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13.0 Wastewater Plan
EXHIBIT 12 Wastewater Management Plan Steiner Minor Subdivision BUI#17022.02 Minor Subdivision Application December 19, 2019 Civil Engineering Surveying & Beyond �0dar/e s �zilimi Wastewater Management & Systems Plan This Wastewater Management & Systems Plan discussion is provided in accordance with Article 4 Section 4-203.N of the Garfield County Unified Land Use and Development Code and follows the outline provided therein. N1. Wastewater Management: a. The 25.67 Ac. proposed subdivision is rural and will not be served by an existing public collection system or treatment facility. b. OWTS 1) The property was previously developed with a ADU/Barn and several out buildings prior to 2017 when a single-family home was constructed. Each structure is served by as separate wastewater system. The ADU/Barn has an individual sewage disposal system (ISDS) that was permitted with Garfield County under Permit #4376. The single-family home has an onsite wastewater treatment system (OWTS) that was permitted under Permit #SEPT-10-17-4974. Boundaries Unlimited Inc. understands that both systems are operating satisfactorily. The ADU/Barn system will serve Lot A:1 of the Steiner Minor Subdivision and the single-family home system will serve Lot A:2. A copy of each permit has been attached. 2) A copy of the soils report for the single-family home has been attached. That combined with the existing permits conclude that the soils are suitable to meet County requirements. 3) The existing permitted system locations have been included on the Site Plan. 4) Soils tests were completed by HP -Kumar, Project #17-7-555, study date August 8, 2017. 5) A proposed management plan for operation and maintenance of on -site - systems has been attached. c. No new treatment facilities are proposed. d. Individual ISDS/OWTS systems will be constructed, managed and maintained at the sole cost of the individual owner/user. e. Any future or replacement OWTS system will be designed by a qualified professional engineer licensed by the State of Colorado and reviewed by the Community Development Department. f. N/A g. Individual ISDS/OWTS systems will be managed, maintained and repaired at the sole cost of the individual owner/user. h. N/A i. Each of the proposed two (2) lots will be served by its own existing ISDS/OWTS system. Boundaries Unlimited Inc. understands that both systems are operating satisfactorily. Any future systems will have to comply with County and State standards and regulations in force at the time of permitting. j. Both lots will be 2.0 acres or larger which allow the permitted ISDS/OWTS systems to be utilized. Page 11 venue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 I www.bu-inc.com Prepared by: Deric J. Walter, PE Boundaries Unlimited Inc. Attachments • Permit #4376 • Permit #SEPT-10-17-4974 • Subsoil Study by HP -Kumar, Project #17-7-555 • OWTS Maintenance and Management Plan Page 12 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 I www.bu-inc.com GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY (OCT( Jr)eNt'+ � r G t�)� Owner's Name's 1iWi lC C F v(A\)khPr se t Address C` ° 9 � h��) R, (' Phone Qt ) System Location r r r7 Legal Description of Assessor's Parcel No �jI ` 1 )11 l T/fieYV\p 1\t1 SYSTEM DESIGN 1)31cSt- , N60 Assessor's Parcel No. This does not constitute a building or use permit. 15 n Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: 551 naj1_ ('�� 97ra Vn , t - 7 uAkA Date \ 0 " 21 - 01 Inspector P. �A�(tr FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer 0 i1 QJ)' Septic Tank Capacity Ci(i Septic Tank Manufacturer or Trade Name r>(.( 5 ' 1 Septic Tank Access within 8" of surface \ Absorption Area t}UkAtij) Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements.4 Other Date Inspector RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine —6 months in jail or both). While - APPLICANT Yellow - DEPARTMENT OWNER ADDRESS �"ti ? C // ram`~ 'c, 61-'S HONE qt-15 " s(,56 CONTRACTOR iG-)-- C`+- p•• - k=1 v l ADDRESS �S� C,e----7-- b r' Caws c�- ' PHONE 3a.9Zct-s- INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION D r[lC Crce-, L L C PERMIT REQUEST FOR (> NEW INSTALLATION ( ) ALTERATION ( ) REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY: Near what City of Town'' Cqs— Legal Description or Address -Rr rCC1 WASTES TYPE: (>4" DWELLING Size of Lot ZS . 63- c-c'--`' 1 ro , 5.e.—(4.-`,�.