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pitkin.eh.247115401006 (2013)
Document Layout (From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications. As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System .etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. &SITE WASTEWATER TREATAT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd - Aspen, CO • 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit#: 0024.2013.POWT Parcel ID#: 2471-154-01-006 Permit Issued: ENEW CDU []REPAIR ❑REMODEL/ADDITION []TANK ONLY []FIELD ONLY []AMENDMENT Owner(s): Jean and Monroe Dodd Property Address: Legal Description: 1750 South Shore Drive Lot 6. Ruedi Shores Subdivision Size of Lot: 10.37 Acres Detached Accessory Unit: EYES ❑NO Size of Building: 2800 fe Sq. Ft. Size of Accessory Unit: Sq. Ft. Designed By: Sopris Engineering Project#: 12175.01 Dated: 7125113 Phone #: 970-704-0311 Mailing Address: 502 Main St, Carbondale Fax #: 970-704-0313 Email Address: orutledgeCa sopriseng.com Perc Rate: 60 mpi Profile Hole Depth: 8' Minimum Tank Capacity: 844 gallons Depth to Groundwater or Bedrock: Minimum Absorption Area: 1046 fe Permit Conditions: ➢ 8' This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This system will consist of a 1000 gallon, 2 compartment, concrete septic tank with an effluent filter in the outlet tee. This will then flow into a distribution box which must be level and accessible from grade. The d -box will split the effluent evenly and distribute it to 2 Elgen in drain unit treatment beds. Each bed will be excavated 9'x62' and a maximum depth of 4'. The beds will consist of 15 Elgen in -drain treatment units installed on 6" minimum of sand and sand will be used to fill the space between the bed excavation and the Elgen units. A perforated 4" PVC pipe will be installed on top of the Elgen units with holes pointed downwards, then covered in geotextile cloth, then buried in clean fill. Inspection ports will be installed at the ends of each bed. A minimum setback of 5' from the house to the tank is required. A minimum 100' setback in required from the well to the treatment bed area. This Permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an "as -built" letter to this Department within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate property or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as -built" drawing must be submitted and approved by EH before final approval of the system will be issued. Issued By: Bryan Daugherty, REHS Date: W13 Expires: 8/6/14 16C OF Jean and Monroe Dodd 6726 Cottonwood Drive Shawnee, KS 66216 September 29, 2014 RE: AS -BUILT, On-site Wastewater Treatment System (OWTS) Report, Lot: 6, Ruedi South Shore, 1750 South Shore Dr. Meredith SE Proposal No. 12175, Parcel No. 247115401006 Pursuant to County requirements, this letter provides documentation that the new Onsite Wastewater Treatment Systems (OWTS) recently installed at the above referenced site is in compliance with the permitted design. Sopris Engineering inspected the excavations, soils, materials and the installation of the system components at various times during construction, prior to final backfill and after all installations was complete. The OWTS constructed on site consisted of a new treatment/absorption field, septic tank, distribution piping and distribution box. The OWTS was designed and built to serve the needs of the new 3 -bedroom residential structure. Sopris Engineering performed several visits to inspect and document the as built conditions of the constructed system. We have coordinated our efforts with the earthmoving contractor that constructed the new system. The as built conditions and installation of the new OWS components is in compliance with Pitkin County Regulations and the design presented in the Sopris Engineering design drawing, dated July 25, 2013. An As -built OWTS record drawing is attached delineating the As -built descriptions and location of the components. As -built System Component Installation A new two chamber 1000 gallon concrete septic tank, two geotextile sand filter (GSF) beds and a distribution box were installed within the approved activity envelope. The septic tank access openings were fitted with concrete risers and lids at the surface. A 4" effluent filter was installed in the tank outlet sanitary tee. The tank is watertight and was set level. A cleanout is installed on the sewage line off the exterior wall of the residence. Treatment/Absorption field: The installed treatment/absorption field contains 30 In Drain units (model EL00924) placed over 6 -inches of sand. The field area divided into two GSF treatment beds, each with a single row containing 15 units per row, placed in the center over a 6 -inch deep filter sand layer (concrete sand) approximately 60 feet long by 9 feet wide. The beds have an average excavation depth of 18 to 36 inches from finish grade. Each bed was constructed level. Effluent from the septic tank discharges to a 4 port HDPE distribution box, installed with risers and access lid at the finish surface grade. Two individual distribution lines are installed to equally distribute effluent to a tee at the midpoint of each perforated distribution pipe lateral, installed on the top of the GSF row in each treatmentlabsorption bed. The 4" SDR -35 lateral pipe, installed level, runs the full length of the GSF row and is capped on both ends with a swept 90 degree fitting and inspection port pipe riser. A 4" vertical piezometer monitoring pipe is installed at the midpoint of each bed. 502 Main Street • Suite A3 ❑ Carbondale, CO 81623 ❑ (970) 704-0311 ❑ Fax (970) 704-0313 SopRIS ENGINEERING • LLC civil consultants AS -BUILT, OWTS, Lot: 6,1750 South Shore Dr SE Job