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HomeMy WebLinkAboutApplication- PermitGARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N2 3805 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT t 9c k -k V 5 PROPERTY .� ` Owner's Name �n.ARAC\ �Present Adddr as P n —Otj 0 System Location V/O(25 :o�� t fl Legal Description of Assessor's Parcel No. I DO _ Assessor's Parcel No. This does not constitute a building or use permit. 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 Date iL-P2/03 Inspector Sy £pi10 n_ Gala/ o'UyPG1y3/s/ RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board at 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 OWNERCrat L. 'f (c c „na4 , D(gna 1. Mvrr•-7 Vkrda"nct t ADDRESS Re5,10fi, «99 610„.1/2001 5/r. 5) (0 M02- PHO NI 974 230-0/74 CONTRACTOR boon Vader,r Serrc a -,D ram ADDRESS Po• Bole 1927 ,P, tte, (d Sf 65o PHONE fjo)*V--0973 PERMIT REQUEST FOR 44 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:1 Near what City of Town .S7/ 7 1 , Co 10 rack Size of Lot f I etcrCs Legal Description or Address SW 7y SI") VySec an / 7' T6 5J /gni/ C -P /k 6 4, /en WASTES TYPE: DWELLING , 3 i5 SI I t- () TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER -DESCRIBE BUILDING OR SERVICE TYPE: keSjCn'Loi0. ( A&n v1 Lc 4Q✓4 N0 - Number of Bedrooms 3 Number of Persons 2 64 Garbage Grinder (,Automatic Washer . 9Dishwasher 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: ? R 10, -ti in) 7 Was an effort made to connect to the Community System? 4/0 A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: Septic Tank to Well: Leach Field to Irrigation Ditches, Stream or Water Course: Septic System (septic tank & disposal field) to Property Lines: 100 feet 50 feet 50 feet 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table 4h' !room sJa4W i`n ` 814. 4.54 (4.5 4k �� 15 1Tar!_I -Coln Percent Ground Slope G / % ?O 4o liO '1` 4 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: o4 SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET( ) OTHER -DESCRIBE FINAL DISPOSAL BY: ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER -DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? /"O PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes 1/5- per inch in hole No. 1 Minutes t'S per inch in hole No. 3 Minutes 36 per inch in hole No. 2 Minutes per inch/in hole No. Name, address and telephone of RPE who made soil absorption tests: T rely an L aM So.. Sr. SO.20 G„,„ . Road /sy . G/en,a,cJ 5r-;95, Ca Taos (?70)49f137988 Name, address and telephone of RPE responsible for design of the system: a • . //8' 1J, d / , 5u,/e -too I/enwa Str,:ysi Co fs/6oi (970 ?fl /o Id der 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 teens 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 puudt 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 /6 soli02G03 PLEASE D AN ACCURATE MAP TO YOUR PROPERTY!! 3 1 0 a 1 p r ") o ro n • CD o e- n H42 o a. 00 =PD may N y m w N k< • 0 y � p O G 20Is G rn P. V O. • i aro w cr O es n tO9 y p W OC tao a. Na. C n • d wa 5' S' CP t< o- gCD 0 o G P g Rom �c N O V1 v' co oo co co t s • Ge Ptech HEPWORTH - PAWLAK GEOTECHNICAL H March 27, 2003 Craig Vardaman P.O. Box 1694 Glenwood Springs, Colorado 81602 Hepworth-Pawlak Geotechnical, lac. 5020 County Road 154 Glenwood Springs, Colorado 81601 hone: 970-945.7988 Fax: 970-945-8454 email: hpgeoohpgeotech.com Job No. 103 151 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, 8.4 Acre Parcel, South of County Road 315, Mamm Creek, Garfield County, Colorado. Dear Mr. Vardaman: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated February 12, 2003. 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 and the flood potential of Mamm Creek on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be a single story manufactured structure with a detached wood frame garage located on the site as shown on Figure 1. Ground floors will be structural over a crawlspace for the residence and slab -on -grade in the garage. Cut depths are expected to be about 3 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 to the east of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site was vacant at the time of our field exploration. A driveway had been constructed off County Road 315 to provide access for the well located in the northwest portion of the site. The ground surface in the building area is relatively flat with less than about 2 feet of elevation difference. The building area is about 6 to 8 feet below County Road 315 located to the north of the site and about 8 to 10 feet above Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverrhome 970-468-1989 Craig Vardaman March 27, 2003 Page 2 Mamm Creek located about 60 feet to the south. The lot is vegetated with dense sagebrush and sparse grass and weeds. 