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HomeMy WebLinkAbout450 Green Meadow Dr - 239122306001 - OWTS-5-14-10603uEp uNT OF F�f1V;RCN'fAF_',Au. HFAITH (9lo) 326-87 35 FAX: 1 ' 970) 328-6_78Z� TC)LL FREE: 800-25-61:f& CAGLE COUNTY P 0, &oA M 5 o C, B T 4a vv e. I � C:) Uflt Y . GS 4; T ;1: :j� ;j- � �!: I'. >: :!; :!! ;, 4! ; X �J: !:; :j: :1: :,� Tl� :v: J: 1; !i. ;jI �: 1: �'. I- ; I :,: -.: 5! ; � -! .1, �:: !.� � 1�� * :% * * L�� ::-. ': st $,! " 4 .;! ::z .:1 1: �� ;,., .�, e. FOR ONSITE' WASTEMATER TRE VIAIENTSYSTEN-1 Z W 11,f)[ING 111;RN "I'S ffT-S7 $ff (M ow- IN(:O.MITT" 1"I'APPLICATIO1'S WILL NOTHFACCITTIA) (SHT PLAN MUST131' IN CIA) 1) P, D', Ff.T.SCHEDUTI-' APPLICA'.11ON Fl:*I"' $iMI-0.0i) MAJOR 10-TAIR FEES'800-00 MINOR R_'PAIR Thk !'vz; Ihe ONN"I's flerloit, 'Site (-_VF1111arion Tuo, tir 5od ProhkObse:-vali011) zin(l Fio;tl Addiholud fms Tilly LAC Omn-jed it' } i� ito,,!vy, cotimruoion Sitc, vizit of consktimonn i.-; ncedud. I 1w rt:-jn�pmion 1CC is $135,00 Make III reillittallee Payable 14): Engle Comily Trew;llrcr. Property ONVIler: 303 Mailing Addl-ess.. n__ Regist c red Professif I I all-.' i) gi lice r. _'Pho I I o.- Applicant or Coitt act Person' ':ontr, - V Ijcrjl.jv(I Systons ( actor. - T__7D \_ .. - Company / DBA; ow". ----- - - M,'kilillg Address'. _ !►�: �0 '] nr�� en��3-..iJ�ik�1=�e� iiZ �f �L���:� i Permit Application is tuns -.X— New Installolioxi W-pair L(Watiol) of Plopowd Onsite Waste ste water , 1, rva title n t Svocill: Legal Description:4+ I Vie. to. _< : a size: 41,1 0-0-Ce's ,%ssessor's Link: Nvww W V. 11093ti W SiCddress: LI!M_ (6r " # Bu . A AildingType, _A Residential / Single Family of Bedrooms: Residential / LN-11110 Family NUMI)CE' 011if-di-MMIS' Commercial / Industrial" TV13C. of CrSc. ;Tz'I'licsto Nystenis require desigil my a Re istcm v(I —Spring Surface public If Public Name of"SlIpplier: - ftttn4a 1xv, Vt -'__..__ _.r. __ __.---- Applicant Signatill-e. 7. Officc USv 0 Ili Amount Paid: Receipt It. (AwcOt.- LL 33 Four Wheel Drive Rd Carbondale, CO 81b23 23 970.309.5259 KIM[ 1, March 17, 2014 Jacob Down Buildco P.O. Box 9085 Aspen, CO 81612 buildcoloradoggmail.com Onsite Wastewater Treatment System Design Breindel Residence (3-Bedroom) 450 Green Meadow Drive Eagle County, Colorado Jacob, Project No. C1069 ALL SERVICE septic, LLC has completed an onsite wastewater treatment system (OWTS) design for the subject residence. The legal description of the property is Lot 16, The Meadows, Aspen Mountain View #2, Eagle County, Colorado. The property is located outside of Basalt, in an area where OWTSs are necessary. SITE CONDITIONS A property is currently undeveloped and a 3-bedroom single family residence is proposed. There is an abandoned ditch that runs parallel to Green Meadow Drive along the northern portion of the property. This ditch is greater than 50-feet from the proposed absorption area. The property slopes to the south. The proposed absorption area will be located southeast of the proposed residence. The proposed absorption area is sparsely vegetated with grasses and sage brush. Domestic water is provided by a community water system (Aspen Mountain View). Photos taken March 13, 2014 Photo from Green Meadow Drive, looking south. Page 2 Abandoned ditch, looking east to west. Percolation test hole and backfill from holes SUBSURFACE The subsurface was investigated on January 30, 2014 by HP Geotech and summarized in a report dated February 13, 2014, Job No. 113 462A (enclosed). "A profile pit and three percolation test holes were excavated. The subsoils exposed in the Profile Pit consisted of about 2-feet of topsoil overlying sandy silty clay (loam) to the bottom pit depth of 8-feet. No free water was observed in the pit and soils were slightly moist to moist. " Percolation test results were recorded as follows: P1 = 40 minutes per inch (MPI) at 30-inches P2 = 36 MPI at 36-inches P3 = 18 MPI at 40-inches A gradation and hydrometer analysis was also performed by HP Geotech on a sample taken from approximately 3-feet below grade from the Profile