No. 12175.01 September 29, 2014 Page 2 A subsurface soil investigation was performed by HP Geotechnical and USDA soil texture method tests were performed by Sopris Engineering in the area of the new proposed secondary treatment absorption fields. Three percolation test holes and one profile pits was excavated by a backhoe approximately 8 feet deep to allow observation of the soils in the area of the proposed field. The average percolation rate was calculated to be 60 mpi. The soils below 1 1/2 to 2 feet of topsoil consist of very gravelly sandy loam material. No free water was encountered in the exploration pit. Groundwater levels are expected to be below a minimum of 10 feet from the existing surface grades. The soils are suitable for treatment/absorption beds. The soils in the excavations at the sand soil interface were tested by the engineer and confirmed to be consistent with the geotechnical description and characterized as sandy loam to clay loam. OWS Operation and Maintenance Ownership of the system and responsibility for maintenance and repair will remain with the property Owner. The owner is responsible for maintaining suitable vegetative cover on the beds. The components of the OWS system should inspected within 30 days of being placed into operation and should been inspected and maintained bi-annually. The tank, absorption field and other system components should be visually inspected annually. In general, for a properly utilized system, septic tanks should be pumped every 3 - 4 years. The effluent filter should be cleaned annually and at the time of pumping. Absorption fields should be maintained with suitable vegetative cover and kept free of root invasive plants. 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M MMYIM- ORApl1NN 116 Nr ISINIEO ATA WeN Q II SInPE NL W V _ p MS i0 N9K m�W�L pSRHV11Gl MWOI M 59rFY ^ - - I {�I \� 4 \r r 5W MN RRp�MdOENmEL�iFD r�r-y^•� .2 --"-"- _ 6� / _-_ ^fjJhO `NYPACRD5l6FAH AIWI14'. iFE4 9N TRENCH CROSS-SECTION FOR SDR -35.26 OR SCHD-40 PIPES -7950 _ O dvv > ul --7955__ _'i_..-_ —'mo i/a- co m co co ' GRAPHIC SCALE 4M9°O°"Inn)Im Y HerlDx d' V O M r a O W W YT�ay N'al'a'ro Y - (� rr Wruu WIN 'sISD YK aIAMn �uR1Aui) U Q as nnMu HRr w m �'Wn � Y � 1 a Ten) I urea ur n r RD� DMTO'1'ION BOX MAIL O Ma R4A FAM "' n W Z O wa NyMIMe wo ®MJII011 RF J. Q ' � J .o+rYn slxc ebeeA A r wH a twos m eAPrFE meH Lopes exm Htar xpFs+ :Ae O_ j Imr ro a w Wr "'AY.r w°qa YµwM wll�asrJ� � �^ I TYPICAL 'paµ CROSS SECTION W m 5GLL[ DAM 8P)!. aIPY] ADe YD. u+rs arae Dopa — - p .. nomm.amn •un'wwosww.. n� _zS96G—v�`.�qY i •W e..aa� mu �wrw aro• �.• T a; "F • i'IY]6 9adYN0- — — R L _- ,rte • .Ntf��,��g` .. _.,.. .moi •_... �.. .- >.__.. -. _. .G' e. - -- f: T�.3ii'.Z31^ ^+r.� rn•4 MCA �.ay n wnrr.r.nam. • i'IY]6 9adYN0- — — R L _- ,rte • .Ntf��,��g` .. _.,.. .moi •_... �.. .- >.__.. -. _. .G' e. - -- f: T�.3ii'.Z31^ ^+r.� rn•4 MCA �.ay • i'IY]6 9adYN0- — — R L _- ,rte • .Ntf��,��g` .. _.,.. .moi •_... �.. .- >.__.. -. _. .G' e. - -- f: T�.3ii'.Z31^ SITE WASTEWATER TREATME I YSTEM (OWTS) MEMEIMM CONSTRUCTION PERMIT APPLICATION 76 Service Center Rd • Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5374 Parcel IDI (available from the Prddn County Assessor's Office =41205160 /J�- ` - �� 7 � Contact/ApLIicon[ M ling Actress. 1 7 or at wivw.pitki assesaor.oral: i�i� 4� �s ass Phone ' Purpose of Permit ,,__...,,S // �f'Jtvtr ❑ REPAIR DUE TO FAILURE ❑ wMCOELIADDTfION ❑ TM1K OILY ❑ FIELD ONLY Cost of System Raper or Reniodet/Addtion (appro mate): Buildng Penna # (a applicable). po Lot Size (in acres). Or37 Property Addr s. Number of Potential Bedrooms: Lot Block Fling�ybdvision: 09 /A a �o t0� u�i Sir e/5�r S�Je%vi.te o Sae of Accessory Lha (square feet). Number of Potentia Bedrooms In or Fixture List for the Accessory Una Property Omer(s)•: ,— �6tN o� dog / Emal Address' o c! �oVsoeiu// 9 Q it+ai/,coRr Ovmer3 Maleddress: A'W1Jacity , . Stj�ts Z Home Phone 3 / 2 Business Pp. �7 Phone Number Fax Number. 9)D fi;�70701103/3 R.oraact information must be provided for the owner signing this application Primaryu Pers (Applicant (rf na owner) G Company (AJ !> Contact/ApLIicon[ M ling Actress. 1 7 Cay, State, Zip Cell Phone: q -7 0 p� A 223 0 '44-7-6 �s ass Phone ' Fax Number Beal Address '.nc.,cv jPA Buildng Penna # (a applicable). Lot Size (in acres). Or37 Size of Building (square feet): g� O Number of Potential Bedrooms: cessd Accessory Unit? El YES ❑'l 0— Sae of Accessory Lha (square feet). Number of Potentia Bedrooms In or Fixture List for the Accessory Una Water Source. PRIVATE WELL ❑ suRFAcE WATER ❑ spRING ❑ cONNUNIN/Rmc WA1ER sysTBd Name of Community/Public Water System If appi cable). Engineering Firm: Job Number S,0/ Phone Number Fax Number. 9)D fi;�70701103/3 Mailing ress // Qty, State, Zip. OZ %t�,0 Sf, ai/jcwdo�6 /6L3 PLEASE READ BEFORE SIGN NG: I certify that the above information is complete and accurate and that I have provided complete and accurate information in All of the documents included In my application package. I acknowledge that EW N2 may revoke any permit I am Issued If my application Is found to contain any irecarate, false, or rdsloodrigIrformation. I uraferstand that no construction maybe undertaken on an OWTS until an aVIS Construction Pernik is Issued L° 2y , -2.0 )3, P © to i Name: Parcel Pitkin County Environmental Health Department Contact Log Sheet to -be Taken. - Infids Tune MINEz MINE MIMM MINE Form COLORADO DIVISION OF WATER RESOURCES For Office Use Only No. DEPARTMENT OF NATURAL RESOURCES GWS -11 11201 l 1313 Sherman SL, Ste 021, Denver, GO 80203 Main: 303 866-3581 Fats 718&2223 dwroetraftsontnegiDstate.w.us CHANGE IN OWNER NAME/ADDRESS CORRECTION OF THE WELL LOCATION RECEIVED Review lostrectou oa