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 pits had been excavated prior to our arrival on site. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 1 to 1' feet of topsoil, consist of medium stiff to stiff and medium dense, slightly clayey silt and sand. Results of swell -consolidation testing performed on relatively undisturbed samples of the silt and sand, presented on Figures 3 and 4, indicate low compressibility under existing moisture conditions and light loading and a low to moderate collapse potential (settlement under constant load) when wetted. 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 slightly moist to moist. Foundation Recommendations: The subsoil conditions exposed in the exploratory pits indicate a potential for large differential settlement even under light loading if the bearing soils become wetted. Spread footings placed on the undisturbed natural soil and designed for an allowable soil bearing pressure of 1,000 psf can be used for support of the proposed residence and garage with a risk of settlement and building distress. The amount of settlement would depend on the depth and extent of subsurface wetting and could be on the order of 1 to 2 inches or more. Precautions should be taken to prevent post -construction wetting of the bearing soils. Footings should be a minimum width of 20 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. The exposed subgrade should be moistened to near optimum moisture content and compacted prior to forming footings and placing concrete. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 14 feet. Foundation walla acting as retaining structures, if any, should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the Job # 103 161 Craig Vardaman March 27, 2003 Page 3 on-site soil as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The silt and sand soils are compressible which could result in slab settlement and distress if the soils become wetted. 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 stab use. A minimum 4 inch layer of sand and gravel, such as 3/4 -inch road base, should be placed beneath interior slabs -on -grade for subgrade support. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and Less than 12% 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 and topsoil. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence and garage have 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. 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 6 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. 4) Roof downspouts and drains should discharge well beyond the limits of Job # 103 151 Craig Vardaman March 27, 2003 Page 4 all backfill. 5) Irrigation sprinkler heads and landscaping which requires regular heavy irrigation, such as sod. should be located at least 10 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the building caused by irrigation. Percolation Testing: Percolation tests were conducted on March 21, 2003 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 the 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 about 1 foot of topsoil overlying slightly clayey silt and sand to the pit depth of 10 feet. The percolation test results are presented in Table 2. The percolation test result indicate an infiltration rate between 36 and 45 minutes per inch with an average of 42 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. 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 findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to Job #103 151 Craig Vardaman March 27, 2003 Page 5 verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jordy Z. Adamson Reviewed by: --t iteck Steven L. Pawlak, P.E. JZAilcsw attachments Figure 1 - Location of Exploratory Pits Figure 2 - Logs of Exploratory Pits Figures 3 and 4 - Swell -Consolidation Test Results Table 1 - Summary of Laboratory Test Results Table 2 - Percolation Test Results Job # 103 151 EEK 103 151 APPROXIMATE. SCALE 1"-50' PIT 1 • PROPOSED RESIDENCE BUILDING ENVELOPE \ TOP OF \ BANK \ / \ </� 'PROFILE \ \ \ / PIT ■ PROPOSED GARAGE P 3 � A P 2 100 YtAR \ \ N \ A FLOOD PLAIN \ HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS Figure 1 • Depth — Feet 0 5 10 15 LEGEND: PIT 1 WC -5.7 D0-94 - 200-54 WC•6.5 0096 - 200-60 0 PIT 2 WC -5.5 0089 -20080 PROFILE PIT TOPSOIL; slightly clayey sandy silt. organic, roots, firm, moist, brown to dark brown. 