Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink About04067GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Permit 4 0 6 7 Assessor's Parcel No. 0-119— 3=4-c-coz_ This does not constitute a building or use permit. Eith`c-3 Owner's Name '1/424 \l_L L Acts: LI present Address I` i --) 6( Ll _A_ 6 l n Phone 1 aV-ga[-h7 System Location 03Ucj Si-- jLUlt CQ.0 I —12CX (1cSS Legal Description of Assessor's Parcel No ''"C? l l Cl - - cc) _ nmo_, SYSTEM DESIGN Septic Tank Capacity (gallon) Other Percolation Rale (minutes/inch) Required Absorption Area - See Attached Special Setback Requirements Date Number of Bedrooms (or other) Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer Septic Tank Capacity Septic Tank Manufacturer or Trade Name Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements Other / y/ Date / _Tl � co Inspector fALQ� � (AC • AAP d* 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 (5500.00 fine — 6 months in )ail or both) INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER Si -(--,;c, San 50„)i -e--' ADDRESS °flab y,v C{—k— Lcu ca CONTRACTOR (acii.,c c ` Cc s- . .mac ADDRESS Z`3 LIC -c' .14crkICCL At Q t. PERMIT REQUEST FOR (>6 NEW INSTALLATION PHONE C 2 E PHONE C & cit 2.>1 ( ) 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 (y(A. cr, ,‘"),• Size ofLot 4 -?4,1".4-1 E. St' Legal Description or Address C) -b1/4 (-C -)t-", (1 , I Ac ,rc WASTES TYPE: (y5 DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER—DESCRIBE BUILDING OR SERVICE TYPE: Number of Bedrooms 3 ( ) Garbage Grinder (<) Automatic Washer SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL If supplied by Community Water, give name of supplier: L Numb( . f Persons 2- (>4 Dishwasher ( ) SPRING ( ) STREAM OR CREEK C0+-1-1 c� (luvVIS- Cc -.Cf DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to the Community System? NP A site plan is required to be submitted that indicates the following MINIMUM distances: DI1JS 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 Percent Ground Slope 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (f SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET( ) OTHER -DESCRIBE FINAL DISPOSAL BY: ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION UNDERGROUND DISPERSAL ( ) SAND FILTER ABOVE GROUND DISPERSAL ( ) WASTEWATER POND OTHER -DESCRIBE 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: HP Ge-h-rrni &wS Name, address and telephone of RPE responsible for design of the system: ?Aut. W3T1kD E 51:11u5 eSGy 101--01)tt Y. 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 famished 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 in legal action for perjury as provided by law. Signed e Date PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 10+5 r(` L.I Pi -R TH-PAWLfrt GiE,TSf Hk-_-J.i April 21, 2005 Revised May 17, 2005 Steve Shute P. 0. Box 1054 Glenwood Springs, Colorado 81602 1e1't oro I, d. ,.ut,I.I h 5L 12( ,,l:a‘r....Jir•I i ,.n . `)72 „4;.,,,.,. Job No. 105 269 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, 316 Sunny Acres Road, West Glenwood Springs, Garfield County, Colorado Dear Mr. Shute: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated March 28, 2005. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be one and two story wood frame construction above a basement and small crawlspace area. The residence will be stepped down the hillside and located on the site as shown on Figure 1. Basement and garage floors are proposed to be slab -on -grade. Cut depths are expected to range between about 3 to 9 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located downhill and west of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The property is vacant of buildings and a driveway had been rough graded to the proposed building area. Vegetation consists of pinon and juniper trees with grass and weeds. The ground surface slopes steeply down to the southwest at a grade of about 28 percent. Numerous cobbles and boulders are exposed on the ground surface. Subsurface Conditions: The subsurface conditions at the site were evaluated by observing two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered were variable and below about one foot of topsoil in Pit 1, consist of silty sand with limestone fragments to cobble size overlying Leadville Limestone. In Pit 2 and the Profile Pit below about one foot of topsoil, sandy silty clay with limestone fragments was encountered to the pit depths of 8 feet. Results of f'.rkrr X03-841-7119 c Colorado Sprints 7W.6"53-5562 o Si[verchorot• 970 swell -consolidation testing performed on relatively undisturbed samples of the silty sand and sandy clay soils, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and moderate compressibility under additional loading after wetting. The laboratory test results are summarized in Table 1. No free water was observed in the pits and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil or limestone and designed for an allowable bearing pressure of 1,500 psf for support of the proposed residence. The sand and clay soils tend to compress after wetting under load and there could be some post -construction differential foundation settlement. A bearing pressure of 4,000 psf can be used for bearing entirely on the underlying limestone. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on-site soil as backfill. A sliding coefficient of 0.35 and a passive earth pressure of 350 pcf, equivalent fluid unit weight for compacted backfill, can be used to resist lateral loading on the foundation. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can 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. Joh No. 105 269 -3 - 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 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 11/4 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. Free -draining wall backfill should he capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the building caused by irrigation. Percolation Testing: Percolation tests were conducted on March 30, 2005 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Figure 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Figure 2 and consist of two feet of topsoil overlying sandy silty clay. The percolation test results are presented in Table 2. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1, the proposed type of construction and our experience in Job No. 105 269 Ge&ech 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 pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations. and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Louis E. Eller Reviewed by: Steven L. Pawlak, P.E. LEE/ksw attachments Figure 1 — Location of Exploratory Pits and Percolation "fest Holes Figure 2 — Logs of Exploratory Pits Figure 3 — Swell -Consolidation Test Results Table 1- Summary of Laboratory Test Results Table 2 — Percolation Test Results cc: Sopris Engineering — Attn: Paul Rutledge Job No 105 269 APPROXIMATE SCALE 1" = 40' 6170 6160 P 2 A\ PQ P 3 \ N • PROFILE \ PIT 6150 6180 \ PROPOSE GARAGE N. PIT 2 6140 - — — 6190 6200 PIT 1 PROPOSE RESIDENCE \ 6170 20' ACCESS EASEMENT 105 269 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Figure 1 0 5 10 LEGEND: L1 EMI MO PIT 1 ELEV.= 6183' PIT 2 ELEV.= 6169' • 9 WC -1 6.9 DD -92 PROFILE PIT ELEV.= 6162' / / -- J / - J --2001.146 l LL••32 / PI -10 / 0 5 10 TOPSOIL; slightly gravelly sand and silt, loose, slightly moist to moist, dark brown to brown. SAND (SM); silty, gravelly, limestone fragments to cobble size, loose to medium dense, slightly moist to moist, light brown. CLAY (CL); sandy, silty, with limestone fragments, medium stiff, slightly moist to moist, mixed browns, slightly to moderately calcareous. UMESTONE BEDROCK; hard, moist, gray. Leadville Limestone Formation. 2" Diameter hand driven liner sample. Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated prior to our site visit on March 29, 2005. 2. Locations of exploratory pits were estimated by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided. 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was observed in the pits. Fluctuation in water Ie'el may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) —200 = Percent passing No. 200 sieve LL = Liquid Limit ( % ) PI = Plasticity Index (% ) Depth — Feet 105 269 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2 Compression % Compression % 0 1 2 3 0 1 2 0.1 1.0 0 APPLIED PRESSURE — ksf 100 Moisture Content = 16.9 percent Dry Density = 92 pcf Sample of: Sandy Cloy with Limestone Fragments From:Pit 2 at 3 Feet Coo�o movement pon wetting 0.1 1.0 0 APPIJED PRESSURE — ksf 100 105 269 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Figure 3 Moisture Content = 27.1 percent Dry Density = 80 pcf Sample of:Silty Sand with Limestone Fragments From:Pit 1 at 3 Feet ------CNDC No movement upon wetting 0.1 1.0 0 APPLIED PRESSURE — ksf 100 Moisture Content = 16.9 percent Dry Density = 92 pcf Sample of: Sandy Cloy with Limestone Fragments From:Pit 2 at 3 Feet Coo�o movement pon wetting 0.1 1.0 0 APPIJED PRESSURE — ksf 100 105 269 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Figure 3 Job No. 105 269 Li Z W 2 W W ~ H 0 0 Y • d gW0 J m co a•LL 2 0 0 cc a 2 L11 2 SOIL OR BEDROCK TYPE Silty Sand with Limestone Fragments Sandy Clay with Limestone Fragments Very Sandy Clay with II Limestone Frnom Pntc U i UNCONFINED COMPRESSIVE STRENGTH (PSF) ATTERBERG LIMITS LIQUID PLASTIC LIMIT INDEX (%) (%) 10 N PERCENT PASSING NO. 200 SIEVE 48 Z r a 0 g 0 z d. 71 6 NATURAL DRY DENSITY (( a Go 92 NATURAL MOISTURE CONTENT (%) 27.1 0 9 II SAMPLE LOCATION DEPTH (R) 3 3 4 thru 5 a a I) wt O p., 0., HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 105 