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HomeMy WebLinkAboutApplication- Permitpe;-; En%ukAiwa GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY i Owner's Name System Location N° 3995 Assessor's Parcel No. This does not constitute a building or use permit. �_ 10311- S 1i11ifsChurchQd 540 4)S-0310 ,��F4'inf1P3 VA Sa}0-9 i(45' iob1U � � Q Present AddressnnPhone`�Q'— (�jLi rj [` k 1Y\tat !>n Kauai- : o/s< fnre G, -ileal Legal Description of Assessor's Parcel No SYSTEM DESIGN Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: Date 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 // /,, �%f� Date —21) 0 % Inspector 8�J .(„ Pen&�i� `l I (1%.kiu 2 / ( RETAIN WITH RECEIPT RECOR�ONSTRUCTION SITE �C r •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C R.S 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs,alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine —6 months in jail or both). White - APPLICANT Yellow - DEPARTMENT INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER 4341 &Dyd qgtt ADDRESS 63`!y ��� C1ow� r ti itfr eo, 4-Val`eiPHONE/a z2G.5t 11 � ��-933- 46/0 CONTRACTOR �n ADDRESS P6,/3o>< 2322 &d( ›. 6. 8163( PHONE 1n -0/V6 -- PERMIT fl-O/`6PERMIT REQUEST FOR (X NEW INSTALLATION ( ) ALTERATION ( ) REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY: Near what City of Town G/ZI4ulaac/ Qrfrtwi S Size of Lot 3 C. ! p 4t.reS Legal Description or Address L4 1 'vr +-, 41.-fris5s £awch % 0155 f(-ore,5 f 6 WASTES TYPE: DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER—DESCRIBE BUILDING OR SERVICE TYPE: SI Lt, Fa. t 1 f {I Number of Bedrooms y Number of Persons (» Garbage Grinder (X15 Automatic Washer ()(Dishwasher SOURCE AND TYPE OF WATER SUPPLY: () WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to the Community System? A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System (septic tank & disposal field) to Property Lines: 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 7 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ( xS SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) NT 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 1 ( ) WASTEWATER POND ( ) OTHER -DESCRIBE TO be ej&st; rd t y Alt 6e©-e°tab WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? MO _ PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) See So,is LctterWt1til {JutlWt-h9 Ap Isca66oh Minutes per inch in hole No. 1 Minutes per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes per inch in hole No. Name, address and telephone of RPE who made soil absorption tests: Name, address and telephone of RPE responsible for design of the system: '4. P. & eo`itec-& Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Signed PLE DRAW AN r \ I Date Al r CCURA E MAP 0 YOUR PROPERTY! GertECh HEPWORTH -PAWLAK GEOTECHNICAL August 31, 2004 Ken Harkias c/o Trends West P.O. Box 2382 Edwards, Colorado 81632 Heptvarch-Paiclal Geocechmcal. lnc 5'_'22 County Road 154 6 Ienn-no.i Spring_ C hlo01 Phone 973-'45-79RF Fax 97C-045-6454 email hppeofekhh;eorech cam Serfi f ear n c4- # 3995 Job No. 104 449 80eS ]ck c—e J O 55 roy f' 61e44, Subject: Additidnal Percolation Testing, Proposed Septic Disposal System, Lot 1, Mountain Springs Ranch, Forest Glen Road, Garfield County, Colorado. Dear Mr. Harkias: As requested, Hepworth - Pawlak Geotechnical, Inc.. performed additional percolation testing at the subject site due to the slow infiltration rate of the previous tests. We previously conducted a subsoil study and percolation testing for design of foundations and septic disposal systems at the site and presented our findings in a report dated July 7, 2004, Job No. 104 449. Three additional percolation test holes were excavated on August 30, 2004 at the locations shown on Figure 1. The subsoils exposed in the Profile Pit previously excavated at the site consisted of about 2 feet of topsoil overlying dense, clayey gravel with cobbles and boulders 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 August 30, 2004. Percolation testing was conducted on August 31, 2004, by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation tests were performed in the topsoil. The percolation test results are summarized on Table 1. The percolation test results indicated an infiltration rate between 24 and 40 minutes per inch with an average of 31 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a mounded infiltration septic disposal system. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEOT _ ,:c•c.p, L, INC. Jordy Z. Adamson, Jr., Rev. by: DEH JZA/ksw attachments Figu e 1 Table 1 – Percola Its Hepworth – Pawlak Geotechnical – Attn: Andy Kosse (Silverthorne) cc: cop REG/sj� f;••tp.N A••,., s• 510_, 29707 R 3 –Loc 'S't>$ al% Pits and Percolation Test Holes Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 LEGEND , 0 ADDITIONAL PERCOLATION TEST HOLES • PITS FROM PREVIOUS STUDY A PERCOLATION TEST HOLES FROM PREVIOUS STUDY 7870, / APPROXIMATE SCALE /, 7 8 74 1"-50' ..--• 7872 / / ,;"/ 7E76 / , , / ' / i / / / ' ® i / / i` / , / / / / / / /, , _- / �'0•- / / / / •, /// C/ P -4/P Vii-• / , / B/ ' / // /���G� / P j/ P-3-' i / /7880 O // 60' RIGHT-OF-WAY / PROPOSED WELL / / / / /PROFILE/ P, 7 LOCATION / / / / / / ,' PIT,, ' , / , / • / ,_ // / "_ / , • / • / r' ®,-' // ,' PROPOSED / / , ,' /LEACH FIELD // . / /, / I // / /// / / / ' I,// / / , / , I / / , / 7890 7 / / PIT 3 / / / I i i I ® PIT 2� / 0 / / / 7920 I' T 1 / 7 / / / 7930 I / T ,/ TT/--125_SETBACKi ® / / / / / / / PROPERTY/ / - - - / / i , BOUNDARY / - — 17°n1]e]e, - J- / 7874 7070 7870 7880 7890 7900 - 7 7910 7920 7930 / 7900 r 7910 104 449 HEP WORTH —PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Figure 1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS 30B N0. 104 449 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) P-4 16 15 Water added 7 5 2 40 5 3 3/4 1 1/4 7 1/4 5 3,4 1 1/2 5 3/4 4 3/4 1 4 3/4 4 3/4 4 3 1/2 1/2 3 1/2 3 1/2 3 2 3/4 1/4 p-5 18 15 Water added 8 5 3 24 5 41/4 3/4 7 5 Vz 1 1/2 51/2 41/2 i 1 4 1/2 3 3/4 3/4 3 3/4 3 1/4 1/2 3 1/4 2 1/2 3/4 21/2 2 1/2 P-6 18 15 Water added 8 5 1/2 2 Yz 30 5 1/2 4 1/4 1 1/4 7 3/4 6 1/4 1 1/2 61/4 5 11/4 5 4 1 4 31/4 3/4 3 1/4 2 3/4 1/2 2 3/4 2 1/4 1/2 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on August 30, 2004. Percolation tests were conducted on August 31, 2004. The average percolation rates were based on the last two readings of each test. GeStGCh HEPWORTH-PAWLAK GEOTECHNICAL September 3, 2004 Trends West Attn: Ken Harkias P.O. Box 2382 Edwards, Colorado 81632 Hepworth-Pawlak Georechnical, Inc. P 0 Drawer 1887 8 dvcrthorne, Colorado 83498 Phone: 970-468-1989 Fax 970-468-5891 rrnad' hp;co44hppeotech coni Se)ofic IQvi-'t-t #3Y9S Boys( Qej;deKtr , 0155 forest- Glen Subject: Percolation Testing and Revised Individual Sewage Disposal System Design, Proposed Residence Lot 1, Mountain Springs Ranch, Garfield County, Colorado. SEP ` 1 X00¢ Job No. 404 260 Dear Mr. Harkias: As you requested, Hepworth-Pawlak Geotechnical, Inc. (H -P Geotech) has re -designed the Individual Sewage Disposal System (ISDS) for the proposed three bedroom residence at Lot 1, Mountain Springs Ranch in Garfield County, Colorado. The project site is about 35 acres in size and the proposed residence, ISDS and well are located in the southeast comer of the property. The study was conducted in accordance with our verbal agreement with Ken Harkias to re -design the ISDS. To reduce installation costs we have designed an at -grade Wisconsin mound absorption area. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Percolation Testing: Percolation testing was conducted on August 31, 2004 by our Glenwood Springs office, Job No. 104 449, to evaluate the percolation rate of the natural topsoil. One Profile Pit and three percolation test holes were excavated at the approximate locations shown on Figure 1. The test holes (nominal 10 inch diameter by 16 to 18 inches deep) were hand dug at the bottom of extremely shallow backhoe pits and soaked a minimum of 8 hours prior to testing. The soils exposed in the Profile Pit are shown on the Log of Profile Pit, Figure 2. Approximately 2 to 3 feet of topsoil overlies about 4 feet of slightly sandy, clay with scattered gravel, cobbles and boulders to the depth explored. No free water was observed in the Profile Pit at the time of excavation on June 21, 2004. The soils exposed in the percolation test holes were similar to those exposed in the Profile Pit. The percolation tests were performed at depths ranging from about 16 to 18 inches below the adjacent ground surface. The percolation test results are presented on Figure 3. The average percolation rate of the three holes tested is approximately 32 minutes per Glenwood Springs 970-945-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562 Trends West • September 3, 2004 Page 2 inch which corresponds to a Long Term Acceptance Rate (LTAR) of 0.4 gallons per square foot per day. ISDS Analysis: Based on the very low permeability of the clay subsoils encountered below the thick horizon of topsoil, a pressure dosed at -grade Wisconsin mound absorption area is suitable for the project site for treatment and dispersal of effluent. The Wisconsin mound design utilizes a mounded sand filter, which has a minimum thickness of 2 feet, to treat effluent prior to disposal and further treatment in the natural topsoil horizon which was observed to be 28 to 32 inches thick. The design will provide about 4.5 to 5.5 feet of suitable soil between the aggregate bed and the low permeability clay soil. The water well has been installed and is located greater than 140 feet uphill of the proposed absorption area. A site plan showing the proposed ISDS, proposed residence, property lines and the minimum horizontal distances of these features relative to the ISDS is shown on Figure 1. Septic and Dosing Tanks: A minimum septic tank volume of 1,000 gallons is required for the site. A 1,000 gallon, three chamber concrete septic tank will be used for primary treatment of sewage fmonm the residence. We recommend the use of water tight tanks from manufacturers such as Valley Precast or Front Range Precast. A submersible effluent pump will be used to dose the absorption areas. The submersible effluent pump should be installed within an Orenco Biotube pump vault in the septic tank dosing chamber. The high head submersible effluent pump, floats and Biotube pump vault may be purchased as a package. Approved risers should be installed on septic tank access ports to allow easy access for maintenance. Septic tank riser lids should be insulated to provide frost protection if installed at grade. Orenco products can be ordered from SCG Enterprises in Silt or Kemp and Company in Edwards. We recommend that a layer of 2 inch thick foam insulation board be used to insulate the top of the septic tank and be covered with at least 2 feet of backfill soil to help reduce the risk of the tank from freezing due to periodic use. Dosing Pump: An Orenco P5005, Yz horsepower, effluent pump, or equivalent, is suitable for this application. For design purposes, it was assumed that the elevation difference from the dosing pump intake to where the transport pipe exits the tank or riser is not more than 8 vertical feet and that the transport pipe length is not more than about 160 feet. The dosing pump will be operated 404 260 Trends West • September 3, 2004 Page 3 by a control panel and float switches set to provide a dose of about 169 gallons at a frequency of approximately four doses per day. The control panel should be placed on the residence where it will be readily seen and heard. The pump performance curve for the Orenco P5005 effluent pump is shown on Figure 7. Sewer and Effluent Piping: The sewer line from the residence to the septic tank should not be less than the diameter of the building drain and not Tess than 4 inches in diameter. The portion of the sewer line extending from 5 feet outside the foundation should have a slope