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HomeMy WebLinkAbout04057GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT /���,� / C �r�y/4-3ggs /` 0 '�`7 /l3 66n lkeaL: Phon tr;G%',2&9V Present Address •ref. J 5'- y5��-� -190P PROPERTY 6) Owner's Name ' `-i System Location 0/ 73 / qq r Permit 4L,57 Assessor's Parcel No. This does not constitute a building or use permit. Legal Description of Assessor's Parcel No. SYSTEM DESIGN ta5 Septic Tank Capacity (gallon) Other l0 C Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: Date (j ? 4 £e 1'11 f 5 4 Inspector e(, e [ (1 / It -e FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation Septic Tank Capacity System Installer t"..f, 211 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 Date //h' - - 1,23— Inspector /: y 4-5/1 .#01L2.1".1 ' / )c/ 7/" .1 • ((A /62 RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE h/ *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 f ine — 6 months in jail or both). White - APPLICANT Yellow - DEPARTMENT (� I INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER V,�©b6 Pcrtr-5 ADDRESS I t5 G -eo Eajft CIrctc PHONE q2L)' 32 ti CONTRACTOR pi, bL-1 P -t j e ADDRESS I PHONE g,• 3 8 uI e PERMIT REQUEST FOR (>c) 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 N LYLc) esti Size of Lot /. ) 2- 3 Legal Description or Address Q / 1 3 C E(1T AYL LUAti % Lot a 't 7iie- CeePa rs " WASTES TYPE: 01 DWELLING ( ) TRANSIENT USE 5"t14 ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER—DESCRIBE BUILDING OR SERVICE TYPE: t r 14 Number of Bedrooms ()() Garbage Grinder Number of Pbrsons ( ) Automatic Washer (X) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: C ; ri o -e 10014-5 tJi.r)'e- DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: /V/A Was an effort made to connect to the Community System? A) /A /U o,— o„-) +S 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 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (k) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET( ) OTHER -DESCRIBE FINAL DISPOSAL BY: 00 ( ) ( ) ( ) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION UNDERGROUND DISPERSAL ( ) SAND FILTER ABOVE GROUND DISPERSAL ( ) WASTEWATER POND OTHER -DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? to PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes per inch in hole No. 1 Minutes per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes per inch in hole No. Name, address and telephone of RPE who made soil absorption tests: Name, address and telephone of RPE responsible for design of the system: Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Signed Date 9 -n -d5 PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 Designate North Arrow a 3 v ros pz,tiy„y ax.,w County Road (Note the Road Number and Name) s 3 Gtech HEPWORTH - PAWLAK GEOTECHNICAL August 16, 2005 Bobby Peters 113 Glen Eagle Circle New Castle, Colorado 81647 Subject: Hep,cort6-Pa«lak GcorcLhnuoil, In\ 50220 Count \ Rod,' 154 Glerevu,,,l Spring., l:..Lnadn S1(01 Phone. 970-945-79H Fax 97C-945-5454 cnt.ul hpncoekhpgt tech Loin Job No. 105 298 Percolation Testing, Proposed Septic Disposal System, Lot 2, The Cedars, 173 Cedar Way, North of New Castle, Garfield County, Colorado. Dear Mr. Peters: As requested, Hepworth - Pawlak Geotechnical, Inc., performed percolation testing at the subject site. We previously performed a subsoil study for foundation design at the subject site and presented our findings in a report dated April 29, 2005, Job No. 105 298. A profile pit and five percolation test holes had been dug from the existing ground surface and soaked by the client prior to our testing. The locations of the percolation test holes are shown on Figure 1. The subsoils exposed in the Profile Pit consisted of about 1/2 foot of topsoil and 2 feet of sandy to very sandy silty clay with gravel and scattered cobbles overlying slightly sandy to sandy silty clay to the pit depth of 9 feet. No free water was observed in the pit and the soils were slightly moist. Percolation testing was conducted on August 15, 2005, by a representative of 1 lepworth - Pawlak Geotechnical, Inc. The percolation test results are summarized on Table 1. The percolation test results indicate an infiltration rate between 24 and 40 minutest per inch with an overall average of 26 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. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEONC. �c�F! ..,..,.,.... &.. �pN AbA�..4 Jordy Z. Adamson, Jr Rev. by: DEH JZA/ksw attachments Figure 1 — Location of Percolation Test Holes Table 1 — Percolation Test Results cc: Hepworth-Pawlak Geotechnical, Inc. (Silverthorne) — Attn: Andy Kosse Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 105 APPROXIMATE SCALE 1' = 40' SEPTIC TANK 95 PROFILE PIT I 105 298 Hepworth—Pawlak Geotechnical LOCATION OF PERCOLATION TEST HOLES Figure 1 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 105 298 Page 1 of 2 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-1 21 10 9'/4 83/4 1/2 83/4 81/4 1/2 24 81/4 73/4 1/2 73/4 71/4 1/2 7'/4 63/4 '/z 63/4 61/2 1/4 61/2 6 Yz 6 5' 1/2 51/2 51/4 1/4 P-2 21 10 9 1/4 8'/2 3/4 24 8'/2 8 ' 8 7'/2 '/2 71/2 7 '/2 7 63/4 '/4 63/4 61/4 1/2 61/4 53/4 1/2 53/4 51/2 1/4 51/2 5 1/2 P-3 17 10 71/2 71/4 1/4 40 71/4 63/4 1/2 63/4 61/2 1/4 6' 61/4 1/4 6'/4 6 '/4 6 5'/2 '/2 51/2 51/4 1/4 5Y 5 1/4 5 43/4 1/4 Note: Percolation test holes were dug from the existing ground surface and soaked by the client prior to our testing. Percolation tests were conducted on August 15, 2005. The average percolation rates were based on the last three readings of each test. 4 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 105 298 Pace 2 of 2 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (JNCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-4 16 10 63/4 6' 1/2 40 61/4 6 1/4 6 53/4 1/4 53/4 51/2 1/4 51/2 5 '/z 5 4'h '/2 4% 41/4 1/4 41/4 4 i/4 4 33/4 1/4 P-5 17 10 7 63/4 1/4 40 63/4 61/2 1/4 61 61/4 1/4 61/4 6 1/4 6 51/2 1/2 5' 51/4 1/4 51/4 5 1/4 5 43/4 1/4 43/4 41 1/4 Note: Percolation test holes were dug from the existing ground surface and soaked by the client prior to our testing. Percolation tests were conducted on August 15, 2005. The average percolation rates were based on the last three readings of each test. tech HEPWORTH - PAWLAK GEOTECHNICAL September 6, 2005 Bobby Peters 113 Glen Eagle Circle New Castle, Colorado 81647 Hepworth-Pawlak Geotechnical, Inc. P. 0 Drawer 1887 Sdcerthomc, Colorado 80498 Phone: 970-468-1989 Fax•970-468-5891 email: hpgeo4@hpgeotech com Job No. 405 337 Subject: Individual Sewage Disposal System Design, Existing Residence Under Construction, Lot 2, The Cedars Subdivision, 173 Cedar Way, Garfield County, Colorado. Dear Mr. Peters: As requested , Hepworth-Pawlak Geotechnical, Inc. has designed an Individual Sewage Disposal System (ISDS) for the four bedroom residence on Lot 2, The Cedars Subdivision in Garfield County, Colorado. The scope of services was performed in accordance with our Professional Services Agreement to you dated August 16, 2005. Site Conditions: The residence is under construction and is located at 173 Cedar Way. A 1,500 gallon, two chamber Copeland Concrete septic tank and sewer pipe had been installed prior to our initial site visit. The water service was observed to enter the northern portion of the residence. Percolation Testing: Percolation tests were conducted on August 15, 2005 by a representative of our Glenwood Springs office to evaluate the percolation rate of the shallow sites. One Profile Pit and five percolation test holes were excavated at the approximate locations shown on Figure 1. The soils encountered in the Profile Pit consisted of about 0.5 feet of topsoil overlying a sandy to very sandy, silty clay with gravel and cobbles to a depth at about 2.5 feet. Below 2.5 feet, the clay was slightly sandy to sandy to the depth explored. The test holes (nominal 10 inches in diameter by 16 to 21 inches in depth) were hand excavated from the ground surface and were soaked with water for a minimum of 8 hours prior to testing. The soils exposed in the Profile Pit are discussed in the attached Percolation Test Report, dated August 16, 2005. The soils exposed in the percolation test holes were similar to those exposed in the Profile Pit. The percolation test results are presented on Table 1 of the attached Percolation Test Report. The average soil percolation rate of the shallow subsoils encountered in test holes 1, 2 and Glenwood Springs 970-945-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562 Bobby Peters • September 6, 2005 Page 2 3 is approximately 30 minutes per inch (mpi) and was used to size the absorption area. Percolation testing was previously performed on June 28, 2005 by the Garfield County Environmental Health Department in the deeper clay soils and yielded percolation rates of about 60 mpi. ISDS Analysis: Based on the subsurface conditions encountered and the percolation test results, the tested area is suitable for an ISDS utilizing a combination of the shallow soils and a mounded sand filter for the treatment and dispersal of effluent. Below grade absorption areas do not perform well over clay subsoils with percolation rates of 60 mpi or slower and early failures of absorption areas under these conditions is common. Suitable soils are defined as soils with percolation rates between 5 and 60 mpi. Subsequently, the underlying clay soils encountered below 2.5 feet in depth in the Profile Pit are not considered to be suitable. Relatively good percolation rates were achieved in the shallow subsoils. The absorption area will utilize about 2 feet of the natural sandy to very sandy, silty clay with gravel and cobbles and a mounded sand