The sevens side prior to co"Ipletlag the forth DEC 12 2011 Name. address and phone of person dainino owrnersttb d the well cermR Name(s): Jean D. Dodd and Monroe E. Dodd, 111 1NATER RESOURCES STATE ENGINEER COLO. Mailing Address; 6726 CatorwroW Drive City, St. Zip: Shawnee, KS 88216 p)gnq 913226-3194 EmMAddmss: dondod1996@gmail.com The form Is Bled by the named irdividualfailftmitring Una they are One owner of the well permti ; referenced below. This filing Is made rrsuant to C.RS. 37-94143. WF1L LOCATION' Weft Permit Number. SI.i41'F Receipt No- 063379 Case Nneber; s2CW0367 County Pitkin Well Name or N (oplonst) ROedi South Shores Lot 6 (Address) (pty) (State) (zip) NW 1!4 d the SE 1l4, Sec. 15 Twp. 8 Q N. or ®S., Range 84 0 E orGW., 6th P.M. Distance from Section Lines: 2395 Ft. From O N. or®S., 1845 Ft. From © E. or I--] W. Line. OR GPS well location information in UTM formet. You must check GPS unit for required settings as Ullows: Formal rntst be UTM. O zone 12 or ❑ zone 13; Units must be meters: Datum must be NAD83; Unit must be sal to true north. Easting Northing Subdivision Nano Rued South Shores Lot 6 , Block _ , FlinglUnit The above ts(ed owaneKs) says) Thal he, she (they) own the well permit described herein. The existing record Is being amended for the fallowing reasons: N Change in name d awns [3 Change in mailing address a Correction of location for exempt wets pemitled pip to May 8, 1972 and non-exempt wells pennl[ed before May 17, 1965. Please see the reverse side for hviher Inkanatlbn regarding coneclion of the w601o®8on. I (we) calm and say that I (we) (an) (ore) the owner(s) of the well pxmil described above, know the cpntents ofthe statements made herein, and state that thav are true to(our) new owtner(s) sig32r7 Ir slgryrg pr4lnanle 5 title FAN DD VODD De1e rhmrrldlyyyy) 11 t28 �l/ �-. r coil✓o sDWy a the newowwer of the wet permit to complete andfa Ngn nils (von If an agent is signing or ekaring Information lease see Instructions. Please sod corhRmteiah a amptatce of change In owner nandadhess vie: Email address leled above .w US Mad (Z •l6 -l( Stale Engineer 13Y we H� Go otech HEPWORTH-PAWLAK GEOTECHNICAL June 10, 2013 f-.:. u)iO 114S 14. 4 m,a IIhl „amt.,,i� J -I,,:.I Jean & Monroe Dodd 6726 Cottonwood Shawnee, Kansas 66216 dondod19966kniail com Job No. 113 012A Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence, Lot 6, Ruedi South Shore Subdivision, 1750 S. Shore Drive, Pitkin County, Colorado Dear Mr. & Mrs. Dodd: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation testing for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our proposal for geotechnical engineering services to you dated January 9, 2013. 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 is beyond the scope of this study. Proposed Construction: The proposed residence will be a 2,800 square foot, 1'/z story wood frame structure over a walkout basement located on the site as shown on Figure 1. Ground floors are proposed to 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. The septic disposal system is proposed to be located north and downslope of the house. 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 was vacant and undeveloped except for the existing driveway into the southeast comer of the building area and the existing water well at the time of our field exploration. The lot is located on a moderately steep, north -facing hillside that slopes at about 20 percent down to the north. The house site is located in an opening in P-11kcr 101-841-7119 119-6;i-5502 • Slkeldl,,inc 970-40,�-1959 9 -2- 0 the aspen/fir forest that dominates the lot. Vegetation in the building area consists of sage and small aspen trees with grass and weeds. Outside of the building area there are tall aspen and scattered fir trees with an understory of serviceberry and other brush. There was patchy snow in the shaded areas around the site. Widely scattered angular to subangular cobble size rocks were observed on the ground surface. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating 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 in the building area, below about 1'/z to 2 feet of topsoil, consist of gravel and angular rock fragments up to 2 feet in size in a sandy silty clay matrix. Results of swell -consolidation testing performed on a relatively undisturbed sample of the sandy silty clay matrix, presented on Figure 3, indicate low to moderate compressibility under existing moisture conditions and light loading and a low collapse potential (settlement under constant load) when wetted. The sample showed high compressibility under increased loading after wetting. Results of a gradation analysis performed on a sample of the clayey sandy gravel with cobbles (minus 5 inch fraction) obtained from Pit 2 are presented on Figure 4. The laboratory test results are summarized in Table 1. No free water was observed in the pits at the time of excavation and the soils were 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 soils tend to compress under load 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. The topsoil and loose 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 42 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 55 pcf for the on-site soil as backfill, excluding rock larger than about 5 inches. Job No. 113 012A 16 -3- 0 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 mountainous areas 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 inches. The drain gravel backfill should be at least 1 Meet 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 be Job No. 113 U12A -4- 0 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 driveway/parking area. 