of at least 2% except for the 10 feet of pipe immediately preceding the septic tank which must be sloped between 0.5% and 2%. Clean-out pipe should be installed in the sewer line adjacent to the foundation where the line bends at 90 degrees or more and at least every 100 linear feet of pipe throughout the length of the line. Any 90 degree bends in the sewer pipe between the residence and septic tank should be accomplished through the use of 45 degree smooth elbows. The transport pipe must be sloped at 2% minimum from the septic tank exit to the manifold at the absorption area to allow the pipe to fully drain and reduce the risk of effluent freezing in the pipe. The absorption area manifold piping, and distribution piping layout is shown on Figure 5. A 1/8 inch diameter drain hole should be drilled in the bottom or side of the 90 degree elbow in the transport pipe above the dosing pump and within the access riser near where the transport pipe exits the riser. The drain hole should be drilled in such a location so that effluent squirts back into the dosing chamber. This hole will be used to break any siphoning which could occur in the pipe when the pump switches off. A high water alarm float switch should be installed in the dosing chamber 3 to 6 inches above the high float position. The high water alann will be located in the control panel to provide audio and visual warning of a high water condition and should be placed inside or on the dwelling where it will be readily seen and heard. The high water alarm must be wired on a circuit that is separate from the pump circuit. Absorption Area: The basal area of the Wisconsin mound is the total area covered by the sand filter directly beneath and down gradient of the aggregate bed. The basal area of the mound as designed is 1,700 square feet. The aggregate bed has dimensions of 8.5 feet wide by 85 feet long 404 260 Trends West • September 3, 2004 Page 4 and will be constructed over a sand filter with a minimum thickness of 2 feet at the uphill edge of the aggregate bed. Absorption area calculations are shown on Figure 4. The ground surface beneath the entire sand filter must be prepared by removing vegetation and maintaining the existing slope. Any trees should be cut off flush to the ground and the stumps left in place. The top 6 to 7 inches of topsoil should be tilled with a tiller or the teeth of backhoe. Once the soil is tilled a layer of sand must be placed before it rains. The tilled topsoil should be left open to air dry if necessary before sand placement. The sand should be placed with a backhoe or trackhoe and ideally all machine work is to be done from the uphill side to prevent compaction of the topsoil beneath and downslope of the aggregate bed. It may be necessary on this site to install the mound from the sides to minimize the need for additional tree removal. The sand filter should be placed in loose lifts about 6 inches thick and track compacted prior to placement of the next lift. Once the proper sand filter thickness is achieved, the top of the sand filter should be raked level prior to placement of aggregate. Care must be taken during installation to ensure that the soils within the foot print of the sand filter are not compacted by vehicle or equipment traffic. A Mirafi 140N or equivalent geotextile should be placed over the aggregate containing the distribution pipe to help prevent clogging of the aggregate by fine soil particles. The total thickness of the soil cap over the absorption areas including topsoil, should be a minimum of 1 foot with the soil cap slopes graded at a slope of 3H: IV or flatter. A minimum of 0.5 feet of topsoil, suitable to support vegetation, should be placed over the entire soil caps. It is important not to plant large vegetation in and around the absorption areas and manifold piping as the roots may damage the distribution piping. We recommend that the topsoil cap be re -vegetated as soon as possible with a mountain meadow grass mix or