- d {5.D C‘2t3? ( ) TRANSIENT USE --.C;3""' ( ) COMMERCIAL OR INDUSTRIAL ( ) NON -DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILDING OR SERVICE TY E: a-K.; Number of Bedrooms I l-4-ot e .547,1(5 Number of Persons z (x) Garbage Grinder (2=Automatic Washer SOURCE AND TYPE OF WATER SUPPLY: 04) WELL If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to the Community System? PO (,4 Dishwasher (/-a+4') ( ) SPRING ( ) STREAM OR CREEK Lr A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: Septic Tank to Well: Leach Field to Irrigation Ditches, Stream or Water Course: Septic System (septic tank & disposal field) to Property Lines: 100 feet 50 feet 50 feet 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table 1 J Percent Ground Slope 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ( K) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET( ) FINAL DISPOSAL BY: OTHER -DESCRIBE ABSORPTION TRENCH, BED OR PIT UNDERGROUND DISPERSAL ABOVE GROUND DISPERSAL OTHER -DESCRIBE ( ) EVAPOTRANSPIRATION ( ) SAND FILTER ( ) WASTEWATER POND WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes per inch in hole No. 1 Minutes per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes per inch in hole No. Name, address and telephone of RPE who made soil absorption tests: Name, address and telephone of RPE responsible for design of the system: Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based uposaid application and in legal action for perjury as provided by law. Signed Date PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 Designate North Arrow 7— v 0 ..r ai os a) 6. -Z 0 o -0 1015 .. p 6- 4•� 0.: oho U cd U .19 +- a • +� _o r" cia 3 C pp C cd CA r. 'Z C '+' 03 o b E4°2 6 O 6.1 - U) 4 • .0 U on cot Locate well, all County Road (Note the Road Number and Name) eric clwpwin60\wpdocslplot.loc 1 7; -Prcirosd,Lccc rtt V. ei fl •-; - . 4 L 1 1 14. 1 1 1 1 • ‘N • Parcel Detail Page 1 of 3 Garfield County Assessor/Treasurer Parcel Detail Information Assessor/Treasurer Property Search f Assessor Subset Query I Assessor Sales Search Clerk & Recorder Reception Search Basic Building Characteristics I Tax Information Parcel Detail f Value Detail I Sales Detail f Residential/Commercial Improvement Detail Land Detail I Photographs Tax Area 004 Account Number R040331 J Parcel Number 212336200051 Mill Levy 63.379 Owner Name and Mailing Address ORCHARD CREEK RANCH LLC 950 GREENWAY DR GLENWOOD SPGS, CO 81601 Legal Description DESC: TR. IN W2SW SEC. 25 & W2NW SEC. 36 DESC: AKA PARCEL A BROWN EXEMPTION PRE:R040232 BK:1940 PG:507 RECPT:726080 BK:1884 PG:360 RECPT:715240 BK:1884 PG:357 RECPT:715239 BK:1884 PG:355 RECPT:715238 BK:1884 PG:354 RECPT:715237 BK:0885 PG:0166 BK:0880 PG:0749 BK:0819 PG:0060 Location Physical Address: NEW CASTLE Subdivision: Land Acres: 25.67 Land Sq Ft: 0 http://www.garcoact.com/assessor/Parcel.asp?AccountNumber-R040331 10/11/2007 Parcel Detail Page 2 of 3 Property Tax Valuation Information Actual Value Assessed Value Land: 435,000 126,150 Improvements: 0 0 Total: 435,000 126,150 Sale Date: Sale Price: 1/15/2007 1,555,000 Basic Building Characteristics Number of Residential Buildings: Number of Comm/Ind Buildings: 0 0 No Building Records Found Tax Information Tax Year Transaction Type Amount 2006 Tax Payment: Whole ($7,351.96) 2006 Tax Amount $7,351.96 2005 Tax Payment: Second Half ($3,677.37) 2005 Tax Payment: First Half ($3,677.37) 2005 Tax Amount $7,354.74 2004 Interest Payment ($70.98) 2004 Interest Charge $70.98 2004 Tax Payment: Whole ($7,098.46) 2004 Tax Amount $7,098.46 2003 Tax Payment: Second Half ($3,126.68) 2003 Tax Payment: First Half ($3,126.68) 2003 Tax Amount $6,253.36 2002 Tax Payment: Whole ($5,686.88) 2002 Tax Amount $5,686.88 2001 Interest Payment ($171.70) 2001 Tax Payment: Whole ($5,723.44) 2001 Interest Charge $171.70 http:I/www.garcoact.com/assessor/Parcel.asp?AccountNumber=R040331 10/11/2007 Parcel Detail Page 3 of 3 2001 Tax Amount $5,723.44 2000 Interest Payment ($413.57) 2000 Fee Charge $7.00 2000 Fee Payment ($7.00) 2000 Tax Sale Redemption ($4,595.26) 2000 Interest Charge $413.57 2000 Fee Charge $4.00 2000 Tax Payment: Whole ($4,270.80) 2000 Interest Payment ($298.96) 2000 Fee Payment ($4.00) 2000 Fee Payment ($21.50) 2000 Tax Sale $4,595.26 2000 Interest Charge $298.96 2000 Fee Charge $8.00 2000 Fee Charge $13.50 2000 Tax Amount $4,270.80 1999 Tax Payment: Second Half ($1,968.90) 1999 Tax Payment: First Half ($1,968.90) 1999 Tax Amount $3,937.80 Top of Page Assessor Database Search Options I Treasurer Database Search Options Clerk & Recorder Database Search Options Garfield County Home Page The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 - 2006 Good Turns Software. All Rights Reserved. Database & Web Design by Good Turns Software. http://www.garcoact.com/assessor/Parcel.asp?AccountNumber=R040331 10/11/2007 Garfield County Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone (970) 945-8212 P '4MIT KEEP AVAILABLE AT PROJECT SITE Septic - New Permit Type p Work Classification New PERMIT # SEPT-10-17-4974 Issue Date 10/30/2017 Expiration Date 4/28/2018 Project Address 156 CR 137 Parcel No. 212336200051 Subdivision Brown Exemption Lot A Section -Township -Range 36-05-90 Owner Name Orchard Creek Ranch, LLC Owner Phone 970-216-0779 Owner Mailing Address 736 CR 137, Glenwood Springs, CO 81601 Contractor(s) Doug Hayes Contractor Phone 970-618-6525 Work Description: new OWTS installation for single family Valuation Square Feet IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND RESTRICTIONS SET FORTH ON THIS APPLICATION. PLEASE NOTE: Final inspection of the work authorized by this permit is required. A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings and structures. A Building Permit becomes null and void if the authorized work is not commenced within 180 days of the date of issuance and if work is suspended or abandoned for a period of 180 days after commencement. Garfield County 1 U 1%1 Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 (970) 945-8212 www.garfield-countv.com ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) PERMIT APPLICATION TYIPJ OF CONSTRUCTION — I New Installation • Alteration • Repair WASTE TYPE r o Dwelling • Transient Use • Comm./Industrial • Non -Domestic • Other Describe INVOLVED PARTIES Property Owner: Mailing Address: 156 Orchard Creek Rarich LLC Phone: ( 970 )-2 t6-0779 832 Canyon Creek Drive, Glenwood Springs. Co 81601 Email Address: ncreekr@gmail_com Contractor: Doug Hayes Mailing Address: 1002 Blake Ave, Glenwood springs, Co 81601 Email Address: dhayesconstructionc gmail.com Phone: ( 970- )618-6525 Engineer: Derir Walttrc Phone: ( 970 )945-S757 Mailing Address: 923 Cooper Ave, Glenwood Springs, Co 81601 Email Address: deric(bu-inc.com PROJECT NAME AND LOCATION Job Address: 156 GC��►rtrry rA7 G L.r►S , C o V Assessor's Parcel Number: 21850521431 Sub. N/A Lot Block Building or Service Type: Single Family residential #Bedrooms: 3 Garbage Disposal(Y/N) N Distance to Nearest Community Sewer System: N/A Was an effort made to connect to the Community Sewer System: N/A Type of OWTS I'ieSeptic Tank ❑ Aeration Plant ❑ Vault ❑ Vault Privy El Composting Toilet ❑ Recycling, Potable Use 0 Recycling 0 Pit Privy 0 Incineration Toilet ❑ Chemical Toilet ❑ Other Ground Conditions Depth to 15, Ground water table Percent Ground Slope Final Disposal by SI Absorption trench, Bed or Pit 0 Underground Dispersal 0 Above Ground Dispersal ❑ Evapotranspiration ❑ Wastewater Pond 0 Sand Filter O Other Water Source & Type O Well ❑ Spring 0 Stream or Creek 0 Cistern ❑ Community Water System Name Effluent Will Effluent be discharged directly into waters of the State? ❑ Yes CERTIFICATION Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional test and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and legal action for perjury as provided by law. I hereby acknowledge that I have read and understand the Notice and Certification above as well as have provided the required information which is correct and accurate to the best of my knowledge. Pro wner Print and Sign �-Zywr? Date OFFICIAL USE ONLY Special Conditions: Permit Fee: 3— I2 Perk Fee: �• NC� Total Fees: ' 2 3 — 2 Fees Paid: I 3_ Building Permit bL12, - 4T 3 Septic Permit: se- r-Al I Issue Date: pl 1 Ii Balance Due BUILDING/ PLANNING DIVISION: j .tO127�:7 Signed Approval Date . IZ3.00) Gt1 10(3] I9- September 27, 2019 Garfield County Building & Planning 108 8th Street, Ste. 201 Glenwood Springs, CO 81601 RE: OWTS: 156 County Road #137, New Castle, Garfield County, CO Permit No. SEPT-10-17-4974 BUI #17022.01 Civil Engineering Surveying & Ileynnd 'g70 1,dar'es Un l i m► Lmo To Whom it May Concern: The purpose of this letter is to address the construction of the Onsite Wastewater Treatment System for 156 County Road #137, New Castle, CO (aka Orchard Creek Ranch). Boundaries Unlimited Inc. (BUI) visited the site in April 2018 for an inspection of the installed tank and again in October 2018 for the absorption field. The tank had been properly installed and prepared for acceptance of the dosing system. The chamber units and plumbing had been installed and also prepared for the dosing system. The contractor was directed to continue with the installation and backfill according to the Plans and submitted the attached photos for review. The installation included a 2,000-gallon concrete septic tank, Orenco dosing pump system, a distribution valve, 48 Infiltrator Quick 4 gravelless chamber units in a 3x16 trench configuration, flush