filter which is 2 feet thick to achieve the required 4 feet of suitable soil below the absorption area. For proper performance, effluent must be evenly applied to the surface of the mounded sand filter using a submersible effluent pump. A site plan showing the proposed ISDS, existing residence, existing septic tank, property lines and the minimum horizontal of site features relative to the ISDS components is shown on Figure 1. All materials and installation should meet the requirements of the Colorado State Board of Health, Guidelines on Individual Sewage Disposal Systems, Revised 2000. Septic and Dosing Tanks: A concrete 1,500 gallon, two chamber Copeland Concrete septic tank was installed on the site at the time of our site visit in the approximate location shown on Figure 1. We propose to add a 48 inch diameter, single chamber Copeland Concrete dose tank south of the outlet of the existing septic tank. Sewage will gravity feed from the residence to the septic tank and effluent will be pumped to the absorption area via a submersible effluent pump in the dose tank. The submersible effluent pump must be enclosed within a screen vault or an approved effluent filter should be installed lob No. 405 337 Bobby Peters • September 6, 2005 Page 3 on the outlet of the second chamber of the existing septic tank. It should be possible to retro fit an effluent filter into the existing septic tank. If the septic tank access riser lids will be installed at grade, with no backfill cover, then the lids can be insulated, if desired, with foam insulation board to provide frost protection. A high water alarm switch should be installed in the dosing tank 3 to 6 inches above the upper float position. The high water alarm will provide audio and visual warning of a high water condition in the tank and should be placed inside or on the dwelling where it will be readily seen or heard. A PVC handle should be installed on the effluent filter cartridge or screen vault and extended up to within reach of the septic tank lid. This will allow for easy access and maintenance of the filter. Dosing Pump: An Orenco PEF33 submersible effluent pump, or equivalent, is suitable for this application. If a different effluent pump is chosen, the pump must be capable of providing a flow rate of 41.1 gallons per minute at 17.3 feet of total dynamic head, as shown on the attached pump performance curve. For design purposes it was assumed that the elevation difference from the dosing pump intake to the absorption area manifold pipe is not more than 8 feet and that the length of the effluent transport pipe does not exceed 30 feet. Pressurized effluent will be evenly distributed over the sand filter by the submersible effluent pump. The pump will be controlled by a control panel and a system of float switches. The float switches should be set to provide a dose of about 225 gallons. At this dose volume the absorption area will be dosed about four times per day 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 less than 4 inches in diameter. The sewer pipe had already been installed and backfilled at the time of our site visit. Soil backfill beneath the sewer pipe must be adequately compacted to prevent settlement of the pipe and we suggest the use of Schedule 40 PVC pipe between the residence and the septic tank. The portion of the sewer pipe extending from 5 feet outside the building foundation should have a slope of at least 2%, except for the 10 feet of sewer pipe immediately preceding the septic tank which should be sloped between 1 and 2%. Cleanout pipe(s) should be installed in the sewer line adjacent from the building Job No. 405 337 Bobby Peters September 6, 2005 Page 4 foundation, where the pipe bends at 90 degrees or more and at least one cleanout should be installed at least every 100 linear feet of non -pressurized sewer or effluent pipe throughout its length. The effluent transport pipe should be sloped at 2% minimum to drain back to the dose tank. The pipe must be properly bedded and sloped to prevent any low spots from forming in the pipe due to settlement which will not allow the pipe to be self draining Any low spots in the transport pipe could result in effluent freezing the in the pipe causing the dosing system to malfunction. Absorption Area: The mound absorption area aggregate bed is designed to be 990 square feet in size and will be dosed by a low pressure distribution system. The aggregate bed containing the distribution laterals has dimensions of 16.5 feet wide by 60 feet long and will be constructed over a sand filter which is 2 feet thick. The sand filter should be constructed of concrete sand from a local supplier. Absorption area calculations are shown on Figure 2. The mound absorption area should be installed on a relatively flat excavated surface constructed of a relatively balanced cut and fill to limit the