suitable equivalent to prevent erosion. Combination air vent/inspection ports should be installed at each corner of each aggregate bed. The vent/inspection ports should be constructed of 4 inch diameter PVC pipe installed to the bottoms of the aggregate beds. The bottom 10 inches of pipe which lies within the aggregate beds should be perforated. The vent/inspection ports should extend a minimum of 8 inches above the top surface of the mound and have ventilated removable caps to allow ventilation and inspection. A typical plan view of the absorption areas is shown on Figure 5 and a typical absorption area cross-section is shown on Figure 6. 404 260 Trends West • September 3, 2004 Page 5 The absorption area is designed such that the toe of the topsoil cap at the downhill side of the absorption areas will be outside the road right-of-way. The long axis of the absorption area should be oriented as parallel to the site contours, as shown on Figure 1. The installation of the absorption area may require the removal of a few trees and should be field fit by the contractor to minimize disturbance of the site. All materials and installation should meet the requirements of the Colorado State Board of Health, Guidlines on Individual Sewage Disposal Systems, Revised 2000. ISDS Maintenance: The on-site ISDS will require maintenance. The level of maintenance will vary with the complexity of the system and water use habits of the users. We recommend that fats, oils, greases, paint, solids, water softener backwash solution, water from hot tubs, and other constituents that can clog and foul collection and disposal equipment are not disposed of in the residence drains. Water softener backwash and water from hot tubs should be disposed of in an appropriately sized drywall separate from the ISDS. All fixtures in the residence must be water tight with no leaks to prevent the absorption area from becoming hydraulically overloaded. The absorption area and any areas directly up -gradient of it should not be watered by lawn irrigation systems or other means as the soils may become hydraulically overloaded. The septic tank should be pumped whenever the sludge and scum occupy one-third of the tank's liquid capacity and we recommend that the dosing tank also be pumped at this time. The seepage should be disposed of at an approved location. The high water alarm float switch and should be checked at least once per year to ensure that they are working properly. In addition, the screen vault surrounding the dosing pump or effluent fitter should be checked for any clogging and cleaned as necessary. We recommend that an operation and maintenance manual be developed for the ISDS. The ISDS should be operated and maintained as stipulated in the manual. If you desire our services, we can prepare the operation and maintenance manual for the on-site ISDS. Limitations: This design has been conducted in accordance with generally accepted 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 Profile Pit and percolation test holes 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 findings include interpolation and extrapolation of the subsurface conditions identified at the Profile Pit and percolation test holes and variations in the subsurface 404 260 Trends West • September 3, 2004 Page 6 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. Based on site reconnaissance, it is our opinion that the designed location of the ISDS does not violate any setback requirements established by the current Colorado State Board of Health, Guidelines on Individual Sewage Disposal Systems, Revised 2000. The corners of the mound aggregate bed should be field fit and staked by the contractor. We recommend that the position of the ISDS components, proposed residence and setback requirements be verified in the field by a Professional Land Surveyor licensed in the State of Colorado. This report has been prepared for the exclusive use by our client for the ISDS design submittal process. 