valves and inspection ports. The system had been installed in conformance with the intent of the design and in the general location indicated on the original design plan. I have enclosed photos of the construction. If you have any questions, please feel free to contact me at 945-5252 x 1. Sincerely, BOUNDARIES UNLIMITED I Dlgaalq signs PE Reaton: I domino Contact Dale Deric J. Walter, P.E. Project Manager CC: BJ Schmidt 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 I www.bu-inc.com 923 Cooper Avenue, Ste. 201 1 Glenwood Springs, CO 81601 1 970.945.5252 1 www.bu-inc.com 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 I www.bu-inc.com :AMC rta, - nw:N1aeureLcwrt MEMEOPFfDNNd rtu.uIyLrr. I , ..ti 1 — aR�N� YNK s '•y'r g t NORTH ,) 7 Y M'� HpA'w r` w [W .WenI L4mcl �MW IN j) 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 I www.bu-inc.com H-PKUMAR Geotechnical Engineering I Engineering Geology Materials Testing I Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE ORCHARD CREEK RANCH 150 CANYON CREEK ROAD GARFIELD COUNTY, COLORADO PROJECT NO. 17-7-555 AUGUST 9, 2017 PREPARED FOR: KIRSTIE F. STEINER c/o HAYES CONSTRUCTION ATTN: DOUG HAYES 1002 BLAKE AVENUE GLENWOOD SPRNGS, COLORADO 81601 (dhayesconstruction @gmait.com) TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 1 - FIELD EXPLORATION - 2 - SUBSURFACE CONDITIONS - 2 - DESIGN RECOMMENDATIONS - 3 - FOUNDATIONS - 3 - FOUNDATION AND RETAINING WALLS - 4 - FLOOR SLABS - 5 - UNDERDRAIN SYSTEM - 5 - SURFACE DRAINAGE - 6 - SEPTIC DISPOSAL - 6 - LIMITATIONS - 7 - FIGURE 1 - VICINITY MAP FIGURE 2 - LOCATION OF EXPLORATORY BORINGS FIGURE 3 - LOGS OF EXPLORATORY BORINGS FIGURE 4 - LEGEND AND NOTES FIGURES 5, 6, 7 AND 8 - SWELL -CONSOLIDATION TEST RESULTS FIGURES 9 AND 10 - USDA GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS TABLE 2 - PERCOLATION TEST RESULTS H-P%-KUMAR Project No. 17-7-555 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located at Orchard Creek Ranch, 150 Canyon Creek Road, Garfield County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Kirstie F. Steiner dated July 7, 2017. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence will be a one story wood frame structure above a partial walkout basement and partial crawlspace. Basement floor will be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths between about 3 to 9 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The proposed building area is currently vacant irrigated pasture. An existing residence and barn are located in the southeast corner of the property. Vegetation consists of grass and weeds. The H-PiKUMAR Project No. 17-7-555 -2- ground surface slopes moderately down to the east. Canyon Creek runs along the east side of the property. FIELD EXPLORATION The field exploration for the project was conducted on July 25, 2017. Three exploratory borings were drilled in the building area and two profile borings drilled in the septic disposal area to evaluate the subsurface conditions. The boring locations are shown on Figure 1. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck -mounted CME- 45B drill rig. The borings were logged by a representative of H-P/Kumar. Samples of the subsoils were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils below about six inches of topsoil consist of 5 to 141 feet of sandy silt and clay and silty sandy clay overlying relatively dense silty sandy gravel with cobbles down to the maximum depth explored, 17 feet. Drilling in the dense granular soils with auger equipment was difficult due to the cobbles and drilling refusal was encountered in the deposit. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, Atterberg Limits testing and gradation analyses. Results of swell - consolidation testing performed on relatively undisturbed drive samples, presented on Figures 5, 6, 7 and 8, indicate low to moderate compressibility under conditions of loading and wetting. Results of gradation analyses performed on small diameter drive samples from the profile borings (minus 1 i/z inch fraction) of the sandy loam subsoils encountered in the septic area are shown on Figures 9 and 10. Atterberg Limits testing indicates the silt and clay portion of the subsoils has low plasticity. The laboratory testing is summarized in Table 1. H-P-KUMAR Project No. 17-7-555 -3- No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural soils should be designed for an allowable bearing pressure of 1,500 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 18 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior grade is typically used in this area. 4) 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 also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively firm natural soils. The exposed soils in footing area should then be moistened and compacted. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. H-Pk-KUMAR Project No. 17-7-555 -4- FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on -site soils. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on -site soils. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill placed in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.35. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 325 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will H-PkKUMAR Project No. 17-7-555 -5- occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free - draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on - site granular soils devoid of vegetation and topsoil. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in this area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also 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 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should H-PvKUMAR Project No. 17-7-555 -6- contain less than 2% passing the 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 11/2 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 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 paved areas. Free -draining wall backfill should be capped with about 2 feet of the on -site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. SEPTIC DISPOSAL The soil texture and structure conditions in the proposed septic disposal area were evaluated by drilling two profile borings at the approximate locations shown on Figure 1. The logs of the borings are presented on Figure 2. The subsoils encountered, below about six inches of topsoil, consist of very gravelly to sandy loam. Results of a gradation analysis performed on samples of gravelly to sandy loam (minus 11/2 inch fraction) obtained from the site are presented on Figures 9 and 10. The soil type based on gradation analysis is 2. No free water or evidence of seasonal perched water was observed in the borings at the time of drilling and the soils were slightly moist to moist. H-P-KUMAR Project No. 17-7-555 -7- LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 1, 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 contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, Louis E. Eller, Staff Engineer Reviewed by: Daniel E. Hardin, P.E LEE/kac H-P —KUMAR Project No. 17-7-555 dance \°rolling\I7 00 W Cc U z 0 z U co T a 0 cc O U 200 0 200 400 APPROXIMATE SCALE -FEET PROPOSED BUILDING AREA 0 ORCHARD CREEK RANCH EXISTING HOUSE AND BARN U.S. HIGHWAY 6 W cc U z U 17-7-555 H-PvKUMAR VICINITY MAP Fig. 1 OM 10 0 10 20 APPROXIMATE SCALE -FEET • BORING 3 PERC 2 • PROFILE BORING 2 A PERC 1 • PROFILE BORING 1 PROPOSED RESIDENCE DECK BORING 1 • A PERC 3 BORING 2 DECK 17-7-555 H-P KUMAR LOCATION OF EXPLORATORY BORINGS Fig. 2 0 5 10 15 BORING 1 EL. 104' 5/12 WC=14.2 DD=108 ] 8/12 WC=16.3 DD=108 BORING 2 EL. 100' / —I 6/5, 20/0 o• 9/12 WC=30.3 DD=104 BORING 3 EL. 113' 9/6, 25/6 0 o• J 5/12 WC=9.0 DD=106 6/12 WC=13.5 DD=112 —200=53 LL=21 PI=2 8/12 WC=18.6 DD=105 69/12 PROFILE PROFILE BORING 1 BORING 2 0 / 35/12 10/12 WC=6.9 —200=55 NP 30/5 WC=6.3 DD=105 —200=56 11/12 WC=6.2 GRAVEL=19 SAND=31 SILT=40 CLAY=10 / 1 25/12 WC=4.3 DD=108 0 —200=64 LL=20 PI=8 25/12 27/12 19/12 WC=3.5 DD=105 GRAVEL=2 SAND=52 SILT=37 CLAY=9 5 10 15 20 20 17-7-555 H-P�KUMAR LOGS OF EXPLORATORY BORINGS Fig. 3 LEGEND / // / „A' 0 TOPSOIL; ORGANIC SANDY SILT AND CLAY, FIRM, MOIST, DARK BROWN. CLAY (CL); SANDY, SILTY, GRAVELLY, STIFF TO VERY STIFF, SLIGHTLY MOIST TO MOIST, BROWN. SILT AND CLAY (ML—CL); SANDY, GRAVELLY, SOFT TO STIFF, MOIST, REDDISH BROWN. GRAVEL (GM); SANDY, SILTY CLAYEY WITH COBBLES, DENSE, MOIST, MIXED BROWN. DRIVE SAMPLE, 2—INCH I.D. CALIFORNIA LINER SAMPLE. DRIVE SAMPLE, 1 3/8—INCH I.D. SPLIT SPOON STANDARD PENETRATION TEST. 5/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 5 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES. 4 PRACTICAL AUGER REFUSAL. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON JULY 25, 2017 WITH A 4—INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE MEASURED BY HAND LEVEL AND REFER TO THE GROUNDSURFACE AT BORING 2 AS ELEVATION 100±. 