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. Percolation Testing: Percolation tests were conducted on May 8, 2013 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 very gravelly sandy Ioam. The gradation test results performed on a sample from the Profile Pit are shown on Figure 5. The percolation test results are presented in Table 2. The measured percolation rates ranged from 40 to 80 minutes per inch The overall average of the three tests was 60 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. A civil engineer should design the 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 expressed 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 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 Uo IVO.Ili VILA 0 -s- 0 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 Daniel E. Hardin, P Reviewed by: Steven L. Pawlak, P.E. DEH/ksw INC. attachments Figure 1— Locations of Exploratory Pits and Percolation Test Holes Figure 2 — Logs of Exploratory Pits Figure 3 — Swell -Consolidation Test Results Figure 4 — Gradation Test Results Figure 5 — USDA Gradation Test Results Table 1 — Summary of Laboratory Test Results Table 2 — Percolation Test Results IVV I'V.l IJ VILA 0 P2 P3 7930 PROFILE _ _ _ 7935 PIT P1 7935 7940 - PROPOSED RESIDENCE 794$ - - - - APPROXIMATE SCALE 1"=20- P 2 0' - - - - - - - 7940 7945 PIT 2 -7950 PIT PROPOSED DRNEW _ .795 0 _ EXISTING 79551_ WELL - - 1(360 i i i i i 7960 113 012A 1 t( LOCATIONS OF EXPLORATORY PITS AND PFRr01 ATInM TFCT uni Ce I Figure 1 m 2" Diameter hand driven liner sample. Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated on May 7, 2013 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 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 encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) 1-4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) 113 012A LOGS OF EXPLORATORY PITS I Figure 2 0 0 PIT 1 PIT 2 PROFILE PIT ELEV.= 7946' ELEV.= 7949' ELEV.= 7933 0 0 _ We=19.2 J DD=99 LL 5 -200=49 -- +4=38 a _ - PL=16 - _ 34 +4=52 - -200=45 5 ut N �e0? -200=30 Practical digging 0 refusal Practical digging refusal 10 10 LEGEND: TOPSOIL; clay, silty, sandy, with scattered cobbles, organics, soft, moist, black. GRAVEL (GC -CL); angular rock fragments up to 2 feet in size in a sandy clay matrix, more rocks with depth, medium stiff clay matrix, moist, brown. Medium plasitc fines. SAND AND CLAY (SC -CL); silty, with gravel and scattered cobbles, stiff, moist, brown. m 2" Diameter hand driven liner sample. Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated on May 7, 2013 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 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 encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) 1-4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) 113 012A LOGS OF EXPLORATORY PITS I Figure 2 0 0 t = 19.2 percent Mo;of: Dry 99 pcf Say Silty Clay Matrix FroFeet 0 1 Compression upon 2 wetting c 0 N P 3 n E 0 U 4 5 6 7 8 9 10 0.1 1.0 10 100 APPLIED PRESSURE - ksF _7SULFigure 113 012ASWELL-CONSOLIDATION TEST RES 3 H worth—Pawldc Geotu4lniwl HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 Job No. 113 012A SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL NATURAL MOISTURE DRY PIT DEPTH CONTENT DENSITY ft Y°) GRADATION PERCENT PASSING NO. 200 SIEVE ATTERSERG LIMITS UNCONFlNED COMPRESSNE STRENGTH SOIL OR BEDROCK TYPE GRAVEL (°A) SAND (%) LIQUID LIMIT PLASTIC INDEX 1 3 3 - 31h 19.2 99 49 34 16 Sandy Silty Clay Matrix Sandy Clay with Gravel 2 5 - 51h 52 18 30 ayey Sandy vel with Cobbles Profile 4-5 38 17 45 Very Gravelly Sandy Loam • HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) JOB DROP IN WATER LEVEL (INCHES) NO. 113 012A AVERAGE PERCOLATION RATE (MIN./INCH) P'1 P-2 42 3620 10 Water added Water added 7%. 5'h 2% 60 60 52 6% 7h M41%AI 63/4 6Y, 5'h 4%: 3'/. '/s 3'/. 3 a, 5% 5+h y, 5'h 5/ _ 5Yz 6% 5'/. 5 1% 1'h 5 4'/: 4% 4'/. +/, 4Y, 4 y 4 3% +/. 333/4 3Y2 1 P-3 40 20 7'/z 63/4 '/. 40 6% 6 Y4 6 5% y, 5% 5 y 5 4%: %s 4'h 4 'h Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 7, 2013. Percolation tests were conducted on May 8, 2013. The average percolation rates were based on the last three readings of each test. 06 0 FalRnHasRalRe YF1101VI1A911O f.1P RtAf03) Ls ulf t F— II Loe a Ruedl 9oum Af 10.37 Berea i SUEONq BNElOPE %AT NIB PAGE(M 50 ' 0 JEAN AND MONROE DODD, ACTIVITY A PARCEL OF COUNTY OF P[TKIN, STATE OF COLORADO PARCEL NO. 247115401006 SHEET OF F61 h!D..6RERAR4 S B9'OS f'E 1035 eG YElLIXY PlA9rF411 -- MA/U®L91If11 ACIINTYENYELQ^F i � ' TM �BIUAD,NO EMELQ°E ffIb EOOTI'RAODA4� Sr»W 0e^ ` i � ' BW40MY'SET flaG[IAIES I gSTANOE5A55NOWN I` / CL OfARi1NO PNOPQSEO �� -� � � 1MPROVEOONIVEWAY Qt� \ at — \ �jpRp \ c11 M1M£DL91Hfl ` Lot 7 fleet soum sbor. SubDlr . 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SOPRIS ENGINEERING - LLC CIVIL CONSULTANTS 502 MAIN STREET, SUITE A3 CARBONDALE, COLORADO 81623 J�1 e) \_ m srra PrAx mGearr RAP Illl(q [DUMIY fpMMIMT' Of W IORM[M gMC10R APHID VM iRb L014 MIEq 5 W IN SNORE SUBONISYYI HtMIY FmNgle �M qe %an Rerlrr Iw mYnwatlMRorRE brfAR rammwln Dewbvm.aLDXeaqula;�e+r � 301i uM b w4ka b NNn4 V RM O,o-mi W tlm �Mardeln RRRetlmfM. SyffM1i tD�i n`DEYtirwrfof�Ir�m emR usa DDol�ry mx atRRdlnralDaArmrAN¢ IMf AtlMNFnafbRe/SeeRM RRrIRNMEI1RRnamMeflblgxF yi MtMDIllu elMs[irtaMMmMaI (s+M1Y. ��f�A.W � Lb u� 30fxM�PIRlbeal�+fPYR1L�. RVRgauaWRa w,�-Wlw 1nngw%.».,m,xu. � �RRMORffORMA/DE WTr Basement/CraWl Space Plan oiw 1/1V20,3 uw H Ad ci.ary i A101 c� 1N' • i'-0' & 0 0 9 0 0 0 0 0 rq.aa..w 001 tw 7212013 0rankr j� Chra eq Al 02 a 0 OVMER/ARCHITECT: m.,II M Jean Dodd WW Coeam . Shames. KS 86218 1760 S.1SinanI m, ML 1780 S. Shore IX., MaWiM. CO 81802 (913) WI- MKI. (913) 9858519. (913) 228-3180 CIVIL Paul RWadpe Sopde Engine N 502 Main Street. Suite A-3, Carl cnde