SIZE PIPE BEDDING & HAUNCHING MATERIAL TYPE A GRANULAR STABILIZATION MATERIAL (SCREENED OR CRUSHED ROCK TYPE B) IMPORTED MATERIAL (TO BE USED WHERE SPECIFIED OR DIRECTED BY THE ENGINEER 2 INC --- --- 100 2 INCH --- 100 --- 1 INCH 100 ° --- NO 4 --- i 15 MAX --- NO 200 20 MAX k --- 3% — 20% Z3 �' IMPORTED MATERIAL SHALL ALSO MEET HAZEN UNIFORMITY COEF. C) > 6 AND COEFFICIENT OF CURVATURE (Cc) 1 TO 8 AND PLASTICITY INDEX (PI) MAXIMUM OF 7 � t ALL BACKFILL MATERIAL SHALL BE PLACED FULL WIDTH IN 12" MAX. LIFTS o (8" LIFTS ADJACENT TO STRUCTURES) AND COMPACTED TO THE MIN. RELATIVE < DENSITIES SHOWN I 00 E NOTE: NATIVE MATERIAL MAY BE USED IN LIEU OF GRANULAR BEDDING & HAUNCHING MATERIAL IF APPROVED BY THE ENGINEER C 3 AND THE NATIVE MATERIAL IS IN I COMPLIANCE WITH SIZE Y REQUIREMENTS FOR "TYPE A". 3 _ f � t LU Lo I" 0 -, 0 > N Y NN W U O Lo � d W ' Qf N 1 Of 2 oil a 0� ! lu 3 ;r 0 1 4 1 NATIVE BACKFILL COMPACTED TO 90� TRENCH EXCAVATION TO BE ' - � _ - MOUNDED OVER TRENCH � Y `e W Z CO -ANF{LriR4T '1 'o MIN: =; � ,, Q -3 W LEGEND , j 4 ' ;; z 0 C) CHAMBER J ON NOTES - Q CONSTRUCTION ' 7580 EX. INDEX CONTOUR 0 1. INFILT,ATOR CHAMBERS TO BE INSTALLED ACCORDING TO _ f` + O of � � . r MANU ACTURER'S SPECIFICATIONS. F{ �- WCL Z — — — — — — — — — — EX. INTERMEDIATE CONTOUR W W W > 2. INSTALLATION SHALL MEET EAGLE COUNTY AND STATE OF COLORADO Aof :� E� - � W ; 2.0' �— W O 582 PROPOSED CONTOUR SPECIlICATIONS AND REGULATIONS. W O> Y Q 3. SEPTIC TANK SHALL MEET EAGLE COUNTY AND STATE OF COLORADO 0 W PROPOSED DRAINAGE PATTERN SPECIFICATION AND REGULATIONS. 4. ABSORPTION TRENCHES SHALL BE EXCAVATED LEVEL WITH NO SLOPE. INFILTRATOR CHAMBERS 5. DIRECT DRAINAGE AWAY FROM INFILTRATOR ABSORPTION TRENCES — V) 0 I U) _ - BY PIACING EXCESS FILL OVER THE CHAMBERS. i SIDEWALK ' I - - 6. SEPTIC TANKS SHALL BE PLACED IN SERIES. REMOVE BAFFLING ABSORPTION TRENCH SECTION Z IN FIFST TANK TO CREATE A PRIMARY SETTLING TANK. I t : (, - - _ - - - = I' - -- __ � _ - -- F - _ - - - - - � s - - _ _ - ... _> __ � - - _ _ _� �-�_�_-__�_�-`_ -----" -- -- - - _ _ _ _ _ � - - �- _ - - - _ - - - _ - - __ - - - - _ - _ - - _ _' - - -_ - - - - -- - - _- -ate= - - -- _ -_ ___---_