4. THE EXPLORATORY BORING LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); —200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140); LL = LIQUID LIMIT (ASTM D 4318); PI = PLASTICITY INDEX (ASTM D 4318); NP = NON —PLASTIC (ASTM D 4318); GRAVEL = PERCENT RETAINED ON NO. 10 SIEVE; SAND = PERCENT PASSING NO. 10 SIEVE AND RETAINED ON NO. 325 SIEVE; SILT = PERCENT PASSING NO. 325 SIEVE TO PARTICLE SIZE .002mm; CLAY = PERCENT SMALLER THAN PARTICLE SIZE .002mm. 17-7-555 H-PtiKUMAR LEGEND AND NOTES Fig. 4 CONSOLIDATION - SWELL CONSOLIDATION - SWELL 1 0 —1 2 — 3 — 4 1 0 —1 — 2 — 3 — 4 SAMPLE OF: Sandy Silt and Clay FROM: Boring 1 @ 2.5' WC = 14.2 %, DD = 108 pcf ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING APPLIED PRESSURE - KSF 10 100 SAMPLE OF: Sandy Silt and Clay FROM: Boring 1 @ 5' WC = 16.3 %, DD = 108 pcf ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING These test results apply only to the samples tested. The test ng report shall not be reproduced. except n full. without the written approval of Kumar and Associates. Inc Swel Consol dotion testing performed n accordance with ASTIR D-4546 l APPLIED PRESSURE - KSF 10 100 17-7-555 H-P- KUMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 5 CONSOLIDATION - SWELL 0 —2 — 3 — 4 SAMPLE OF: Sandy Silty Clay FROM: Boring 2 @ 2.5' WC = 20.3 %, DD = 104 pcf NO MOVEMENTUPON WETTING These test results apply only to the omples tested. The testing report shall not be reproduced, except in full, without the written approval of Kumor and Associates. Inc. Swell Consolidation testing performed In accordance with AST/.4 D-4546. PRESSURE - KSF 10 100 17-7-555 H-P�KUMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 6 CONSOLIDATION - SWELL 0 —2 —3 —4 —5 —6 —7 -8 —9 SAMPLE OF: Sandy Silt and Clay FROM: Boring 3 CO 2.5' WC = 9.0 %, DD = 106 pcf ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING These teat results apply only to the samples tested. The testing sport shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Swell Consolidation testing performed in accordance with ASTAI D-4546. APPLIED PRESSURE — KSF 10 100 17-7-555 H-P KUMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 7 o.\orunmy\msss—O5 to .. 0 J 1 W N 2 Z 0 1- 2 3 J 0 N Z 0 0 —4 —5 —6 SAMPLE OF: Sandy Silt and Clay FROM: Boring 3 @ 10' WC = 18.6 %, DD = 105 pcf ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING These teat results apply only to the samples tested. The testing apart shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Swell Consolidation testing performed in accordance with ASTM D-4546. 10 100 17-7-555 H-P-KUMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 8 HYDROMETER ANALYSIS SIEVE ANALYSIS 24 045MIN. TIME READINGS HR. 7 HR 1 MIN. 15ANN. 60MIN. 19MIN. 4MIN. #325 U,S. STANDARD SERIES I CLEAR SQUARE OPENINGS l #140 #60 #35 #18 #10 #4 3/8" 3/4" 11/7 3' 5'6' 8" PERCENT RETAINED 0 0 a 0 o a o o o o PERCENT PASSING .......--../ .001 .002 .005 .009 .019 .045 .106 .025 DIAMETER OF .500 PARTICLES 1.00 IN 2.00 MILLIMETERS 4.75 9 5 19 0 37.5 76.2 152 203 CLAY SILT SAND GRAVEL V. FINE I FINE I MEDIUM I COARSE IV COARSE SMALL I MEDIUM I LARGE COBBLES GRAVEL 19 % SAND 31 % SILT 40 % CLAY 10 % USDA SOIL TYPE: Sandy Loam FROM: Profile Boring 1 @ 6' 17-7-555 H-P�KUMAR USDA GRADATION TEST RESULTS Fig. 9 HYDROMETER ANALYSIS SIEVE ANALYSIS 24 045 TIME READINGS HR. 7 HR 1 MIN. MIN. 15MIN. 66MIN. 19MIN. 4MIN. #325 U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS #140 #60 #35 #18 #10 #4 38' 3/4" 11/2' 3' 5'6' 8" _ PERCENT RETAINED �o m cr.) 0 a 0 N 0 0 0 0 0 0 0 0 0 l ligil 0 0 0 0 0 0 CO 0 PERCENT PASSING ---EN IMIE I IIIIIII-1— 1111.1 gliMMENIMI -�- M M I r ■_� MN m mil �- .-JI---- I— -�Cmaamm ---�- ■ i M = _ _ _• M— =�IE.:, 0p: -=m_=� �„ — C _-. C 1 -- - �M-M,...1 E 1 ...1 E E . . MII!pIII m m . . .001 .002 0 .005 .009 .019 045 .106 .025 .500 1.00 2.00 4.75 9 5 19.0 37.5 76.2 152 203 DIAMETER OF PARTICLES IN MILLIMETERS CLAY SILT GRA V. FINE I FINE I MS DIIUUM I COARSE IV COARSE SMALL I MED MIL I LARGE COBBLES GRAVEL 2 % SAND 52 % SILT 37 % CLAY 9 % USDA SOIL TYPE: Sandy Loam FROM: Profile Boring 2 @ 3' 17-7-555 H-P- KUMAR USDA GRADATION TEST RESULTS Fig. 10 H-P�KUMAR CO >- C/) W H C/) W 1- W I J Q 03 QO Cn J 0 } 2 C%) Project No. 17-7-555 SOIL TYPE I Sandy Silt and Clay Sandy Silt and Clay Sandy Silty Clay II Sandy Silt and Clay II Sandy Silt and Clay Sandy Silt and Clay II Gravelly Loam Gravelly Loam Gravelly Loam Sandy Loam Sandy Loam USDA SOIL TEXTURE -J c 0 Oi J u U1 `-' 40 N M 0 z z ci co .--- N tn GRAVEL (%) ,n'_, N PERCENT PASSING NO. 200 SIEVE GRADATION PLASTICITY INDEX (%) N A. z Di_ o J J N NATURAL DRY DENSITY (pcf) 108 108 104 0 - —I - o .--+ Q .a 0 .•I 0 .