CO 81823 (910) 1090311; pMedpe@sop ",com STRUCTURAL Me T1 PE Seuctural Errgin lm Service 2881 Oaks Rd., Careond!.W 0061623 (910) 6613181; i eNpe*wiMElie.net U D USE PLANNING: Tom Neel ncl Ne iInd PmjM Resoaces. Inc. PO Box 9815. Basalt. CO 61821 (810) 8219895: tomnGsopns.net GEOTECH: Dar Hardin HP G.o 5020 County Roel 159 (9bn9ood Slxags. CO 81501 (910) 90.51895: Dan@hppaolatli.can CONSULTING ARCHITECT: Ken Ader RA NII4 orks Inc. PO Box 122M, Aspen, CO 61612 (NO) 99&9510: kwQM4esipn s.com PRE -CONSTRUCTION CONSULTING: Jerk WP Jack W1 Bui1 rInc. 20 Sumer Dr., Suite 3, BesaB, CO 81621 (810)921<226: j'^Qr' nc.can Ms orY Monroe and Jean Dodd Casa del DoDo Level 2 Plan vabanmow MMl uw m1=13 Pw p Ad L1asa9M A103 so0. tMat'97' 1IAW0 DISTRIBUTION -PIPE -TEE CONNECT TO PERFORATED - - - - - - PIPE INSTALLED TO EACH END OF RDW-(TYj ' \ ABSORP TION -BI=DS - MAINTAIN -MIN. _6' SEPARATION -� -7925- - - - ' - BETWEEN 12' WIDE BEDS._ - - - INSPECTION PORT GT_vp- -4 OBSERVATION RISER _ - - INSPECTION PORT (TYP.) 4" OBSERVATION PEIZOMETER r AT HEAD IIF -EACH DISTRIBU77ONSE-(-fl'P.� - _ _ - - L� 4z,� p`- - _ _ RISER INSTALL FROM BOTTOM OF SAND LAYER -' LIMITS OF ACJWTYVELOPE - - - _ - - - 0 pjr 62 �N_ _ - 6D - ABSORP770NITREATMENT - -� - - - - -1 A � ISTRIBUITON PIPES. BED MIN. 524 S.F. _� S _ _ _ - r O . IN3D T�ALL FROM D -BOXY SPLITTER TEE AT 4" 0 P�EORATEDID STRIBUTION LATERAL PFPEINSTALLED THE MID 77Q7�JT�el�EACH GSF ROW PERF. LATERAL _4T THE TOP CENTER OF 7jE-4N-DRAIN UNITS RUN THE FULL LENGTH -OF THE ROW. ORIENT PERFORATION _ _ DOWNWARD AT 5 -AND -7 O'CLOCK -DISTRIBUTION BOX W/ RISER AND LID AT THE SU�EACE. 9 - - - - - - 01- USE 8 PORT TUF-LITE OR EQUAL. INSTALL OVER MIN. -V ' ABSORPTION/TREATMENT BEDS - - - - i- -AGGREGATE-BASE COURSE OVER 12" COMPACTED SUBGRADF,„ - _ -- -USE 30 ELJEN 1"RAIN UNITS IN 2 BEDS. EACH -BED WITH A SINGLE - - - - _ INSTALL SNAP IN FLOW REGULATORS ON EACH OUTLET -PIPE. \ _ ROW OF 15 IN DRAIN UNITS PER R9.- THE -IN -DRAIN UNITS IN EACH BED SHAL BE INSTALLED_AT�L7=VEL GRADE OVER MIN 6" OF -SELECT 'FILTER SAND__(CONCRETE SAND). EACH BEO- MAY -BE INSTALL AT - - - - - - - - - - - - - - - L - - DIFFERENT LEVELS. THE TOTAL BASAL ABSORPTION SURFACE AR 0' _ - - 4" EFFLUENT LINE FROM\ SH4LLBE A MINIMUM 1946-S.F. THE LOCATION OF BEDS MST BE - - TANK TO D -BOX _ -7935- \ -WITHIN THE GENE-R� LOCATION SHOWN -AND MEET ALL REQUIRED GSF ABSORPTION/TREATMENT- - - r INSTALL 1000 GAL. 2 -COMPARTMENT CONCRETE SEP- C'Z'TANA SETBACK REQU/RE1 ENTS, WE RECO MEND" THAT THE BOTTOM OF THE- BED MIN. 524-3F - - - INSTALL EFFLUENT FILTER OU ET SAWTARY TEE \ BEDS BF�EiCAVATED TO PEPTFTS AT OR SLIGHTLY BELQN-THE VERY - � GRAVELLY -SANDY LOAM UNDERLYING THE TOPSOIL LAYER. = ' - _ - - r - - __ - - --H,ySTAtL-VIN- 24" -DIAMETER RISERS OVER SEPTIC TANK S - - - '`_ f _ ` -` ACCESS OPENINGS FOR ACCESS TO TAy1C_CHAMBERs \ ALL RISERS TO HAVE LIDS -AT -THE SURFACE. TANK -CONNECTIONS AND RISER TO BE WATERTIGHT. - / RIM=7943.0t, TOP OF TANK=7941 - _ - OTES.--------- _ EXCAVATION TO BEJNSP€CTED-BY TIaE ENGINEER TO CHECK SOIL CON917TONS AND PROVIDE ADDITIONAL RECOMMENDATIONS ANDM - 'INSPECTION PORT-rYP.) 4" OBSERVATION �/ / / _ _ - -' - - - - � MODIFICATIONS TO THE TREATMENT FIELD_11ESIWN. / ✓ 40 -RISER INSTALL FROM BOTTOM -Or SAND LAYER ' USE 4" PVC_W/ THREADED CAP. SAW SLOTTED £RADES' AN6UWS LAYOUT TO BE VERIFIED BY THE _ - - - - —PERFORATED TO TOP OF SBND (TFP.) yo_ - - - CONTRACTOR AND INSPECTED BY THE 0GINEER- ALL-DWS-INSTALLA710NS, /� ' - - 100' R FROM WELL \ MATERIALS AND BACKFILL TO 5E -APPROVED BY THE ENGINEER. / 7937_ r _ ___ __ --CONFIGURATION OF CHAMBER BEDS AND _ROWS-TG-BEFIELU DETERMINED _ - 7 - _- --' TO BEST FIT EXISTING CONDITIONS AVOID CONFLICT WITH ACTIVITY 3 _ I / 7A3$ ENVELOPE LIMITATION- _ - ' -INSTALL FIELD MARKERS ON EACH -CORNER OF THE FIELD. _ -TI- - COUNTY ONSITE WASTEWATER TREATMENT SYSTEMS (OWTS) REGULATIONS. 12175 AS -BUILT DESIGN CALCULA TIONS TO BEJA UBEB- ON - f AS -BUILT > 10" INSTALLATION NOTES AND EXCAVATION. DRAWING. __ - ' MIN. 1. THE TREATMENT BED OR TRENCH SHALL BE -RECORD -7945 HOUSE. 6. THE CONTRACTOR SHALL ENSURE ALL SEWER LINES AND SEPTIC TANKS ARE WATERTIGHT. ANY POTENTIAL PLUMBING LEAKS SHALL BE REPAIRED - x' 4" SEWAGE LINE / 2. -l0� FROM HOUSE- - - - _- OUTLET. INSTALL THE INLET AND OUTLET TEES PLUMB AND IN A POSITION 02% 4"PERFORATED - �O TWO WAY - ------ -_ O� D T- - JNV T887.45 - - - - - - - - ----- l0 --- P_R_OP9SE[3--2-BEDRO-HOUSE V °O _ 795 210 \GRAPHIC SCAL_E------ - - - ' 10 0 F950 i i ch 30 -ft- - - - �- 7955,, 10 TOPSOIL LA MIN. 5" AERATED S( FILL LAYER NATIVE TOP! /QOM `QOl r X19 n DISTRIBUTION BOX LID AT GROUND SURFACE -RISER SECTION 4" EFFLUENT LINC� FROM SEPTIC TANK " SOLID PVC GRAVITY DISTRIBUTION PIPES (TYP.) INVERT IN TO ABSORPTION LATERALS DISTRIBUTION BOX DETAIL (TUF-TITE SKEMATIC REATMENT, N.T.S. ABSORPTION SYL nwly 4" PERFORATED DISTRIBUTION LATERAL EXISTING GRADE PLACE FILTER FABRIC OVER INSTALLED SAND, IN -DRAINS AND DISRIBUTION PIPE PRIOR 70 BACKFILL. DO NOT BLOCK HOLES IN PIPE OWTS Current Pitkin County Design Criteria: Average daily flow (Q) = ii of people x gal/person/day (avg. flow) Max. Design flow (Qd) = Q x 1.5 (peaking factor) = gal/day (design) 3 bedroom house equivalent 0 2 persons per bedroom Per capita flow = 75 gal/person/day Qd = 3x2x75xl.5 = 675 gal/day Total Peak Design Flow is 675 gal/day (Current County Regulations) Septic Tank Design: Per regulations Qd = 675 gal/day Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) V = 675 gal/day * 1.25 = 844 Use one 1000 -gallon two compartment septic tank The tank must have appropriate access openings with 24" dia. risers with lids at the surface. Sub Surface Conditions and Testing: Subsurface soil investigations and Percolation tests were performed