excavation depth. Excavation cuts at the uphill side of the excavation should not exceed about 6 inches to 1 foot. Care must be taken during installation to ensure that the soils exposed in absorption area excavation are not compacted. The excavation, once completed, should be left open to allow the soils to air dry, if necessary, before the sand aggregate and distribution piping are placed. The sand filter should be placed in loose lifts not to exceed 1 foot thick. Each lift should be compacted by wheel rolling or bucket packing prior to placement of the next lift. If water is available, each lift should be thoroughly wetted prior to compaction to decrease future settlement of the filter sand. A Mirafi 140N or equivalent geotextile should be placed over the aggregate bed containing the distribution laterals to reduce clogging of the aggregate by fine soil particles. The total thickness of the soil cap over the mound, including topsoil, should be a minimum of 1 foot with the side slopes graded at a slope of 3H:1 V or flatter. At least the top 6 inches of the soil cap should consist of topsoil suitable to support vegetation. It is important not to plant large vegetation or plant species with Job No. 405 337 Bobby Peters • September 6, 2005 Page 5 invasive roots in and around the mound absorption bed. We recommend that the topsoil cap be re -vegetated as soon as possible with a suitable grass mix to prevent erosion Combination air vent/inspection ports should be installed at each comer of the aggregate bed. The ports should be constructed of 4 inch diameter PVC pipe installed to the bottom of the aggregate bed. The bottom portion of the pipe which lies within the aggregate should be perforated. The ports should extend a minimum of 8 inches above the ground surface and should have ventilated removable caps. The absorption area manifold and distribution piping layout is shown on Figure 3. A materials used and installation methods should meet the requirements of the Colorado State Board of Health, Guidelines on Individual Sewage Disposal Systems, Revised 2000. Subsurface Drainage: Free water was not encountered in the Profile Pit when observed on August 15, 2005 and it is our opinion that a subsurface drain will not be required. If free water is encountered in any excavations on the site we should be notified to re- evaluate the need for a subsurface drain to protect the absorption area. 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, bath 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. The absorption area and any areas directly up gradient of it should not be watered excessively by lawn irrigation systems or other means as the soils may become hydraulically overloaded. Septic and dose tanks should be pumped whenever the sludge and scum occupy one third of the liquid capacity of the first chamber of the septic tank. The high water alarm float switch should be checked at least once per year to ensure that it is working properly. In addition, the effluent filter or screen vault surrounding the automatic siphon should be checked for clogging at least once per year 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. Job No. 405 337 Bobby Peters • September 6, 2005 Page 6 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 approximate locations indicated on Figure 1, the proposed type of construction, and our experience in the area. Our fmdings include interpolation and extrapolation of the subsurface conditions identified at the Profile Pit and percolation test holes and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. Based on site reconnaissance, it is our opinion that the designed location of the ISDS does not violate any setback requirements of the current Colorado State Board of Health Guidelines on Individual Sewage Disposal Systems. We recommend that the position of the ISDS components 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 res. nsible 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. Garfield County requires that an As -Built evaluation of engineered ISDS designs be performed by the ISDS engineer. We should be contacted to perform the ISDS As -Built evaluation the day before you are ready for the evaluation. Prior to evaluation, all ISDS components should be installed including: sewer pipe, effluent transport pipe, septic and dosing tanks, effluent filter or screen vault, inlet and outlet tees, submersible effluent pump, absorption area sand filter, absorption area aggregate bed and distribution piping. No components of the ISDS should be backfilled prior to our performing the ISDS As - Built evaluation, with the exception of the sewer pipe which was already buried at the time of our site visits. Job No. 405 337 Bobby Peters • September 6, 2005 Page 7 Please contact us for any necessary revisions or discussion after review of this report by the Garfield County Building and Sanitation Department. If you have any questions, or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Andy Kosse Reviewed by: 8161 9 Ronald J. Uhle, P.E., C.C.E. Associate=90. 