0 5 10 15 SILT AND SAND (ML—SL); slightly clayey, scattered gravel layers in Pit 2, medium stiff to stiff and medium dense, slightly moist to moist, brown. 2" Diameter hand driven liner sample. Depth — Feet NOTES: 1. Exploratory pits were excavated on March 20, 2003 with a Deere 310G rubber tired backhoe. The pits had been excavated prior to our arrival on site. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth. The pits ore approximately at the same elevation. 4. The exploratory pit locations 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. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD a Dry Density ( pcf ) —200 - Percent passing No. 200 sieve 103 151 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2 I . . Compression X 10 oI V Moisture Content = 5.7 percent Dry Density = 94 pcf Sample of: Very Sandy Silt From: Pit 1 at 3 Feet Compression upon wetting 0.1 .0 0 100 APPLIED PRESSURE — ksf 103 151 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL CONSOLIDATION TEST RESULTS Figure 3 Compression % Compression % 0. 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 0.1 Moisture Content = 6.5 percent Dry Density = 96 pcf Sample of: Sandy Silt From: Pit 1 at 6 Feet Compression upon wetting 0.1 .0 0 APPLIED PRESSURE — ksf 100 Moisture Content = 5.5 percent Dry Density = 89 pcf Sample of. Sandy Silt From: Pit 2 at 3 Feet ha'? Compression upon wetting .0 0 APPLIED PRESSURE — ksf 100 103 151 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL CONSOLIDATION TEST RESULTS Figure 4 l JOH NO. 1111151 • U • Cf) J J cn Q cn V_ W ¢ 2 I- U w WLu F 0 1- W •-O ©2 J Fa -m a J Q a /Fe Yr 0 0. UJ SUMMARY OF 5011 OR BEDROCK TYPE very sandy silt 11 ♦ a > r CO N ♦+ w > C CZ N UNCONFINED COMPRESSIVI STRCNGTH (PSF) ATTERBERG l IMITS U < � x 2 G LIQUID LIMIT (X) PERCENT PASSING NO. 200 SIEVE d' IS) O Co 80 _ 0 C O C U O <X N I GRAVEL I%) NATURAL DRY DENSITY (PO 4:t Q) CO Q) O) CO NATURAL MOISTURE CONTENT N tri LO m ui gm J W• J 1E DEPTH ITe.Q CO Cr) N HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 103 151 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 85 15 91/2 81/2 1 45 8 1/2 8 1/2 8 7 1/2 1/2 7 112 7 1/2 7 6 314 1/4 6 3/4 6 1/4 1/2 6 1/4 6 1/4 6 5 3/4 1/4 P-2 80 15 8 71/4 3/4 36 7 1/4 6 1/2 3/4 6 1/2 6 1/2 6 5 1/2 1/2 5 1/2 5 1/2 5 4 112 1/2 4 1/2 4 1/4 1/4 4 1/4 3 3/4 1/2 P-3 90 15 71/2 61/2 1 6 1/2 5 314 3/4 5 314 5 3/4 5 4 1/2 1/2 4 112 4 1/4 1/4 4 1/4 3 3/4 1/2 3 3/4 3 1/2 1/4 3 112 3 114 114 46 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March 20, 2003. Percolation tests were conducted on March 21, 2003. The average percolation rates were based on the last three readings of each test. • SCHMUESER GORDON MEYER ENGINEERS S SURVEYORS April 14, 2003 Mr. Craig Vardaman P.O. Box 1694 Glenwood Springs, Colorado 81601 GLENW000 SPRINGS ASPEN CRESTED BUTTE I 1 8 W 8TH, SUITE 200 P O BOX 2 155 P O BOX 3088 GLENWOOD SPRINGS, CO 61601 ASPEN, CO 81612 CRESTED BUTTE. CO 81 224 970-945-1004 970-925-6727 970-349-5355 EX 970-945-5948 FX 970-925-4157 EX 970-349-5358 RE: Individual Sewage Disposal System (ISDS) Report Proposed Residence Garfield County, Rifle, Colorado Project No. 2003-139.001-02 Dear Craig: Per your request, Schmueser Gordon Meyer has designed a septic system to service the residential flows from a proposed residence located on an 8.4 acre parcel, south of County Road 315, Mamm Creek, Garfield County, Colorado. Based upon our discussion, we understand that the ISDS will be designed to serve a three-bedroom, three bath home. Please refer to the attached site plan. In our calculations we have used values of average daily flow for a residence with customary fixtures and appliances. We have sized the system for a clothes washer and garbage disposal. If you anticipate using any equipment, which would significantly differ from this assumption, we will need to revise the design to handle the additional flow. The design has been based on soils reports by HP Geotech (Job No. 103 151, March 27, 2003), which includes the results of percolation tests performed (see attachment). The test determined