by Hepworth-Pawlak Geotechnical Inc.. Three percolation test holes were prepared approximately 36 to 42 inches deep to calculate percolation rates and to confirm the onsite soils are suitable for conventional absorption systems. The average rate was determined to be 60 MPI. 60 MPI was used for design. The fastest measured rate was 80 MPI and the slowest rate was 40 MPI. The subsoils below about 1 and 1/2 to 2 feet of topsoil consist of very gravelly sandy loam. No free water was observed in the pits at the time of excavation and the soils were moist. The soils are suitable for conventional shallow absorption beds. GSF Secondary Treatment Absorption Area: Elgen In-Drain/Geotextile Sand FilterTreatment System Area Design Average percolation rate of 60 minutes per inch. Standard absorption area equation yields: A (sf) _ ( *(t) Yz: where A = Area; 5 t = time in minutes per inch=60mpi Qd = flow (gal/day) = 675 gpd A = = 675 b 60) 1046 sq. ft. GSF Treatment Afield confiauration layout Elgen In-Drain/Geotextile Sand filter Treatment System Design single pass secondary GSF treatment system. The Plf = 1.0 for secondary treatment A minimum of 10 GSF units are recommended for typical flows per bedroom with a soil percolation rate of 60mpi. Eljen In -Drain units required per 3 bedrooms = 30 units. Use 30 units. Each In -drain unit is 2 feet wide by 4 feet long. Initial treatment surface area equal to 30 units x 2 FTx4 FT = 240 S.F. required. For optimal treatment, distribution and building envelope limitations we recommend 2 GSF Beds with gravity distribution to the mid point of the perforated distribution lateral on each row. Install in a single row of 15 In Drain units in each 62 FT by 9 FT bed. Bed width is a minimum of 9 feet with a minimum 6' separtion between beds. Total minimum sand basil area of both beds is 1046 S.F. (1046 S.F total / 2 beds / 62' bed length = 9 feet wide each bed) Each 9' wide bed use a single perforated distribution pipe on the center of the In Drain row. Use 30 Eljen In -Drain units over approximately 1050 S.F. of select sand 6" deep divided into 2 individual beds. 6" M1 IN. Zr.. TYPICAL YARD LANSCAPED SURFACE OR AGGREATE PAVED SURFACE TED MATERIAL COMPACTED STANDARD PROCTOR SUITABLE BACKFILL OR CLASS 6 ROAD BASE 4" �_ 1. HE OWS SYSTEM AS SHOWN ON THE PLAN AND THE D'eTAILS WERE DESIGNED BY SOPRIS ENGINEERING. THE CON "Ji;rBR9lflDED,nI1)fi6HE OWNER. TRENCH CROSS-SECTION FOR ,,nR_ qs 9P np arum -.4n PTPIT' EFFLUENT FILTER OUTLET TEE INSPECTION PORT PROPOSED GRADE - N.T.S. TWO WAY CLEAN OUT u EFFLUENT DRAIN LINE AT II MIN 2% SLOPE SEPTIC TANK EFFLUENT DISCHARGE LINE AT MIN 2% SLOPE TWO WAY CLEAN OUT OFFICE OWS SECTION N.T.S. 1. ALL MATERIALS AND INSTALLATION SHALL CONFORM 70 STATE AND JULY 25, 2013 COUNTY ONSITE WASTEWATER TREATMENT SYSTEMS (OWTS) REGULATIONS. 12175 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY C6 OF C6 > 10" INSTALLATION NOTES AND EXCAVATION. 3. ALL SEWER LINES TO BE SDR -35 BEDDED IN CLASS 6, SDR -26 BEDDED IN SCREENED NATIVE OR SCHEDULE 40 P.V.C. PIPE MIN. 1. THE TREATMENT BED OR TRENCH SHALL BE 5. INSTALL A TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE FILTER FABRIC HOUSE. 6. THE CONTRACTOR SHALL ENSURE ALL SEWER LINES AND SEPTIC TANKS ARE WATERTIGHT. ANY POTENTIAL PLUMBING LEAKS SHALL BE REPAIRED EXCAVATED TO LEVEL GRADE. 7. THE SEPTIC TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH. INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL REQUIRED ACCESS POINTS TO THE FINISHED SURFACE GRADE. 2. PROVIDE MINIMUM 6" OF SAND BACKFILL ON OUTLET. INSTALL THE INLET AND OUTLET TEES PLUMB AND IN A POSITION EITHER SIDE OF THE IN -DRAIN UNITS OR PER 4"PERFORATED a.5' 2' 3.+ PLACE SAND UP 70 PERFORATED PVC -\ TO ALLOW EASY INSPECTION AND MAINTAINANCE OF TANK FROM THE ___ - o PLANS &DETAILS. PVC (TYP) MIN MIN TOP OF IN -DRAIN DISTRIBUTION PIPE i INSTALL THE NONWOVEN FILTER FABRIC UNITS THE DISTRIBUTION PIPE DOWN THE SIDES IN THE 4" BAFFLE OUTLET TEE OF THE SEPTIC TANK. THE FILTER IN -DRAIN UNITOVER -- 4• OF THE IN -DRAIN UNITS. SHOULD BE INSPECTED EVERY SIX MONTHS. THE EFFLUENT FILTER SHALL < 3. BOTTOM OF THE BED OR TRENCH SHALL BE FREE 12" MINIMUM OR AS NECCESSARY. INSTALL A SUITABLE EXTENSION ON THE FILTER ORGANIC MATERIAL AND ROCKS OVER 6 INCHES LEAN BACKFILL STRAPPINGOF - IN DIAMETER. THE BOTTOM AND SIDEWALLS OF 10. THE TREATMENT BED MUST BE MARKED AND PROTECTED TO PREVENT DAMAGE FROM VEHICULAR AND LIVESTOCK TRAFFIC. w m w THE TRENCH SHALL BE SCARIFIED AND RAKED IF 11. THE ENTIRE TREATMENT BED SURFACE MUST BE SODDED OR CUSPATED w RE -VEGETATED WITH GROUND COVER. SMEARING OCCURS. 7" 0 0 0 PLASTIC CORE 12. THE TREATMENT BED SURFACE MUST BE CROWNED TO DIVERT SURFACE 4. THE IN -DRAIN UNITS SHALL BE INSTALLED 13. THE DIMENSIONS SHOWN ON THE PLAN INDICATE MINIMUM AREA AND SEPARATION DISTANCES FOR THE OWS COMPONENTS. THE BED SHALL BE LEVEL WITH DISTRIBUTION PIPES INSTALLED FOR EQUAL GRAVITY DISTRIBUTION. 14. 