05 . $ •Attachments: Figures 1 through 4 Orenco PEF33 pump performance curve Garfield County Percolation Test Percolation Test Report by HP-Geotech Job No. 405 337 PROPERTY — — — BOUNDARY 105'— EXISTING SEWER PIPE (BURIED) APPROX. EXISTING 1,500 GAL TWO CHAMBER COPELAND CONCRETE SEPTIC 1 TANK. LOT 2 PROPOSED 2 INCH DIA. SCH.40 PVC TRANSPORT PIPE SLOPED AT 2% MIN. TO DRAIN BACK TO DOSE TANK. PROPOSED MOUNDED ABSORPTION AREA AGGREGATE BED, 16.5' WIDE BY 60' LONG. PROPOSED 48 RM. P-3 DIAMETER COPELAND'- ah 1 CONCRETE SINGLE �� HAM81ER DOSE TANK WITH d CO PEF33 1 P-4 ---__SUBMERSIBCFFLUENT E� 1- PUMP AND BIOTDBE, SCREEN VAULT OR EQUIVALENT. "P- - ` APPROXIMATE SCALE: 1 INCH = 40 FEET mom Air 95' 1 MINIMUM HORIZONTAL DISTANCES TANK TO: FELD TO PROPERTY UNES 10' TANK 6' HOUSE 20' WATER UNES 25' SURFACE WATER? 50' • ORY DITCHES 25' • WELLS 100' • IRRIGATION DITCH 50' • EXISTING FIELDS 20' CUT BANKS 4X VERT. CUT HEIGHT HOUSE 5' WATER ONES 10' SURFACE WATER 50' DRY DITCHES 10' WELLS 50' PROPERTY UNES 10' BUILDING SEKER TQ WATER UNES 10' WELLS 50' • ADO 8 FT. FOR EACH 100 GAL / DAY DESIGN FLOW OOERR 1,000 GAL. / DAY. 405337 I HEPWORTH - PAWLAK GEOTECHNICAL, INC. LOT 2, THE CEDARS ISDS SITE PLAN FIGURE 1 ISDS ABSORPTION AREA CALCULATIONS In accordance with the Colorado State Board of Health, Guidelines on Individual Sewage Disposal Systems, Revised 2000, the absorption area was calculated using the following equation: A = Q(t°s) 5 Where, A = absorption area in square feet Q = estimated quantity of sewage flow in gallons per day (design flow shall be 150% of average daily flow) t = soil percolation rate in minutes per inch An estimated average flaw of 75 gallons per day per person was used for the proposed four bedroom residence. Its assumed that there are two (2) people per bedroom. The calculated design flow is 150% of the average daily flow which is calculated as follows: Q = (75)(4)(2)(1.5) = 900 gallons per day The absorption area size was calculated using an average percolation rate 30 minutes per inch and a design flaw of 900 gallons per day as follows: A = 900(30)05 = 986 square feet 5 The ISDS design includes a dosing deuce but no reduction it the size of the absorption area was allowed due to the presence of low permeability clay soils below the absorption area. Therefore, the minimum total absorption area required for the residence is 986 square feet. The absorption bed wiD consist of mounded sand filter which will be 16.5 feet wide by 60 feet long fa a total of 990 square feet of absorption area. We understand that a two chamber Copeland Concrete 1,500 gallon septic tank has been installed at the site. The septic tank will be followed by a 48 inch diameter Copeland Concrete, singh chamber, concrete dose tank equipped with a submersible effluent pump to dose the absorption area. The automatic siphon should provide about 225 gallons per dose. If the dose tank specified is not capable of 225 gallons per dose, the largest dose possible should be used instead. The absorption area totals 990 square feet. 405 337 HEPWORTH — PAWLAK GEOTECHNICAL, INC. LOT 2, THE CEDARS ISDS ABSORPTION AREA CALCULATIONS FIGURE 2 SOLID PVC CAPS ON ENDS OF ALL DISTRIBU110N \ _ LATERALS r TOE OF SAND FILTER SLOPE EDGE OF AGGREGATE BED 2" DIA. PVC PIPE WITH 1/8" DIA. PERFORATIONS ON BOTTOM OF PIPE SPACED AT 3 FEET ON CENTER WITH FIRST PERFORATION LOCATED AT MANIFOLD AND LAST PERFORATION AT END CAP FOR A TOTAL OF 19 ORIFICES PER LATERAL. 4" DIA. PVC AIR VENT INSTALLED VERTICALLY TO BOTTOM OF AGGREGATE BED. BOTTOM 12" 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 8" ABOVE GROUND SURFACE. 2'9" L_ 0 2'9" APPROX. 26' 25' N 2'9" 219" 219" 1 3' 60' 2'9" O 2" DIA. SOLID SCHEDULE 40 PVC MANIFOLD PIPE 3 4 -J APPROX. 66' TO 72' 2 INCH DIA. SCH.40 PVC TRANSPORT PIPE SLOPED AT 2% MIN. TO DRAIN BACK TO DOSE TANK. NOTES: 1. ALL PIPING AND INSTALLATION METHODS SHALL MEET COLORADO STATE GUIDELINES ON INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, REVISED 2000. 2. DISTRIBUTION PIPES SHALL BE INSTALLED LEVEL AND IN LOCATIONS SHOWN ABOVE. 405 337 HEPWORTH - PAWLAK LOT 2, THE CEDARS I FIGURE 3 GEOTECHNICAL, INC. I PLAN VIEW MOUND ABSORPTION SYSTEM 1 FOOT THICK AGGREGATE SUCH THAT 8 INCHES OF AGGREGATE ARE BELOW DISTRIBUTION PIPE AND 2 INCHES ARE ABOVE PIPE. AGGREGATE GRADATION AS SPECIFIED BELOW. 12 INCHES MINIMUM TOTAL SOIL - COVER OVER FILTER SAND AND GEOTEXTILE AND GRADED AT 3H:1V OR FLATTER. PLACE AT LEAST 6 INCHES OF TOPSOIL OVER SOIL COVER AND SEED WITH MOUNTAIN MEADOW GRASS OR EQUIVALENT. FILTER SAND SLOPE GRADED AT 2H:1V OR FLATTER MIRAFI 140N GEOTEXTILE OR EQUIVALENT 2 FEET OF FILTER SAND WITH GRADATION AS SPECIFIED BELOW. 