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 ISDS construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. An as -built survey of the ISDS installation will be provided at additional cost per our Agreement dated July 20, 2004. Please contact us for any necessary revisions or discussion after review of this report by the Garfield County Building Department. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWOMTH - PAWLAK GEOTECHNICAL, INC. Atpoofrc low?. =, r�:t 67 9 Andy Kosse Reviewed By: Ronald J. Uhle, P.E. Associate Attachments: Figures 1 through 7 s%0NAI ch •I1,,,,, , 404 260 7,870' / 7,870'' / i 2' DIA. SCH. 40 PMC TRANSPORT PIPE SLOPED AT 2% TOWARD MANIFOLD. APPROX TOE OF SAND FILTER PROPOSED 1,000 GAL THREE CHAMBER, CONCRETE SEPTIC TANK INTFI SUBMERSIBLE EFFUENT PUMP AND SCREEN VWULT IN DOSE CHAMBER 7.880' 7,890' CLEANOUT PROPERTY SIZE 35 ACRES 7,880' - 7,890' • APPROXIMATE EXISTING WELL LEGEND Q PERCOLATION TEST HOLE • PROFILE PIT APPROXIMATE SCALE 1 INCH - 30 FEET MILE NOII20NTAL DtSTNCESS FELD 1R TNI( TR PROPERTY IIRS 10' TANK B' HOUSE 20' WATER LIES 25' AWACS WATER 50' • 0RY DITCHES 25' • SELLS 100' • IRRIGATION SIM( 50 • Eat) FIELDS 20 WT BANS 4% WERT. OUT IECHT HOUSE 5' • ADD 8 FT. FOR EATER LINES 10' EACH 100 GAL / SURFACE WATER 50' DAY DESIGN FLOW DRY DITCHES 17 SELLS 50' OUFR 1,000 PROPERTY LNES 10' DAL. / DAY. BUILDING SETO TO WATER IDNES 10' YELLS S0' 404 260 HEPWORTH - PAWLAK GEOTECHNICAL, INC. LOT 1, MOUNTAIN SPRINGS RANCH SITE PLAN FIGURE 1 0 5 Profile Pit ELEV. = 7,874' 0 -- 5 5 10 10 LEGEND: NOTES: TOPSOIL; slightly sandy, slightly clayey silt, containing organics, loose, slightly moist, dark brown. CLAY (CL); slightly sandy, with scattered gravel, cobbles and boulders, stiff to very stiff, slightly moist, brawn. 2' Diameter han 1 driven liner sample. 1. The profile pit was excavated on June 21, 2004 with a CAT 4168 backhoe. 2. Location of the profile pit was measured approximately by pacing from features on the site. 3. Elevation of the profile pit was obtained by interpolation between contours on the site plan provided. 4. The profile pit location and elevation should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the profile pit log represent the approximate boundaries between mcterial types and transitions may be gradual. 6. No free water was enc)untered in the pit at the time of excavating. Fluctuations in water level may occur with time. 404 260 HEPWORTH — PAWLAK GEOTECHNICAL, INC. LOT 1, MOUNTAIN SPRINGS RANCH LOG OF PROFILE PIT FIGURE 2 TIME (min) HOLE 140. 1 FALL RATE fin) (min/in 15 21/2 6 15 1 1)4 12 15 1 3/4 9 15 1 15 15 3/4 20 15 1/2 30 15 1/2 30 15 1/4 60 TIME (min) HOLE !JO. 2 FALL RATE fin' (minTn 15 3 5 15 3/4 20 15 1 1/2 10 15 1 15 15 3/4 20 15 1/2 30 15 3/4 20 15 1/2 30 TIME (min) HOLE I40. 3 FALL RATE (in i (minln 15 1 1/2 10 15 1 1/4 12 15 1 1i2 10 15 1 t4 12 15 1 15 15 1/2 30 15 1/.2 30 15 1/2 30 REMARKS: PRE-SOAK FROM TO DATE 8/30/2004 8/31/2004 DIAMETER (in): 10 TOTAL DEPTH (in): 16 WATER DEPTH AT START (in): 8 3/4 TYPE OF SOIL: SLIGHTLY CLAYEY, SLIGHTLY SANDY SILT AVERAGE RATE (minln) = 40 DIAMETER (in): 10 TOTAL DEPTH (in): 18 WATER DEPTH AT START (in): 6 1/2 TYPE OF SOIL: SLIGHTLY CLAYEY, SLIGHTLY SANDY SILT AVERAGE RATE (minln) = 24_ DIAMETER (in): 10 TOTAL DEPTH (in): 18 WATER DEPTH AT START (in): 10 1/2 TYPE OF SOIL: SUGHTLY CLAYEY, SLIGHTLY SANDY SILT AVERAGE RATE (min/in) = 30 SOIL PERCOLATION RATE (minfin)= 32 AVERAGE MPI BASED ON LAST THREE READINGS OF EACH TEST. LOCATION OF TEST HOLES: SEE FIGURE 1 404 260 HEPWORTH — PAWLAK GEOTECHNICAL, INC. LOT 1, MOUNTAIN SPRINGS RANCH RESULTS OF PERCOLATION TESTING FIGURE 3 ISDS ABSORPTION AREA CALCULATIONS In accordance with Cola ado State Board of Health, Ckiidelhes m Individual Sewage Disposal Systems, Revised 2000, the absorption area was calculated using the following equatbn: A = °.s 5 Where, A = absorption area in square feet Q = estimated design flow equal to 150% of average daffy sewage flow in gallons