the percolation rate to be 45 minutes per inch. The soil profile described in the November 6, 2001 report revealed 1 to 1 1/2 feet of topsoil over medium stiff to stiff and medium dense, slightly clayey silt and sand. No evidence of ground water was encountered. It was concluded that a conventional absorption field could be utilized. For the leach field, we have sized a commonly used conventional absorption bed consisting of parallel trenches with standard "Infiltrator" units. The system components must comply with setback requirements in accordance with Colorado State Health Department regulations (see attachment). A detailed summary the system components follows a description of the overall system. All system components shall comply with Garfield County and Colorado State Health Department regulations. No vehicular access shall be allowed over the system components not specifically designed to handle traffic. The system shall consist of piping to convey the effluent, by gravity, from the dwelling to a two- compartment septic tank. In the septic tank solids will settle out. Effluent from the septic tank is then piped, by gravity, to the leach field where it is absorbed into the soil. Piping shall generally consist of 4" ASTM 3034 PVC pipe with watertight joints. Piping shall be straight in alignment and straight in grade. A cleanout will be required near the residence, at any change in alignment and/or grade and a cleanout at a minimum of every 100'. The grade of the pipes must be a minimum of 1/4" per foot. All piping shall have a minimum cover of two (2) feet. Any piping exposed to vehicular traffic shall be 4" Schedule 40 PVC, sleeved to protect it from damage. A two-compartment septic tank with a minimum capacity of 1000 gallons, as specified by Garfield April 14, 2003 Vardaman Residence Project No. 2001-277.001 Page 2 County, shall be placed no closer than 5' from the dwelling. Soil conditions and the absence of ground water will permit the use of various tank materials, the most common choices being concrete and fiberglass. The tank shall be placed on undisturbed native soil to minimize any settling which could potentially damage the inlet or outlet piping. The leach field for the system utilizes parallel trenches with standard "Infiltrator" units. In this case, we would recommend that of 4 standard infiltrator trenches be installed with 12 standard infiltrators per trench; see the attached calculations. In these calculations, we have taken the 50% reduction in area allowed by Garfield County for this type of system. In order for this to be a valid reduction in size of the system, system components must be installed with the utmost care. The proper installation is extremely important in order for the system to perform satisfactorily over the long term. The closest spacing that the infiltrator units can be installed is 10 feet on center. It is imperative for the proper function of the system that, the infiltrator units be placed in a flat, level trench. The "Infiltrator" units must be installed in an excavated trench in native material and not in fill. We recommend that 4" diameter vents be installed at the end of each infiltrator trench as indicated on the attached schematic. The vents will also serve as inspection ports. The attached Installation Instructions describes the vent/ port installation. We have attached a schematic, which identifies the typical piping requirements to equally distribute flow to each of the infiltrator trenches. Several piping options are shown. Since the equal distribution of the flow is very important, provided that the septic tank can be located relatively close to the trenches, we would recommend that each trench be piped directly from the septic tank to each individual trench. Altemately you could use a level header pipe or a separate distribution box. We have attached the manufacturer's literature regarding the infiltrator system. The manufacturer's literature includes a detailed list of instructions for the installation of the septic system. Native material may be used as backfill as long as 6" and larger rock is excluded. The minimum required cover is 12" over the infiltrator system. The maximum final depth of the system is 42"; therefore, grading to remove any excess overburden will be necessary. Do not drive on the leach field. Slope the cap on the leach field to direct surface water around and away from the field. General Notes: 1. All materials, installation practices and setback requirements shall comply with Garfield County Individual Sewage Disposal System Regulations. 