16.5' 3 BASAL SUFACE OF SAND FILTER TO BE CONSTRUCTE ON BALANCED CUT AND FILL TO MINIMIZE SAND IMPORT. SHALLOW SANDY TO VERY SANDY SILTY CLAY FROM UPHILL CUT SHOULD BENEATH DOWNHILL PORTION OF SAND FILTER AS SHOWN. PPROX. 26' EXISTING GROUND SURFACE - APPROX. 6 INCH TO 1 FOOT CUT BELOW EXISTING GRADE AT UPHILL TOE OF SAND FILTER. NOT TO SCALE NOTES 1. AGGREGATE SPECIFICATIONS STANDARD SIEVE SIZE % PASSING BY WEIGHT 2-1/f 100% 1/Y 0% 2. FILTER SAND SPECIFICATIONS CONCRETE SAND 3. TRANSPORT AND DISTRIBUTION PIPING TO BE SCHEDULE 40 PVC. 4. REFER TO COLORADO STATE BOARD OF HEALTH GUIDELINES ON INDIVIDUAL SEWAGE DISPOSAL SYSTEMS REVISED 2000 FOR OTHER APPLICABLE SPECIFICATIONS. 405 337 I HEPWORTH - PAWLAK LOT 2, THE CEDARS GEOTECHNICAL, INC. I MOUND ABSORPTION SYSTEM X -SECTION FIGURE 4 LOT 2, THE CEDARS 'n E 2 AD W a) W C a 0 O5 814AIRWAY AVENUE SUTHERLIN,OREGON W cn ye 0 gm 0 O O m 10 a 3ea1 'Wm) pee *mac leioi 2 0 0 4 4 ' C a 0 0 a 0 0 0 0 0 0 U al a) 0 0 0 0 0 0 0 C 0 CU w C 0 C CD CD C C C 0CO O •0 N O O Q C O Q 0 0 Q 0 C O to ca N N ,zO r- N co O N IV Z Cr' 0 0 OI = L a) 0 y 0 0 0 L 0 0 0 y 0 (n U () g (n 9 0 c O O= cc U V CO O N N 0 O a N J 0 L J 0- N CD C J 2 L �' O 4" N N a Tr co a>2 J w> O J co J J (i E O c O N C N J m 0 N O c ta co 0 LL L O m m o c c U J 0 0) (� < LL S J J a F LI CDin a o 9 "o n a 2 CD a' a ~'a .0 o CO 0 N U O a E m`m 'o 0 Q 0 Z _1 c en 0 i cor 0 0 N 0 O O) O r 0 O N O th O N O Net Discharge, gpm E E 0. 003 Oai o ami 0 0 0 0 0 co 0 0 0 0. m t7 O r 1a M O O O O r O Q 0 0 W Q n • o to 1 o c o o ei o o r N1 o < N r r at r ul O r 0rL4 0 V 0 ,> 9 a OI m 0 0 O N 0 O m O m r m a Li c t6 O a s IL a N O m= W y O 0 C C2 f" $ m 0 J J0 n en CD L LL s co Lt o K 0 U 0 ', '0 J y J C E O. LT O < `o m O O _ a1 r S 0 W N 0 y~ O R E a~ a m S O S J m 0 O p E 0 2 a CO a F E E Z m N F 0 y J to c Z = tr 0 = m 0 O 0 0 _ _ B 00 O L 0 0 S A o 0 _ 1 I Effluent Pumps PEF Series 1/3 h. to 1-1/2 hp I_ 4 0 PEF150 PEF40\ - - - --a-- 0 LL / -'-7 ----a o 0 LL M m LL a/ 0 O O m 10 a 3ea1 'Wm) pee *mac leioi 2 0 0 4 4 ' C a 0 0 a 0 0 0 0 0 0 U al a) 0 0 0 0 0 0 0 C 0 CU w C 0 C CD CD C C C 0CO O •0 N O O Q C O Q 0 0 Q 0 C O to ca N N ,zO r- N co O N IV Z Cr' 0 0 OI = L a) 0 y 0 0 0 L 0 0 0 y 0 (n U () g (n 9 0 c O O= cc U V CO O N N 0 O a N J 0 L J 0- N CD C J 2 L �' O 4" N N a Tr co a>2 J w> O J co J J (i E O c O N C N J m 0 N O c ta co 0 LL L O m m o c c U J 0 0) (� < LL S J J a F LI CDin a o 9 "o n a 2 CD a' a ~'a .0 o CO 0 N U O a E m`m 'o 0 Q 0 Z _1 c en 0 i cor 0 0 N 0 O O) O r 0 O N O th O N O Net Discharge, gpm E E 0. 003 Oai o ami 0 0 0 0 0 co 0 0 0 0. m t7 O r 1a M O O O O r O Q 0 0 W Q n • o to 1 o c o o ei o o r N1 o < N r r at r ul O r 0rL4 0 V 0 ,> 9 a OI m 0 0 O N 0 O m O m r m a Li c t6 O a s IL a N O m= W y O 0 C C2 f" $ m 0 J J0 n en CD L LL s co Lt o K 0 U 0 ', '0 J y J C E O. LT O < `o m O O _ a1 r S 0 W N 0 y~ O R E a~ a m S O S J m 0 O p E 0 2 a CO a F E E Z m N F 0 y J to c Z = tr 0 = m 0 O 0 0 _ _ B 00 O L 0 0 S A o 0 From:PROSPERITY BOOKKEEPING 9709450828 08/28/2005 12:10 #065 P.001/001 GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Colorado( 31601 Phone (970) 9464212 M77Al ANO1 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY 'LE Owners, Name '_ System Location Legal Description of Aeeessor'a Paroel No Permit 4057 Asaeaacr•a Parcel No. This does not constitute a building or use permit. q -3g1-11 yam'" -""x, Present Address 3 61—a'r/ is:ye. N212n .941:= SYSTEM DESIGN last__ Septio Tank Capacity (gallon) _.. ....—SOere '.-_ ... ... ..—: /Writ „et .23 n � � R 3 ., J4 5 Inspector r ,M e`••t# zv0' -Lr Other Required Absorption Area - See Seethed Special Setback Requirements: l Dant e - br OS - FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Cali for Inspection (24 hours nodes') Before Covering installation System Installer Septic Tank Capacity Septic tank Manufacturer r Trade Name Septic rink Acne within a'• of surface Absorption Area Absorption Arae Type andfor Manufacturer or Trade Name Adequate compliance with County and State regulationdrequirementa Other Date Inspector RETAIN WITH RECEIPT PIECORDS AT CONSTRUCTION SITE *CONDITIONS: 1. All installation must complywith all requirements of the Colorado `tate Board of Health Individual Sewage Disposal Systamo Chaptsr 25, Article t0 C,R.S. 1973, Revised 1984. 2. This permit it valid only for connection la atructuraa which have fully complied with County zoning and building requiretntent*. Con - Matte n to or uss with any dwelling or structures net approved by the Building and Zonlne office shall automatically on a volsiInn o, a requirement of tna permit asci cauda far both legal action end ravyostion of the permit. 3. Any person who constructs altars, or Installs en Individual sewage disposal system In o rnannerwhlah Involvesa knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Patty Offense (TS00AN tine — months in izIt ar both). 