269 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) P1 38 15 8 1/2 7 1 1/2 23 7 6 1/4 3/4 6 1/4 5 1/2 3/4 5 1/2 4 3/4 3/4 4 3/4 4 3/4 4 3 1/2 1/2 3 1/2 2 3/4 3/4 2 3/4 2 3/4 P2 42 15 Water Added 10 1/2 8 1/4 2 1/4 17 8 1/4 7 1/2 3/4 7 1/2 6 1/2 1 8 3/4 7 3/4 1 7 3/4 7 3/4 7 6 1 6 5 1/8 7/8 5 1/8 4 1/4 7/8 P3 39 15 111/2 91/2 2 15 9 1/2 8 1 1/2 8 6 3/4 1 1/4 Water added 10 3/4 9 3/4 1 9 3/4 8 1/2 1 1/4 8 1/2 7 1/2 1 7 1/2 6 1/2 1 6 1/2 5 1/2 1 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March 29, 2005. Percolation tests were conducted on March 30, 2005. The average percolation rates were based on the last three readings of each test. FROM : PIPELINE SOLNS INC PHONE NO. : 970 928 9207 Oct. 05 2006 04:05PM P1 .-Pipeline Solutions, Inc. PO Box 1054 to Glenwood Springs, CO 816D2 86 FAX From: Steven Shute Date: papternber 5 , 2006 txrceep- 970-928-9208 fax 928-9207 To: Location: 'Devin N r irr Co'toc lr-b? Phone Number: ( Fax Number: ( ) %. 34 -to Pages to follow: Original will be mailed? 2 ❑ Yes El -No Lily VOW" `a.s F Cri 5WIF o.as bes+r..a .1w flocs You OicHr Race Frw�ll+ari7 if you're not the intended recipient, please alert us that this went to the wrong place. Problems? CaII 970-928-9208 (24 hours) fax 928-9207 pipelinerjof..net FROM : PIPELINE SOLNS INC PHONE NO. : 970 928 9207 Oct. 05 2006 04:05PM P2 September 1, 2006 Steve Shute Pipeline Solutions P.O. Box 1054 Glenwood Springs, CO 81602 RE: Shute Property Residence — As -Built -Onsite Wastewater System (OWS) 316 Charo Road, West Genwood Springs, Garfield County, CO SE Job No. 25097.01 Dear Steve: Pursuant to County Regulations, this letter provides documentation that the new OWS system recently installed is in general compliance with the permitted design. Sopris Engineering has performed site visits to measure, inspect, and document the as built conditions of the constructed system. We have coordinated our efforts with the contractor that constructed the system. The system was inspected prior to backfilling and after all installations were completed. The as -built conditions and installation of the new OWS components is in compliance with the permitted design specifications for the system. The septic tank, distribution pipe, and absorption field installations are in accordance with Garfield County Regulations, the design presented in the Sopris Engineering design drawing, dated September 30, 2005. A 1000 gallon dual compartment concrete septic tank was installed with 4" tee baffles and an effluent filter. The absorption field was constructed with a total of 40 Quick -4 leaching chambers in a trench bed configuration with (4) 22' long trench beds containing 2 rows of 5 chambers each. The chambers were backfilled with native soil. The gravel backfill was covered with filter fabric and backfilled to the finished surface grade with native soil. Each trench bed was installed level. Inspection ports were installed on each corner end chamber. The chambers were installed in suitable soils consistent across the field. The field has individual distribution lines, from a concrete distribution box, connected to each chamber pair in each trench bed. The distribution box was installed level on compacted ground and is marked with a buried piece of rebar and sewer pipe. The minimum setback distances have been maintained. The 4 trench beds have a separation distance of approximately 8 feet and were installed approximately 1.5'-3.5' dcep relative to the existing slope grades. Additional observations of the soils within the field were perforated during construction indicating that the soils are consistent with the description in the geotechnical report. No ground water was encountered to a depth of 10 feet. OWS Operation and Maintenance The owner shall periodically inspect the OWS. perform any maintenance required and periodically pump the septic tank as necessay to ensure that the system is in good operating condition and performing as designed. The OWS should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, sanitary tees and effluent filter should be visually inspected bi-annually for clogging debris, damage or leaks. in general. for a properly utilized system; septic tanks should be pumped and inspected every 3 - 6 years. The 502 Main Street • Suite A3 0 Carbondale, CO 81623 r (970) 704-0311 a Fax (970) 704.0313 SOPRIS ENGINEERING LIC civil consultants FROM : PIPELINE SOLNS INC PHONE NO. : 970 928 9207 Oct. 05 2006 04:06PM P3 effluent filter should be cleaned every six months and at the time of pumping. maintained with suitable vegetative cover and kept free of root invasive plants. away from the absorption field should be maintained. if you have any question or need any additional information, please call. Sincerely, SOPRIS ENGINEERING, LLC SE ArEtle Paul E. Rutledge Desi ttittgi rrF Steven Shute SE Job