1THE BED SHALL BE OVER EXCAVATED TO ALLOW PLACEMENT OFTHE�H Z SPECIFIED DEPTH OF TREATMENT SAND . THE BOTTOM SURFACE AND SIDEWALLS OF THE EXCAVATION TO BE SCARIFIED AND RAKED AS P4C F Lu Mo LEVEL END TO END WITH THE PAINTED STRIP W W 0 15. THE TREATMENT BED SHALL BE CONSTRUCTED WITH THE IN -DRAINS UNITS co F o Z O h PLACE FILTER FABRIC I...y Z _j 0o LAYER OF CONCRETE SAND. THE SHALL BE PLACED AROUND THE UNITS _ Q LJ Z ¢ O o rn UP 70 THE TOP. THE IN -DRAINS, TOP OF SAND AND DISTRIBUTION PIPESg Z ✓FACING 5. UP. INSTALL PERFORATED PIPE OVER THE TOP OF MIN.SAND, 16. THE MINIMUM COVER OVER THE TOP OF THE IN -DRAIN UNITS SHALL BE OVER INSTALLED 10 INCHES NOT TO EXCEED 36". �" 48 MAT(. THE IN -DRAIN UNITS ON CENTER AND SECURE EXCAVATED MATERIAL VOID OF ROCKS. THE BACKFILL MATERIAL SHALL LL4 NOT EXCEED 3" DIAMETER. A MINIMUM 4" DEPTH OF TOPSOIL IS 70 BE IN -DRAINS AND PLACED ABOVE THE BACKFILL TO THE FINISH SURFACE GRADE, Tn V 1 18. A 4" OBSERVATION PEIZOMETER RISER SHALL BE INSTALLED FROM BOTTOM OF SAND LAYER ON THE ENDS OF EACH BED. USE 4" PVC W/ WITH ONE ELJEN CLAMP PER UNIT. DISRIBUTION PIPE THREADED CAP, SAW SLOTTED PERFORATED TO TOP OF SAND (TYP.). W 6. INSTALL FILTER FABRIC OVER PIPE AND TOP INSTALLER SHALL INSTALL A 6" LAYER OF PRIOR TO BACKFILL. SAND LAYER o THE MANUFACTURES INSTALLATION INSTRUCTIONS. OF IN -DRAINS. MEDIUM TO COURSE CONCRETE SAND OR DO NOT BLOCK HOLES CONC. SAND 7. BACKFILL IN -DRAIN SYSTEM WITH SUITABLE EQUIV. SEE ELJEN IN -DRAIN DESIGN AND IN PIPE m 10 any property line. EXCAVATED FILL FREE ROCKS OVER 3 INSTALLATION MANUAL FOR DETAILS --- - - - - Xronn 25am any potable water supply line. V INCHES DIAMETER. AVOID EXCESSIVE TYPICAL OFFICE' 20am any occupied dwelling. COMPACTION OF FILL. AVOID COMPACTION TI NATIVE SOIL 100 feet from any well, spring or cistern. 6" DAMAGE TO SYSTEM WITH EXCAVATION EQUIPMENT QXS CROSS' SECTION 25 feet from drainage swale or ditches B. FINISH GRADE TO PREVENT SURFACE PONDING. REVEGATATE WITH APPROPRIATE 50 feet from any stream or water course. GROUND COVER AND PROTECT FROM EROSION. NOT TO SCALE (+' 1 k�, TESTINSPECTIONS AND CONSTRUCTION MANAGEMENT REATMENT, N.T.S. ABSORPTION SYL nwly 4" PERFORATED DISTRIBUTION LATERAL EXISTING GRADE PLACE FILTER FABRIC OVER INSTALLED SAND, IN -DRAINS AND DISRIBUTION PIPE PRIOR 70 BACKFILL. DO NOT BLOCK HOLES IN PIPE OWTS Current Pitkin County Design Criteria: Average daily flow (Q) = ii of people x gal/person/day (avg. flow) Max. Design flow (Qd) = Q x 1.5 (peaking factor) = gal/day (design) 3 bedroom house equivalent 0 2 persons per bedroom Per capita flow = 75 gal/person/day Qd = 3x2x75xl.5 = 675 gal/day Total Peak Design Flow is 675 gal/day (Current County Regulations) Septic Tank Design: Per regulations Qd = 675 gal/day Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) V = 675 gal/day * 1.25 = 844 Use one 1000 -gallon two compartment septic tank The tank must have appropriate access openings with 24" dia. risers with lids at the surface. Sub Surface Conditions and Testing: Subsurface soil investigations and Percolation tests were performed by Hepworth-Pawlak Geotechnical Inc.. Three percolation test holes were prepared approximately 36 to 42 inches deep to calculate percolation rates and to confirm the onsite soils are suitable for conventional absorption systems. The average rate was determined to be 60 MPI. 60 MPI was used for design. The fastest measured rate was 80 MPI and the slowest rate was 40 MPI. The subsoils below about 1 and 1/2 to 2 feet of topsoil consist of very gravelly sandy loam. No free water was observed in the pits at the time of excavation and the soils were moist. The soils are suitable for conventional shallow absorption beds. GSF Secondary Treatment Absorption Area: Elgen In-Drain/Geotextile Sand FilterTreatment System Area Design Average percolation rate of 60 minutes per inch. Standard absorption area equation yields: A (sf) _ ( *(t) Yz: where A = Area; 5 t = time in minutes per inch=60mpi Qd = flow (gal/day) = 675 gpd A = = 675 b 60) 1046 sq. ft. GSF Treatment Afield confiauration layout Elgen In-Drain/Geotextile Sand filter Treatment System Design single pass secondary GSF treatment system. The Plf = 1.0 for secondary treatment A minimum of 10 GSF units are recommended for typical flows per bedroom with a soil percolation rate of 60mpi. Eljen In -Drain units required per 3 bedrooms = 30 units. Use 30 units. Each In -drain unit is 2 feet wide by 4 feet long. Initial treatment surface area equal to 30 units x 2 FTx4 FT = 240 S.F. required. For optimal treatment, distribution and building envelope limitations we recommend 2 GSF Beds with gravity distribution to the mid point of the perforated distribution lateral on each row. Install in a single row of 15 In Drain units in each 62 FT by 9 FT bed. Bed width is a minimum of 9 feet with a minimum 6' separtion between beds. Total minimum sand basil area of both beds is 1046 S.F. (1046 S.F total / 2 beds / 62' bed length = 9 feet wide each bed) Each 9' wide bed use a single perforated distribution pipe on the center of the In Drain row. Use 30 Eljen In -Drain units over approximately 1050 S.F. of select sand 6" deep divided into 2 individual beds. 6" M1 IN. Zr.. TYPICAL YARD LANSCAPED SURFACE OR AGGREATE PAVED SURFACE TED MATERIAL COMPACTED STANDARD PROCTOR SUITABLE BACKFILL OR CLASS 6 ROAD BASE 4" �_ 1. HE OWS SYSTEM AS SHOWN ON THE PLAN AND THE D'eTAILS WERE DESIGNED BY SOPRIS ENGINEERING. THE CON "Ji;rBR9lflDED,nI1)fi6HE OWNER. TRENCH CROSS-SECTION FOR ,,nR_ qs 9P np arum -.4n PTPIT' EFFLUENT FILTER OUTLET TEE INSPECTION PORT PROPOSED GRADE - N.T.S. TWO WAY CLEAN OUT u EFFLUENT DRAIN LINE AT II MIN 2% SLOPE SEPTIC TANK EFFLUENT DISCHARGE LINE AT MIN 2% SLOPE TWO WAY CLEAN OUT OFFICE OWS SECTION N.T.S. 1. ALL MATERIALS AND INSTALLATION SHALL CONFORM 70 STATE AND JULY 25, 2013 COUNTY ONSITE WASTEWATER TREATMENT SYSTEMS (OWTS) REGULATIONS. 12175 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY C6 OF C6 COMPANIES FOR FIELD LOCATIONS OF UTIL171ES PRIOR TO CONSTRUCTION AND EXCAVATION. 3. ALL SEWER LINES TO BE SDR -35 BEDDED IN CLASS 6, SDR -26 BEDDED IN SCREENED NATIVE OR SCHEDULE 40 P.V.C. PIPE 4. BEDDED IN SCREENED NATIVE MATERIAL UNLESS NOTED OTHERWISE. 5. INSTALL A TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE HOUSE. 6. THE CONTRACTOR SHALL ENSURE ALL SEWER LINES AND SEPTIC TANKS ARE WATERTIGHT. ANY POTENTIAL PLUMBING LEAKS SHALL BE REPAIRED TO AVOID EXCESSIVE WATER ENTERING THE SEPTIC SYSTEM. 