'mob WeES:3J Si:.'iit'9e Whim - APPLICANT Yellow- DapprdTMEllf ahtat8L'U'Lk: r`.LIA HH Q'13Idi JD •AUG -19-2005 16:03 H—P GEOTECH G&ech HEPWORTH - PAWLAK GEOTECHNICAL August 16, 2005 Bobby Peters 1 i3 Glen Eagle Circle New Castle. Colorado 81647 P.02/05 ficp,cor'a.?riw!ak (.?rnp. ^%:m;21, En:.. 5020 Comm. Road '54 ("ilrmta><,, I Si,rini' . C:..,;.:: dr.J "ir nt ti _' 4',.73x6, email. 11:1 Job No. 105 29R Subject: Percolation Testing. Proposed Septic Disposal System. Lot 2. The Cedars. 173 Cedar Way, North of New Castle. Garfield County- Colorado. Dear Mr. Peters: As requested, Hepworth - Pawlak Geotechnical, inc., performed percolation testing at the subject site. We previously performed a subsoil study for foundation design at the subject site and presented our findings in a report dated April 29, 2005_ Job No. 105 298. A profile pit and five percolation test holes had been dug from the existing ground surface and soaked by the client prior to our testing. The locations of the percolation test holes are shown on Figure 1. The subsoils exposed in the Profile Pit consisted of about % .foot of topsoil and 2 feet of sandy to very sandy silty clay with gravel and scattered cobbles overiying slightly sandy to sandy silty clay to the pit depth of 9 feet. No free water was observed in the pit and the soils were slightly moist. Percolation testing was conducted on August 15, 2005, by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation test results are summarized on Table 1_ The percolation test results indicate an infiltration rate between 24 and 40 minutest per inch with an overall average of 26 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. If you have any questions or need further assistance, please call our office. Sincerely, III3PWORTH - PAWLAK GEOT w - �•. a INC. Jordy Z. Adamson, Jr., P. Rev. by: DEIl JL.Nksw attachments Figure 1 - Location of Percolation Test holes Table 1 - Percolation Test Results cc: hIepworth-Pawlak Geotechnical, Inc. (Silverthorne) - Attn: Andy kosse Parker 303-841-7119 • Colorado Springs 719-633-5562 • Siiverthorne 970-468-1989 • AUG -19-2005 16:04 H -P GEOTECH P.03/05 ADPROXIMATE SCALE 1" = 40 105 298 ftepre'Ioeath LOCATION OF PERCOLATION TEST HOLES Figure 1 •RUG -19-2005 16 04 H -P GEOTECH HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS P.04/05 70B NO. 105 298 Page 1 of 2 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-1 21 10 91/4 83/4 1/ 83/4 81/ 1/2 81/4 73/4 1/2 73A 71/4 1/2 71/4 63/4 ya 6314 61/2 1/4 24 61/z 6 1/z 6 S1 1a 51/2 51/4 1/4 P-2 21 10 91/4 81/ 3/4 24 81/2 8 y/2 8 71/2 y2 7Vz 7 1/2 7 63/4 1/4 63/4 6/ 1/2 61/4 53/4 1/2 53/4 51/2 //4 51h 5 1 P-3 17 10 71/2 71/4 1/4 40 71/4 63/4 1/2 63/4 61/2 1/4 61/2 61/4 1/4 61/4 6 1/4 6 51/2 1/2 51/2 51/4 1/4 51/4 5 1/4 5 43/4 ih Note: Percolation test holes were dug from the existing ground surface and soaked by the client prior to our testing. Percolation tests were conducted on August 15, 2005. The average percolation rates were based on the last three readings of each test. RUG -19-2005 16:04 H—P GEOTECH HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS P.05/05 JOB NO. 105 298 Paae2of2 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 10 63/4 614 +h 40 6V4 6 1/4 6 53/4 U4 53/4 51/2 1/4 51/2 5 V2 5 41/a +/a 41/z 44 3/4 41/4 4 1/4 4 344 1/4 P-5 17 10 7 6% 1/4 40 6;4 61/x V/4 6' 6,4 Va 61/4 6 14. 6 5'h Vi 51/2 51/4 I/4 51 5 Uk 5 43/4 1/4 43/4 41/2 '/4 Note: Perco ation test holes were dug from the existing ground surface and soaked by the client prior to our testing. Percolation tests were conducted on August 15, 2005. The average percolation rates were based on the last three readings of each test. G-Ptech HEPWORTH - PAWLAK GEOTECHNICAL H October 11, 2005 Bobby Peters 113 Glen Eagle Circle New Castle, Colorado 81647 Hepworth-Pawlak Geotechnical, Inc. R O. Drawer 1887 Silverthorne, Colorado 80498 Phone 970-468-1989 Fax 970-468-5891 email. hpgeo4@hpgcotech cam Job No. 405 337 Subject: As -Built Evaluation of Individual Sewage Disposal System, Existing Residence, Lot 2, The Cedars Subdivision, Garfield County Colorado. Dear Mr. Peters: Hepworth-Pawlak Geotechnical, Inc. has observed the installation of the Individual Sewage Disposal System (ISDS) for the four bedroom residence on the project site. The ISDS components observed include: septic tank dosing tank, automatic siphon, effluent transport pipe, manifold pipes, distribution lateral pipes, aggregate thickness, sand filter side slopes, inspection ports, and the locations of all components. At the time of our site visit the pump system and control had not been installed yet and the sewer pipe and septic tank had been backfilled. A sewer pipe cleanout was observed near the foundation of the residence. At the time of our site visit on September 22, 2005 we observed that the aggregate bed was shorter and wider