per day t = sod percolation rate in minutes per inch An estimated average fkw of 75 gallons per day per person for a single family dwelling was used to calculate the sewage design flow for the proposed three (3) bedroom residence. It was assumed that there are two (2) people per bedroan. The calculated sewage design flow is 150% of the average daily flow which was cabulatf d as follows: Q = (75)(3)(2)(1.5) = 675 gallcns per day The size of the absorption areas was not increased for the use of a garbage grinder and laundry washer because these flows are already included in the average daily sewage flow of 75 gallcns per person per day. The average soil percolation rate of 32 minutes per inch coselates to a Long Term Acceptance Rate of 0.4 gallons per square foot per day. The minimum required absorption area was calculated using a long tear acceptance rate of' 0.4 gallons per square foot per day and a design flow of 675 galbns per day as fellows: A —.62.5.z 1,688 square feet 04 A Wisconsin mound will be used m the project site which has a basal area of 1,700 square feet. The moind absorption area will be pressure dosed by a sutmersble effluent pump located in the dosing chamber of the septic tank. The three chamber, concrete septic tank must have a minimum effective liquid tank capacity of 1,000 gallons. The submersb a effluent pump wil be controlled by floats set to provide a dose volume of about 169 gallons per dose. At this dose volume, each absorption area will be dosed about 4 times per day. 404 260 HEPWORTH — PAWLAK GEOTECHNICAL, INC. LOT 1, MOUNTAIN SPRINGS RANCH ISDS ABSORPTION AREA CALCULATIONS FIGURE 4 APPROXIMATE TOE OF SAND FILTER SOLID PVC CAPS ON ENDS OF ALL DISTRIBUTION LATERALS EDGE OF AGGREGATE BED APPROX. 7.4' OR SLOPE SAND AT 2H:1V MAX APPROX. 5.7' DR SLOPE SAND AT 2H:1V MAX. �'-- 8.5' j ■ APPROX. 14' OR SLOPE `4" SAND AT 3H:1V MAX -� 2" DIA. SCH. 40 PVC PIPE WITH 1/8" DIA. PERFORATIONS DRILLED -r ON BOTTOM OF PIPE SPACED AT 2.5 FEET ON CENTER WITH FIRST PERFORATION LOCATED AT MANIFOLD AND LAST PERFORATION LOCATED AT CAP. 4" DIA. PVC AIR VENT INSTALLED VERTICALLY T TO BOTTOM OF AGGREGATE BED. BOTTOM 10" OF PIPE WITHIN AGGREGATE BED TO BE PERFORATED. TOP OF PIPE TO BE COVERED WITH REMOVEABLE VENTILATED TOP CAPS. INSTALL TOP CAPS A MINIMUM OF S" ABOVE GROUND SURFACE. 2.5' 0 2.5' 2" DIA. SCHEDULE 40 PVC MANIFOLD INSTALLED LEVEL 2" DIA. SCHEDULE 40 PVC TRANSPORT PIPE SLOPED AT 2% MINIMUM TO DRAIN INTO MANIFOLD NOTES: 1. ALL PIPING AND INSTALLATION METHODS SHALL MEET COLORADO STATE GUIDELINES ON NDIVIDUAL SEWAGE DISPOSAL SYSTEMS, REVISED 2000. 2. DISTRIBUTION PIPES SHALL BE INSTALLED LEVEL AND IN LOCATIONS SHCWN ABOVE. 404 260 HEPWORTH - PAWLAK GEOTECHNICAL, INC. LOT 1, MOUNTAIN SPRINGS RANCH MOUND ABSORPTION AREA PLAN VIEW FIGURE 5 12 INCH THICK TOTAL SOIL COVER OVER FILTER SAND AND GEOTEXTII.E. AT LEAST TOP 6' OF SOIL CAP TO BE TOPSOIL SUITABLE TO SUPPORT VEGETATION. RebL[M WITH MOUNTAIN MEADOW GRASS MIX OR EQUIVALENT TO PREVENT EROSION. EXISTING GROUND SURFACE 8.5' CROWN TOPSOIL CAP TO PROVIDE POSITIVE DRAINAGE AWAY FROM MOUND. MIRAFI 14011 OR EQUIVALEN GEO1EX11LE OVER SAND FILTER APPROX. 14' )R SAND SLOPE AT 3H:1V MAX. SAND FILTER, 2' THICK MINIMUM WITH GRADATION AS SPECIFIED BELOW. SIDE SLOPES AND UPHILL SLOPE OF SAND FILTER AT 2H:IV MAX. SCRAPE OFF TOP FEW INDIES OF TOPSOIL AND VEGETATION. CUT OFF ANY TREES LEVEL WITH GROUND SURFACE, SCARIFY TOPSOIL SURFACE WITH TRACKHOE TEETH AND PLACE SAND FILTER ON SCARIFIED TOPSOIL AT APPROXIMATELY EXISTING SLOPE. NATURAL CLAY 4--E46" E4' TO 32' NATURAL TOPSOILI_ AGGREGATE BED 10' THICK MIN. WITH 6' MIN. BELOW DISTRIBUTION PIPES AND 2' MIN. ABOVE PIPES NOTES 1. AGGREGATE SPECIFICATIONS STANDARD SIEVE SIZE % PASSING BY WEIGHT 2-1/2" 100% 1/2" 0% 2. FILTER SAND SPECIFICATIONS STANDARD SIEVE SIZE % PASSING BY WEIGHT 3/4" 100% No.4 60-100% No.50 10-30% No.100 0-10% No.200 0-3% 3. TRANSPORT AND DISTRIBUTION PIPING TO BE SCHEDULE 40 PVC. 4. REFER TO COLORADO STATE BOARD OF HEALTH, GUIDEUNES ON INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, REVISED 2000, FOR OTHER APPUCABLE SPECIFICATIONS. 