Pit. Results show the soil consists of 4% gravel, 26% sand, 49% silt and 21 % clay. The USDA soil type is classified as Loam. During a site visit on March 13, 2014, we observed the soils in the percolation holes to have a granular structure. The profile pit was no longer open at the time of our site visit. After review of the HP Geotech subsurface analysis, a long term acceptance rate (LTAR) of 0.5 gallons per square foot will be used to design the OWTS. Page 3 DESIGN SPECIFICATIONS The OWTS design is based on 3-bedrooms. An average daily wastewater flow of 450 GPD will be used. The system installation must include a minimum 1000-gallon, two -compartment septic tank with an effluent filter on the outlet tee. Effluent will gravity flow to four gravelless chamber trenches. Each trench will have 17 `Quick 4' Infiltrator® chambers for a total of 68 chambers and 680 square feet of absorption area. There must be at least 6-feet of undisturbed soil between trenches. Eagle County Environmental Health Department prefers a serial distribution configuration. Observation ports should be installed at the beginning and end of each trench. Observation ports may be cut to grade and covered with a sprinkler box for access. The component manufacturers are typical of applications used by contractors and engineers in this area. Alternatives may be considered or recommended by contacting our office. Construction must be according to Eagle County Individual Sewage Disposal System (ISDS) Regulations, the ISDS Permit provided by Eagle County Environmental Health Department, and this design. REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed are of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irritation shall be plated over the area. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating absorption systems, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the absorption area. No heavy equipment, machinery, or materials should be placed on backfilled absorption area. Livestock should not graze on the absorption area. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm an absorption area. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non -biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. Page 4 ADDITIONAL CONSTRUCTION NOTES If design includes a pump, air release valves and weep holes should be installed to allow pump lines to drain to minimize risk of freezing. Excavation equipment must not drive in excavation of the absorption area due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over absorption area must be uniform and granular with no material greater than minus 3-inch. INSTALLATION OBSERVATIONS ALL SERVICE septic, LLC must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. ALL SERVICE septic, LLC should be notified 48 hours in advance to observe the installation. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, ALL SERVICE septic, LLC should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The installer should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Please call with questions. Sincerely, ALL SERVICE septic, LLC Carla Ostberg, MPH, REHS Reviewed Richard H Enclosures: HP Geotech Report dated February 13, 2014 G(5o'f'tec:h HEPWORTH-PAWLAK GEOTECHNICAL February 13, 2014 1€tpwtirth-Pax lak Gecitechnical, Inc. 5020 R150d 154 GIcntvn011 Cul01';IJ , 81601 Ph,,nc: 970-945.79S8 Fax: 970-`145-S454 Heather Breindel c/o Greenline Architects 65 North 4th Street, Suite 5 Carbondale, Colorado 81623 Job No.113 462A Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 16 Filing 2, Aspen View Subdivision, 450 Green Mountain Drive, Eagle County, Colorado Dear Ms. Breindel: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our proposal for geotechnical engineering services to you dated November 20, 2013. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be two story wood frame structure with a walk -out basement level located on the site as shown on Figure 1. Ground floor will be slab -on -grade. Cut depths are expected to range between about 4 to 10 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site is currently an undeveloped lot in the Aspen Mountain View Subdivision. The lot is bordered to the north by Green Mountain Drive and to the south, east and west by vacant and occupied residential lots. The lot extends approximately 1,500 feet to the south of Green Mountain Drive with the residence planned on the north side of the lot. The site surface slopes steeply down to an abandoned irrigation ditch that parallels Green Meadow Drive and then moderately to the south. Vegetation consists of grasses, sage brush and a cluster of oak brush near the north side of the lot. There was 1 to 2 feet of snow cover on the lot at the time of our field work. Parker 303-841-7119 0 Colorado Springs 719-633-5562 0 Silverthorne 970-468-1989 -2- Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered in Pit 1 below about 2 feet of topsoil, consist of sandy silty clay with occasional basalt gravel and cobbles. In Pit 2 the subsoils encountered below the approximately 2 foot thick topsoil layer consist of basalt gravel, cobbles and boulders in a sandy silty clay matrix. The clay soil is stiff to very stiff in consistency and lightly calcareous. Results of swell -consolidation testing performed on relatively undisturbed samples of the sandy clay matrix, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a low collapse potential (settlement under constant load) when wetted. The samples showed low to moderate compressibility under increased loading after wetting. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1,500 psf for support of the proposed residence. The clay matrix soils tend to compress after wetting and there could be some post -construction foundation settlement. Footings should be a minimum width of 18 inches for continuous walls 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. Basalt boulders were encountered in the foundation area pits and difficult excavation conditions should be expected. Chipping or blasting may be required in deeper parts of the building excavation or in deep utility trenches. Disturbed areas and voids created by boulder removal in foundation areas should be backfilled with properly compacted imported granular fill such as 3/-inch road base or concrete. Granular fill in footing areas should be placed in maximum 8 inch loose lifts and compacted to 100 percent of a standard Proctor value for the material near optimum moisture content. Exterior footings should be provided with adequate cover above their bearing elevations for fiost 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 subsoils (exclusive of topsoil and oversize material) as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. -There could be some slab settlement if the subgrade becomes wetted as discussed above. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with Job No.113 462A Ge Ptech -3- 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 or a suitable imported granular material devoid of vegetation, topsoil and oversized rock. 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 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 1 %z feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the structure has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. Drying of the soils during construction could increase the future expansion potential of the soils. 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 be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We Job No.113 462A GeWirtech 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 structure. 