than was originally designed. The absorption area aggregate bed was measured to be about 19 feet wide by about 54 feet long rather than the designed dimensions of 60 feet long by 16.5 feet wide. However, the size of the absorption bed met or exceeded the required 986 square feet required in the ISDS design report dated September 6, 2005. In addition, we observed that the southwest portion of the south distribution lateral and manifold pipe was installed 1 foot or less from the southwest corner and west side of the aggregate bed and the side slope of the sand filter at the southwest corner and west side was observed to be steeper than 2H:1 V. At the time of our visit, we recommended to Bobby Peters that additional sand or even on-site soil be added to the northwest comer and west side of the sand filter until 2H:1V side slopes are achieved. This will allow for additional aggregate to be placed on top of the filter sand or soil so that the aggregate bed extends at least 2 feet Glenwood Springs 970-945-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562 Bobby Peters • October 11, 2005 Page 2 beyond the manifold pipe and southwest portion of the south distribution lateral. If this installation error is not corrected there is a greater risk that effluent may seep from the toe of the mound by traveling down the side of the sand filter rather than through the filter where it will be absorbed by the natural soil. It was also noted that the 2 inch diameter PVC effluent transport pipe was exiting a 4 inch diameter hole in the side of the dose tank. The gap between the transport pipe and hole in the concrete needs to be sealed by using a gasket or grout prior to the system being backfilled. Bobby Peters assured us that this portion of the installation would be completed by Aquatec Systems Inc. when they install the pump, floats and control panel. Tom Platzer with Aquatec Systems, Inc. informed us that he installed a Gould EP0512F submersible effluent pump rather than the specified Orenco PEF 50. Per the attached pump performance curve, the Gould EP0512F is a suitable pump for this application. The pump performance curve for the Gould pump is supplied as an attachment to this letter. The absorption area and dose tank were installed in approximately the same location shown on Figure 1 of the ISDS design report. With the exception of the few installation items discussed above, it is our opinion that the ISDS was constructed in general accordance with the ISDS design plan, dated September 6, 2005. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. ,,,,,,,,,,1,I Andy Kosse Reviewed by: Ronald J. Utile, P.E Associate 8161 ` Oma, • 1'D//0�..� ��: .,C.C.E. . acs,'......... �G�, Attachment: Gould EP0512F Pump Performance Curve Job No. 405 337 LGOULDS PUMPS Submersible Effluent Pump MODEL 3871 EPO4 & EPO5 Series APPLICATIONS Specifically designed for the following uses: • Effluent systems • Homes • Farms • Heavy duty sump • Water transfer • Dewatering SPECIFICATIONS • Solids handling capability: 3/a maximum. • Capacities: up to 60 GPM. • Total heads: up to 31 feet. • Discharge size: 1V? NPT. • Mechanical seal: carbon- rotary/ceramic-stationary, arbon- rotary/ceramic-stationary, BONA -N elastomers. • Temperature: 104° F (40° C) continuous 140° F (60° C) intermittent. • Fasteners: 300 series stainless steel. • Capable of running dry without damage to components. Motor: • EPO4 Single phase: 0.4 HE 115 or 230 V, 60 Hz, 1550 RPM, built in overload with automatic reset. • EPOS Single phase: 0.5 HP, 115 V or 230V, 60 Hz, 1550 RPM, built in overload with automatic reset. • Power cord: 10 foot standard length, 16/3 SJTW with three prong grounding plug. Optional 20 foot length, 16/3 SJTW with three prong grounding plug (standard on EPOS). ® 2005 ITT Water Technology, Inc Effective January, 2005 83871 • Fully submerged in high grade turbine oil for lubrication and efficient heat transfer. Available for automatic and manual operation. Automatic models indude Mechanical Float Switch assembled and preset at the factory. FEATURES • EPO4 Impeller. Therrno- plastic semi -open design with pump out vanes for mechanical seal protection. METERS FEET 10- ' TOTAL DYNAMIC HEAD 9 8 7 6 5 4 3 2 c - • EPOS Impeller. Thermo- plastic enclosed design for improved performance. • Casing and Base: Rugged thermoplastic design provides superior strength and corrosion resistance. • Motor Housing: Cast iron for efficient heat transfer, strength, and durability. • Motor Cover. Thermoplastic cover with integral handle and float switch attachment points. • Power Cable: Severe duty rated oil and water resistant. • Bearings: Upper and lower heavy duty ball bearing con- struction. AGENCY LISTING ccCanadian Standards Association us Fie # LR38549 Goulds Pumps is 150 9001 Registered 10 20 30 40 50 GPM 6 CAPACITY 10 12 m'/h Goulds Pumps ITT Industries