-..1 NATURAL MOISTURE CONTENT (%) 14.2 Cr) 20.3 9.0 � VD - G1 N Cr) M 3.5 j II SAMPLE LOCATION DEPTH (ft) N N N in 10 d' vO o0 -, Cr) BORING ^-4 N M IProfile Boring 1 IProfile Boring 2 H-PI<UMAR TABLE 2 PERCOLATION TEST RESULTS PROJECT NO. 17-7-555 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) 1 31 10 Water Added 18% 17 11/2 40/1 17 151/4 1 3/4 151/4 14 11/4 14 13 1 13 12 1 25 241/4 3/4 241/4 233/4 1/2 233/4 231/2 1/4 231/2 231/4 1/4 231/4 23 1/4 2 30 10 Water Added 18 16 2 7.5/1 16 141/2 1'/2 141/2 13% 1'/4 131/4 121/4 1 121/4 111/2 3/4 111/2 11 1/2 25 22'/2 21/2 221/2 203/4 1 % 203/4 191/2 11/4 191/2 181/2 1 3 30 10 Water Added 19 171/2 11/2 6.7/1 171/2 161/2 1 161/2 151/2 1 151/2 143/4 3/4 143/4 14 3/4 14 13 1 24 22'/4 1% 221/4 201/2 13/4 201/2 19 11/2 19 173/4 11/4 Note: Percolation test holes were soaked on July 26, 2017. Percolation tests were conducted on July 27, 2017. The average percolation rates were based on the last three readings of each test. OWTS MAINTENANCE AND MANAGEMENT PLAN Steiner Minor Subdivision Garfield County, Colorado December 12, 2019 The Subsoils Study for Foundation Design, Proposed Residence Orchard Creek Ranch, 150 Canyon Creek Road, Garfield County, Colorado prepared by HP -Kumar dated August 9, 2017 indicated that the soil conditions of the property consist of approximate six inches of topsoil over 5-feet to 14-1/2' feet of sandy silt and clay and silty sandy clay overlying relatively dense silty sandy gravel with cobbles down to a maximum depth explored of 17-feet. Each Onsite Wastewater Treatment System (OWTS) installed within the Subdivision shall comply with the Garfield County OWTS Regulations and the following additional requirements: A. each system shall be designed by a professional engineer registered in the State of Colorado pursuant to Colo. Rev. Stat. §12-25-111 (1999); B. each system design shall adequately address the soil conditions present at the Lot site, which shall be verified through appropriate on -site testing by a professional engineer; C. each system shall be designed to adequately service the number of bedrooms within the residence, but no less than two (3) bedrooms; D. the tops of all tanks or risers extending there -from shall be surface accessible to facilitate system maintenance, monitoring and inspections; E. absorption fields or trenches shall adhere to minimum setbacks as regulated by the Colorado Department of Health, Guidelines on Individual Sewage Disposal Systems, most recent edition; F. proper mitigation (diversion) of drainage and flood irrigation for the absorption field or trench areas shall be included in the design and construction; G. each system shall be designed with sufficient area specifically allocated for a reserve leach field to ensure that a future replacement is possible. The reserve leach field shall meet the same design criteria as the primary field and shall not be constructed over with driveways, buildings or other permanent structures; and H. septic tanks shall be fitted with an effluent filter. Following OWTS installation, each Owner shall provide the Association and Garfield County Department of Building and Planning with as -built drawings in relation to the other improvements on the Lot, to scale, depicting the location and dimensions of the OWTS facilities including the absorption field and monitoring pipes, all applicable design, operation and maintenance specifications of the system's manufacturer and written certification from the design engineer that the OWTS was installed in conformance with the requirements above stated and all applicable design specifications of the manufacturer. 1 923 Cooper Avenue, Ste. 201 I Glenwood Springs, CO 81601 I 970.945.5252 I www.bu-inc.com In the event the Association fails to properly implement and enforce the design and performance standards set forth in this paragraph, the Board of County Commissioners for Garfield County, Colorado and its duly authorized representatives and agents, shall have all the right to enter upon the property and implement and enforce such standards at the expense of the Association or exercise any other right or power afforded under this Restatement including, but not limited to, the initiation of appropriate proceedings in the District Court for Garfield County, Colorado, to compel enforcement of the same. The provisions of this paragraph shall not be amended or repealed by the Homeowners Association or Lot Owners without the written consent of the Board of County Commissioners for Garfield County, Colorado. In order to ensure that each OWTS installed within the Subdivision is inspected on a regular basis and properly maintained, the responsibility and authority for such inspection and maintenance shall be vested exclusively within the Association. This management plan is not intended to provide for common ownership of the OWTS(s) or to provide common funding for the construction, repair or replacement thereof, such ownership and responsibility for