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 the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the foundation caused by irrigation. Percolation Testing: A profile pit and three percolation test holes were excavated on January 29, 2014 at the locations shown on Figure 1. The subsoils exposed in the Profile Pit consisted of about 2 feet of topsoil overlying sandy silty clay (loam) to the bottom pit depth of 8 feet. No free water was observed in the pit and the soils were slightly moist to moist. Percolation test holes were hand dug in the bottom of shallow backhoe pits and soaked with water on January 29, 2014. Percolation testing was conducted on January 30, 2014, by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation test results are summarized on 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 and to the depths shown on Figure 2, 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 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 Job No.113 462A �gtecho -5- 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. f ' 47281 Jaynes A. Parker, P.E., P.G. Reviewed by: �',�- � QNAt .� C�� jl�')� �' Daniel E. Hardin, P.E. JAP/ksw Attachments Figure 1 — Location of Exploratory Pits and Percolation Tests Figure 2 — Logs of Exploratory Pits Figure 3 — Swell - Consolidation Test Results Figure 4 — USDA Gradation Test Results Table 1 — Summary of Laboratory Testing Table 2 — Percolation Test Results cc: Greenline Architects — Steve Novy (snov cry reenlinearcliitects.conl Job No.113 462A G,E�.Ptech APPROXIMATE SCALE DRIVE P;O IVEW4 PROPOSED LEACH FIELD o P1 p 3 PROFILE PIT P2 i SOUTH PORTION OF LOT 'OSE \GE f PIT 2 PROPOSED HOUSE L � STAKED BUILDING ENVELOPE 113 462A H LOCATION OF EXPLORATORY PITS AND Figure 1 HEPWORTH•PAWLAKGEOTECHNICAL PERCOLATION TESTS 113 462A Gogaedh USDA GRADATION TEST RESULTS Figure 4 HEPWORT14-PAWLAK GEOTECHNICAL PIT 1 PIT 2 PROFILE PIT 0 0 7-7 S1 wC=9.9 DD=a7 U WC 9.4 -J GRAVEL= 4% 5 -200=60 SAND= 26% LL=41 SILT= 499b L CL P1=22 CLAY= 21% m WC= 0.3 p DD=95 -200=81 10 10 LEGEND: 0 TOPSOIL; organic sandy silt and clay with basalt rocks. F] CLAY (CL); silty, sandy, occasional basalt gravel and cobbles, stiff, slightly moist, whitish brown, calcareous. BASALT COBBLES AND BOULDERS (GC); in sandy silty clay matrix, medium dense, slightly moist, whitish brown, calcareous. 2" Diameter hand driven liner sample. y Disturbed bulk sample. _J TPractical digging refusal. NOTES: 1. Exploratory pits were excavated on January 29, 2014 with a backhoe 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were not measured and the logs of exploratory pits are drawn to depth. 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 encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DID = Dry Density (pcf) 113 462A H -=-I -200 = Percent passing No. 200 sieve PI = Plasticity Index (%) +4 — Percent Passing No, 4 LL = Liquid Limit (%) LOGS OF EXPLORATORY PITS I Figure 2 0 4 c 0 Cn U) 6 Q E 0 U 10 12 M 0 0 2 Cn Cn 0 a 0 4 U No Moisture Content = 9.9 Dry Density = 87 Sample of: Sandy Silty Clay From: Pit 1 at 2 Feet Compression upon wetting percent pcf 0.1 1.0 10 100 APPLIED PRESSURE - ksf 0.1 113 462A Moisture Content = 10.3 Dry Density � 94 Sample of: Sandy Silty Clay From: Pit 1 at 6 Feet Compression upon wetting percent pcf 1.0 10 APPLIED PRESSURE - ksf { ec:h SWELL -CONSOLIDATION TEST RESULTS AWLAK GEOTECHN[CAL HER Figure 3 w J a co J N W co LU I— O H a 0 J LL 0 CL� N fES w (j a � O� JU U50 U LU c m m a U) a c13 � �p r U N �c rn V X m F ¢a N J az w w a� W o f- 0 UFnN> O r uaO n LO ao aaz z0 � O M a J Cl) LU J LO a ❑ Lz a oO O) Z ❑ J a z � D F O `� ch (0 Cl aoo °� Z20 O r F m F N U-) CO 0 U ❑ C) O J J Q) a a L LP O 0)0- HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO 113 462A 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 (MINANCH) P-1 30 10 20 20 20 20 20 8% 8 40 8 71/2 7% 63/ 3/ 63/4 6% 1/2 6'/4 53/ %2 5% 5% '/z P-2 36 10 209 20 20 20 20 91/ 9 % 48 % 83/ '/ 83/ 8 Y2 1/4 8% 8 8 73/ 73/ 7% 1/2 P-3 40 10 20 20 20 20 20 8%2 7 11/ 18 7 43/4 2 %4 9 7'/ 1 1/2 71/z 6'/4 1 %4 6% 5% 1 5% 4 1 % % Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on January 29, 2014. Percolation tests were conducted on January 30, 2014. The average percolation rates were based on the last three readings of each test. 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Box 179 Eagle, CO 81631 0 MEhv 11P CCF04162014 Breindel i Buildoo Eagle County Environmental Health 4/17/2014 Eagle County Environmental Health: septic permit 1876 800.00 Wells Fargo Checking CCF04162014 Breindel 800.00