404 260 HEPWORTH — PAWLAK GEOTECHNICAL, INC. LOT 1, MOUNTAIN SPRINGS RANCH MOUND ABSORPTION AREA X—SECTION FIGURE 6 LOT 1, MOUNTAIN SPRINGS RANCI I Pump Selection for a Pressurized System RI/ AIRWAY AVENUE SUTHERUN, OREGON )I «■ § §( )k 8 8 8 _+6_._A_ e ; « Net Discharge, gpnl 1 .f.ffiftrt } &k � ! ) az 0 0 404 260 HEPWORTH - PAWLAK GEOTEC HNICAK INC. LOT 1, MOUNTAIN SPRINGS RANCH mBc P5005 PUMP PERFORMANC CURVE FIGURE 7 — EIIhxin Pun PS1 Serfs I/2 hp to 1 -Ii __•ra 11 Mara SE - -FSA_ -- 1111 11 i 1 1 wi - I ----f1 i 8 8 8 _+6_._A_ e ; « Net Discharge, gpnl 1 .f.ffiftrt } &k � ! ) az 0 0 404 260 HEPWORTH - PAWLAK GEOTEC HNICAK INC. LOT 1, MOUNTAIN SPRINGS RANCH mBc P5005 PUMP PERFORMANC CURVE FIGURE 7 OCT -25-2005 13 47 HEPWORTH•PAWLAK GEOTECHNICAL November 29, 2004 Trends West Attn: Ken Hutu P.O. Box 2382 Edwards, Colorado 81632 Flepworch•Pawlak citottthaicai, Inc. P. O. Drawer 1887 Siherthoec c Colorado 80498 Phone 970.468.1989 Fix- 970468.5891 email: hpgeo4Ghpgeotecl.com RECEIVED OCT 2 2005 GARFIELD COUNTY BUILDING & PLANNING P.01 Job No. 404 260 Subject: As -Built Evaluation of Individual Sewage Disposal System, Existing Residence, Lot 1, Mountain Springs Ranch, Garfield County, Colorado. Dear Mr. Hariaas: Hepworth-Pawlai Geotel, Inc. has observed the installation of thc Individual Disposal System (LSDS) for the existing residence which is under construction on Lot 1, Mountain Springs Ranch as required by Garfield County. The ISDS componaots observed included: absorption area excavation depth, mounded sand filter and side slopes, septic tank, absorption bed aggregate, effluent transport pipe and grades, sewer pipe and grades, distribution latuals, cleanout adjacent to residence foundation, manifold pipes, inspection posts, and the locations of all components. The septic tank was observed to be a 1,250 gallontwo chamber plastic tank from Rotonics Manufacturing Inc. A concrete septic tank was originally specified in the ISUS design report, dated September 3, 2004, Job No. 404 260, because concrete tanks have greater structural integrity than plastic tanks. According to our conversation with the ISDS installation contractor, they could not get a concrete septic tank delivrred to the proposed septic tank location. Therefore, the ISDS contractor was given the responsibility of choosing a suitable plastic septic tank for use on the project site The owner of the project site assumes all responsibility for any future problems which world occur with the Retorting Manufacturing, Inc. septic tank. The tank is installed on a bed of pea gavel and we understand that the tank excavation will be backfilled with pm gravel. The pm gravel bacJcffll should be covered with a cap of at least 6 inch= of the on-site clayey soils graded to promote positive drainage away from the septic tank to prevent infiltration of surface water and snow melt into pea gravel backfill. Glenwood Sprang 970-945-7988 • Parker 303.841.7119 • Colorado Springs 719-633-5562 is OCT -25-2005 13:47 Trends west November 29, 2004 Page 2 P.02 The dose pump and screen vault was not installed in the second chamber of the septic tank at the time of our visit. The dose pump should be capable of providing at least 42.9 gallons per minute (GPM) at 27.3 feet of total dynamic bead (IDH) and should be installed in a screen vauk as previously specified in the ISDS design report. /lased 00 our observations made during the site visits it is our professional opinion that the ISDS was constructed in general accordance with the ISAS design report. If you have any questions or if we nay be of further assistance, please ler us know. Please forward one copy of this report to the Garfield County Environmental Health Department. Sincerely, - PAWLAK GEOTECHNICAL, INC. (AA Andy Kosse Reviewed By. Ronald J. Uhle, P.E. Associate AKssn • —` X8161 s�90`-: 404 260 Gated, TOTRL P.02