construction, repair and maintenance to remain with the Owner. A. In accordance with the above, the Association shall: 1. retain at all times, the services of qualified personnel to inspect the OWTS(s) and to perform all maintenance and repairs necessary to ensure that same are installed properly, remain in good operating condition and comply with the performance requirements set forth within; 2. inspect the operating components of each OWTS within (30) days of being placed into operation; thereafter, each OWTS shall be inspected every year and the septic tank pumped at the time that the solids (settled and floating) accumulate to a level of 20 percent of the effective capacity of the tank; and 3. maintain at all times written or other permanent records documenting the date each OWTS was inspected or tested, the results of such inspections or tests and the extent of all maintenance and/or repairs performed. All documents maintained by the Association pursuant to this provision shall at all times be available for inspection by Lot Owners and/or authorized representatives Garfield County. B. The following provisions shall apply in the event the estimated maintenance or repair costs required of any OWTS exceed in total during any one calendar year, $1000.00: 1. the Association shall give the Lot Owner and Garfield County Department of Building and Planning written notice of the nature and extent of the work necessary, to return the OWTS to good operating condition and/or bring the OWTS System within the performance requirements set forth within; 2. within (10) days of receipt of such notice, Owner shall at his or her own expense submit an application for an OWTS Permit to Garfield County to repair or replace the OWTS; 2 r venue, Ste. 201 1 Glenwood Springs, CO 81601 1 970.945.5252 1 www.bu-inc.com 3. within (30) days of receipt of such Permit, Owner shall at his or her own expense, cause to be completed, the repairs set forth within the notice. In the event Owner fails to complete such repairs within this the period to the satisfaction of the Association, the Association shall have the authority, in addition to any other remedy provided within this Restatement, to take any of the following actions: a. to impose against Owner, a fine not to exceed $200.00 for each day in which the OWTS System remains unrepaired; b. to complete on behalf of the Owner the required repairs to the OWTS. All costs included by the Association in connection with the restoration shall be reimbursed to the Association by the Owner of the Lot, upon demand. All un- reimbursed costs shall be a lien upon the Lot until reimbursement is made which may be enforced in accordance with the provisions of this Restatement; and/or C. In the event the Association fails to properly implement and enforce the provisions of this management plan set forth in this Article, the Board of County Commissioners for Garfield County, Colorado and its duly authorized representatives and agents, shall have all the right to enter the Subdivision and implement and enforce such provisions at the expense of the Association or exercise any other right or power afforded under this Restatement including, but not limited to, the initiation of appropriate proceedings in the District Court for Garfield County, Colorado, to compel enforcement of the provisions of this management plan. D. To encourage the health and longevity of the OWTS system, the Owner shall consider the following; 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 Minimize the amount of water that goes down the drain, the better your system will work. Minimize solids going down the drain. Eliminate garbage disposals or keep the use of garbage disposals to a minimum. Minimize grease and oils that go down the drain. Use lint filters on laundry machine drains. Keep sand and dirt out of the building drain. Avoid flushing sanitary napkins or paper products other than toilet paper. Do not use lye -based drain unclogging chemicals such as Draino, Oven -Off, or other strong cleaning agents Do not put any "root deterrents" down the drain. Do not pour paint thinner, pesticides, paints or photo lab chemicals down the drain Minimize use of chlorine bleach and toilet additives. (adapted from The Septic System Owner's Manual, 2000, Shelter Publications, Inc., Bolinas, CA 92924) E. The provisions of this OWTS MAINTENANCE AND MANAGEMENT PLAN shall not be amended or repealed by the Homeowners, Association or Lot Owners without the written consent of the Board of County Commissioners for Garfield County, Colorado. 3 r venue, Ste. 201 1 Glenwood Springs, CO 81601 1 970.945.5252 1 www.bu-inc.com