7. THE SEPTIC TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH. INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL REQUIRED ACCESS POINTS TO THE FINISHED SURFACE GRADE. 8. A SANITARY BAFFLE TEE IS REQUIRED ON THE SEPTIC TANK INLET AND OUTLET. INSTALL THE INLET AND OUTLET TEES PLUMB AND IN A POSITION W TO ALLOW EASY INSPECTION AND MAINTAINANCE OF TANK FROM THE o TANK RISERS. 9. WE RECOMMEND THE INSTALLATION OF A 4" EFFLUENT FILTER CONTAINED IN THE 4" BAFFLE OUTLET TEE OF THE SEPTIC TANK. THE FILTER SHOULD BE INSPECTED EVERY SIX MONTHS. THE EFFLUENT FILTER SHALL < BE MAINTAINED AND CLEANED WHEN THE TANK IS PERIODICALLY PUMPED OR AS NECCESSARY. INSTALL A SUITABLE EXTENSION ON THE FILTER z WITH A HANDLE TO BE WITHIN 6" BELOW THE ACCESS LID. 10. THE TREATMENT BED MUST BE MARKED AND PROTECTED TO PREVENT DAMAGE FROM VEHICULAR AND LIVESTOCK TRAFFIC. w m w 11. THE ENTIRE TREATMENT BED SURFACE MUST BE SODDED OR w RE -VEGETATED WITH GROUND COVER. 0 0 0 12. THE TREATMENT BED SURFACE MUST BE CROWNED TO DIVERT SURFACE DRAINAGE AWAY FROM THE BED. 13. THE DIMENSIONS SHOWN ON THE PLAN INDICATE MINIMUM AREA AND SEPARATION DISTANCES FOR THE OWS COMPONENTS. THE BED SHALL BE LEVEL WITH DISTRIBUTION PIPES INSTALLED FOR EQUAL GRAVITY DISTRIBUTION. 14. 1THE BED SHALL BE OVER EXCAVATED TO ALLOW PLACEMENT OFTHE�H Z SPECIFIED DEPTH OF TREATMENT SAND . THE BOTTOM SURFACE AND SIDEWALLS OF THE EXCAVATION TO BE SCARIFIED AND RAKED AS P4C F Lu Mo NECCESSARY PRIOR TO PLACEMENT OF THE SAND. W W 0 15. THE TREATMENT BED SHALL BE CONSTRUCTED WITH THE IN -DRAINS UNITS co F o Z O h PLACED OVER A MINIMUM 6 -INCH (OR AS SPECIFIEDON THE PLANS) I...y Z _j 0o LAYER OF CONCRETE SAND. THE SHALL BE PLACED AROUND THE UNITS _ Q LJ Z ¢ O o rn UP 70 THE TOP. THE IN -DRAINS, TOP OF SAND AND DISTRIBUTION PIPESg Z SHALL BE COVERED WITH FILTER FABRIC. ='7'�� 00 jX o 16. THE MINIMUM COVER OVER THE TOP OF THE IN -DRAIN UNITS SHALL BE Q LL 10 INCHES NOT TO EXCEED 36". 17. THE GSF IN -DRAIN UNITS WILL BE BACKFILLED TO THE SURFACE WITH F+4 EXCAVATED MATERIAL VOID OF ROCKS. THE BACKFILL MATERIAL SHALL LL4 NOT EXCEED 3" DIAMETER. A MINIMUM 4" DEPTH OF TOPSOIL IS 70 BE O PLACED ABOVE THE BACKFILL TO THE FINISH SURFACE GRADE, Tn V 1 18. A 4" OBSERVATION PEIZOMETER RISER SHALL BE INSTALLED FROM BOTTOM OF SAND LAYER ON THE ENDS OF EACH BED. USE 4" PVC W/ THREADED CAP, SAW SLOTTED PERFORATED TO TOP OF SAND (TYP.). W ".114"L INSTALLATION OF IN -DRAIN UNITS SHALL BE IN CONFORMANCE WITH o THE MANUFACTURES INSTALLATION INSTRUCTIONS. 20. THE ABSORPTION FIELD SHALL BE INSTALLED PER THE REQUIRED SETBACK DISTANCES: m 10 any property line. Xronn 25am any potable water supply line. 20am any occupied dwelling. 100 feet from any well, spring or cistern. 25 feet from drainage swale or ditches 50 feet from any stream or water course. TESTINSPECTIONS AND CONSTRUCTION MANAGEMENT 1. ADDITIONAL INSPECTIONS AND RECOMMENDATION WILL BE MADE BY THE ENGINEER DURING CONSTRUCTION TO APPROVE THE LAYOUT OF THE GEOTEXTILE SAND FILTER BED SYSTEM, VERIFY INSTALLATION OF SPECIFIED MATERIALS AND OWS COMPONENTS. 2. 3. PRIOR TO CONSTRUCTION OF THE PERMITTED SYSTEM THE ENGINEER z SHOULD BE CONTACTED BY THE PROJECT MANAGER/CONTRACTOR O WELL IN ADVANCE TO PROVIDE ADEQUATE TIME TO DISCUSS THE m SYSTEM COMPONENTS WITH THE CONTRACTOR, ANSWER QUESTIONS, w RESOLVE ANY CONFLICT ISSUES AND SCHEDULE INSPECTION SITE VISITS BASED ON CONSTRUCTION PROGRESS. A PRE-OWS CONSTRUCTION MEETING WITH THE ENGINEER, THE CONTRACTOR, ANO/OR THE QUALIFIED INSTALLER IS REQUIRED PRIOR TO INSTALLATION OF THE OWS COMPONENTS. 4. REGULATIONS REQUIRE THAT THE DESIGN ENGINEER OF RECORD PERFORM SITE INSPECTIONS OF THE PERMITTED SYSTEM DURING CONSTRUCTION AND PROVIDE "AS -BUILT" DOCUMENTATION OF THE INSTALLED SYSTEM TO THE THE COUNTY AFTER CONSTRLJC71ON IS COMPLETE. WE RECOMMEND THAT INSTALLED OWS COMPONENTS BE SURVEYED TO OBTAIN REQUIRED AS -BUILT INFORMATION. REGULATIONS FURTHER REQUIRE THE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT BE CONTACED IN ADVANCE TO PERFORM AN INSPECTION PRIOR TO FINAL BACKFILL OF COMPONENTS. O z 5. CONTRACTOR SHOULD DISCUSS ISSUES REGARDING SPECIFICATIONS, INSTALLATION AND OPERATION OF OWS SYSTEMS AND CONTROLS WITH THE SUPPLIER/INSTALLER AND/OR THE ENGINEER. 6. OUR DESIGN AND RECOMMENDATIONS ARE BASED UPON OUR Z EVALUATION OF THE EXISTING AND PROPOSED SITE CONDITIONS AND INFORMATION SUPPLIED TO US BY OTHERS. IF SITE CONDITIONS ARE J FOUND TO BE DIFFERENT FROM CONDITIONS ASSUMED OR INDICATED, Z WE SHOULD BE NOTIFIED 70 EVALUATE ANY EFFECT ON THE o PROPOSED OWS. _ cd DISTRIBUTION SYSTEM NOTES: � 1. THE DISTRIBUTION SYSTEM SHALL DISTRIBUTE FLOW EVENLY TO EACH \� /_ O CA IN -DRAIN ROW IN THE BED. THE MINIMUM SLOPE OF THE DISCHARGE 0 >_ LINE FROM THE TANK TO THE DISTRIBUTION BOX SHALL SHALL BE INSTALLED AT A MINIMUM 1% SLOPE. THE INDIVIDUAL DISTRIBUTION m Q LINES SHALL BE INSTALLED A7 A MINIMUM OF 2% SLOPE. ALL 0 N Z DISTRIBUTION PIPING, CONNECTIONS AND FITTINGS SHALL BE WATERTIGHT o AND INSTALLED TO INSURE EQUAL DISTRIBUTION THROUGH THE SYSTEM. W 2. W O 3. WE RECOMMEND THE INSTALLATION OF AN ORENCO SYSTEMS 4" U EFFLUENT FILTER CONTAINED IN THE TANK'S 4" OUTLET TEE. THE � Q W FILTER SHOULD BE INSPECTED EVERY SIX MONTHS, MAINTENANCE SHALL w 13- INCLUDE CLEANING THE FILTER EVERY SIX MONTHS MINIMUM AND AFTER O 0 PERIODIC PUMPING OF THE TANK. Z � z J 4. EFFLUENT FROM THE SEPTIC TANK WILL DISCHARGE TO A DISTRIBUTION U) Cr BOX. EFFLUENT WILL BE EQUALLY DISTRIBUTED TO THE TREATMENTJ BEDS VIA INDIVIDUAL 4" DISTRIBUTION LINES THAT CONNECT 70 A SOLID O Q m HEADER PIPE AT THE HEAD OF EACH PAIR OF GSF UNITS. A 4 -INCH PERFORATED SDR -35 DISTRIBUTION LATERAL PIPE WILL BE INSTALLED ONTHE TOP CENTER OF THE UNITS ALONG THE ENTIRE ROW LENGTH. Y p� w Q_ Q 0 LU "+ RE ~ Cn DATE: JULY 25, 2013 JOB NO. 12175 SHEET C6 OF C6