No. 25097.01 September 1, 2006 Page 2 Absorption fields should be Positive surface drainage Steve Sliute Pipeline Solutions P.O. Box 1054 Glenwood Springs, CO 81602 September 30, 2005 RE: Shute Property Residence — Proposed Onsite Wastewater System (OWS) 316 Chit° Road, West Genwood Springs, Garfield County, CO SE Job No. 25097.01 Dear Steve: Pursuant to your request this letter/report presents our findings in regard to the feasibility and design of an engineered Onsite Wastewater System (OWS) for the above referenced Site. This design is based on our evaluation of the site conditions with information provided by others for use in supporting your application to Garfield County. Our recommendat!ons are in accordance with Garfield County and the State of Colorado 1SDS Regulations. Garfield County must permit any proposed improvement to the site. We have reviewed the information forwarded to us, formulated an OWS design and created a site sketch with construction details as part of our scope of work. Conclusions Based on our findings we believe that the design and installation of an approved OWS system :s feasible in accordance with the Regulations of Garfield County and the State of Colorado. We recommend that a new 1000 gallon septic tank be installed that will discharge effluent to a 395 square foot soil absorption trench/bed system. The soil absorption system can be installed in natural soils and will be located within the required setbacks down gradient of the proposed cabin, as delineated on the attached plan. The system will meet all required setbacks and be installed within the general boundaries indicated on the plan. Our Design is outlined below and delineated on the attached site plan. Site Location and Existing Conditions The subject site is located at 316 Charo Road, West Glenwood Springs, in Garfield County, CO. The Site comprises approximately lacre. The site is bounded in all directions by rangelands and adjacent lots. The site has a moderate slope (15%-35%) southward. The site is covered with native grasses and scrub oak, brush sage, Juniper and Pinon trees. Domestic water will be supplied by central water systems. There are no wells within 100' of the general vicinity of the absorption field. Proposed Site Conditions It is our understanding that you intend to construct a 3 -bedroom home. The maximum number of rooms to be utilized as bedrooms in the structure is 3. The proposed improvements will include a new OWS system with appropriate site grading. The new structure is to be generally located as shown on the plan. 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311• Fax (970) 704-0313 SOPRIS ENGINEERING • LLC civil consultants Steve shute SE Job No. 25097.01 September 30, 2005 Page 2 Subsurface Conditions A subsurface investigation was conducted on March 29, 2005 by Hepworth-Pawlak Geotechnical, Inc. (HP). The HP report is dated April 21, 2005, Job Number 105 269. The subsoil encountered at the site consists of 2 feet of topsoil overlying sandy silty clay with limestone fragments to cobble size. Groundwater was not encountered in the excavations to a depth of 8 feet at the time of the observations. Percolation testing at the site was performed. The results indicate a rate of 15-23 minutes per inch. We are using 20 minutes per inch for design purposes. Design Criteria The design flow is calculated as follows: 3 -bedroom house @ 2 person /bedroom = 6 persons. From the Garfield County 1. S. D. S. Regulation: Max. Design flow (Qd) = # of people x (avg. flow) x 1.5 gal/person/day. Gallons per day per person for the subject house = 75 gal/person/day Assume 6 -person population. Qd = 6*75'1.5* =675 gal/day Septic Tank Design Based on Design Flow Qd. Qd = 675 gal/day Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) V = 675 gal/day * 1.25 days = 844 gallons Use one 1000 -gallon dual compartment concrete septic tank Steve shute SE Job No. 251)97.01 September 30, 2005 Page 3 Soil Absorption System Design The field is sized by using the standard absorption area equation. A soil absorption trench system, utilizing gravelless chambers is recommended. The County allows a 50% area reduction for the use of gravelless infiltration chambers in a trench configuration and 40% reduction for the use of gravelless infiltration chambers in a bed configuration. The chamber units may be installed in native soils. Soil replacement with sand may be used in select locations if any scattered cobbles or rocks are encountered. We are using 15 minutes/inch for design to account for permeability through the biomat. Based upon the design percolation rate, the standard absorption area equation is: A(SF)=Qd*(t)w : where A = Area; Qd = Design flow (gal/day) 5 t = time in minutes This design calculation results in a recommended minimum absorption area: A = 475 *(20) 1/2 = 604 sq. ft. 5 Apply a 40% reduction for utilizing gravelless infiltration chambers in a trench/bed configuration. 475 x 0.6 = 362.4sq. ft. Assume 9.2 square feet per "Quick 4" chamber: 362.4 sq.ft. = 39 chambers Use 40 chambers 9.2 sq.ft/chamber Use a 394 sf of surface area in trench/beds with 40 "Quick 4" chambers: We recommend using a trench/bed system composed of 4 beds 22 feet long and 6 feet wide with 2 rows containing 5 Quick 4 infiltrator chambers in each row. Equal distribution is required. Effluent Distribution System A gravity distribution system will be utilized to transport effluent from the new concrete septic tank to a distribution box. An effluent filter will be installed in the secondary compartment of the septic tank to reduce suspended solid loading to the absorption trenches and extend the Life of the treatment media in the trenches. A 4" PVC effluent line will discharge effluent from the distribution box to individual header pipes at the head of each trench/bed. The discharge pipe(s) will connect to the head of the chamber row(s) from the header pipe. Appropriate chamber end plates shall be installed on the inlet ends to prevent scouring of the trench bottom surface. An inspection port should be installed on the top mid -point cut out at the end chamber in each trench. This will allow for checking the performance of the system over time. Steve shute SE Job No. 25097.01 September 30, 2005 Page 4 OWS Operation and Maintenance The engineered system shall be inspected on a regular basis and be properly maintained. The responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall inspect the OWS and perform maintenance and repairs necessary to ensure that the system is operating properly. The effluent filter shall be maintained when the tank is pumped or as needed. Suitable component handles and extensions on the filter assembly will be installed to provide easy maintenance. We recommend a periodic inspection be performed every 6 months. The OWS system should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, dispersal field and other applicable treatment system components should be visually inspected bi- annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be cleaned every six months and at the time of pumping. Absorption fields should be maintained with suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. Construction and Inspections Prior to construction of the permitted system the engineer should be contacted by the contractor and owner well in advance to provide adequate time to discuss the system components with the contractor, answer questions, resolve any conflict issues and schedule inspection site visits based on construction progress. County Regulations require that the Design Engineers of record perform site inspections of the permitted system during construction and provide "As -Built" documentation of the installed system to the County after construction is complete. General Notes 1) All materials and installation practices shall conform to the Garfield County Individual Sewage Disposal Regulation. 2) All sewer lines and distribution lines in the system shall be 4" Schedule 40 or SDR -35 PVC unless specified otherwise on the plans. 3) Add a two-way clean out on the service lines from the house and detached barn. 4) The system shall be plumbed to distribution effluent into the trenches with equal distribution. 5) The contractor shall ensure that the concrete septic tank and sewer lines are watertight. 6) The trench area must be protected to prevent damage from vehicular or livestock traffic and must be crowned to divert drainage runoff away from the trenches to minimize surface infiltration. 7) The leaching chambers shall be installed level in each trench. A splash plate shall be installed on the trench bottom surface below the inlet in each trench to prevent scouring from the effluent. The top of the backfill over the chambers shall be covered with filter fabric or other suitable pervious material to prevent the migration of fines from the overlying topsoil layer. Steve shute SE Job No. 25097.01 4- September 30, 2005 Page 5 8) The trenches must have a minimum cover of 12 inches. A final cover of topsoil suitable for vegetation, a minimum 4" deep, shall be placed from the top of the pervious cover layer to the finished surface grade. 9) The absorption trenches must be sodded or covered with vegetative ground cover. Our design and recommendations are based upon data supplied to us by others. If subsurface or site conditions are found to be different from those presented in this report, we should be notified to evaluate the effect it may have on the proposed OWS. If you have any question or need any additional information, please call. Sincerely, SOPRIS ENGINEERING, LLC Paul E. Rutledge Design Engineer '77)(tc?E„ .�� 'h A5 Projbbt �fire5`