2. No portion of the system shall be placed in fill. Once backfilled, provide positive drainage away from the leach field. 3. The area, disturbed by construction, shall be reseeded by native grasses to prevent erosion. April 14, 2003 Vardaman Residence Project No. 2001-277.001 Page 3 4. Use risers as needed to bring septic tank access hatches within 6" of finished grade. 5. Locate septic tank to provide adequate access to the tanks for pumping. 6. The Contractor and Owner shall take whatever measures are necessary to assure that (a) the septic tank and sewer lines are completely watertight to prevent infiltration of groundwater in the system, and (b) the system is installed to prevent freezing of the gravity sewer lines. No irrigation to be allowed over the drywell. 7. The Engineer and Garfield County Sanitation Department shall be notified when construction commences and kept abreast of the construction progress so that sufficient inspections and observations can be performed to assure conformance with this design. 8. It is the Contractor's responsibility to verify all locations of utilities and setbacks that may be affected by the installation of the septic system. Verification of all utility locations shall be made with the appropriate utility company. 9. Substitution of materials (i.e., pipe, tanks, etc.) is acceptable, provided verification and acceptance by the Engineer and the Garfield County Sanitation Department is made. If you have any questions or comments, please call. Sincerely, SCHMUESER GO - D .sa.c 0. • i 31 `5 • i 43 Clay Goldber, P.E. glee S• ...• � "4:0 Enclosures: Design Calculations HP Soils Report Site Plan Setbacks Schematic of "Infiltrator" trench Leach Field "Infiltrator" specifications and installation instructions 1.1200312003-139\02 ISDSlisds.doc April 14, 2003 Vardaman Residence Project No. 2001-277.001 Page 4 INDIVIDUAL SEWAGE DISPOSAL SYSTEM CALCULATIONS 1. Determine flows: 3 -bedrooms in proposed residence 2 persons/bedroom 75 gpd/person Total average daily flow = (3)(2)(75) = 450 gpd 2. From soils report: Percolation rate for design 45.0 mpi 3. Required septic tank capacity: For a 3 -bedroom home = 1000 gallons 4. Peak flow at 150% per Colorado Department of Public Health & Environment Regulations. 1.5 x 450 gpd =675 gpd 5. Determine Absorption Area Required: For absorption: Where A = field area Q = flow rate T = percolation A = [(Q)SqRt(T)] / 5 A = [(675)SgRt(45)] / 5 A=905 SF April 14, 2003 Vardaman Residence Project No. 2001-277.001 Page 5 6. Areal adjustment to absorption area for washer and garbage disposal (Factor by 1.6) A= 905 x 1.6 = 1450 SF 7. Size "infiltrator" units: Make reduction in area for type of system (50%) allowed by Garfield County. (0.50) x 1450 = 725 square feet Determine the number of standard "Infiltrators" (actual area per unit = 3' x 6.25' = 18.75 SF/ unit, area allowed by state = 15.5 SF/unit) 725/ 15.5= 46.77 Units, Use 4 48 Units Assume four (4) trenches, 12 units @ 6.25' = 75' feet per trench. PROPOSED RESIDENCE NOTE: SETBACK FROM HOUSE TO TANK = 5 FT. MIN. SETBACK FROM HOUSE TO TRENCH= 25 FT. MIN. 4" DIA. ASTM 2729 PVC PIPE AT 1/4"1FT. SLOPE SEPTIC TANK DISTRIBUTION LATERALS 4" DIA. ASTM 3#34pVC PIPE AT 1/4'IFT. SLOPE HEADER PIPEI� 4' DIA. ASTM 2729 PVC AT 0% SLOPE (IE.. FLAT) NOTE INSTEAD OF INSTALLING THE HEADER PIPE. THE CONTRACTOR MAY OPT TO PLUMB EACH PIPE TO INF. TRENCH DIRECTLY FROM THE SEPTIO TANK.) INSTALL 4' DIA. VENTS (1 PER TRENCH AT THE - END OF INFILTRATOR RUN(S) 10' MIN. + 10' MIN. CENTER OF CENTER OF TRENCH TRENCH 1 CENTER OF TRENCH NOTE: ALTHOUGH NOT REQUIRED, INSTALLATION OF INSPECTION PORTS AT THE BEGINNING OF EACH DISTRIBUTION LATERAL 1S RECOMM- ENDED. USE EQUAL # OF INFILT. UNITS PER TRENCH (TRENCHES TO BE LAID FLAT AND PARALLEL TO SLOPE.) SCHEMATIC PLAN VIEW OF SEPTIC SYSTEM INSTALLATION INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING..PERMIT FIELD COUNTY, COLORADO` Date Iss � r f boned Area Permit No..3703S. l7 AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply With all laws and regulations related to die zoning,location; construction and erection of the proposed structure for which this permit b granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Ins for a IMMEDIATELY BECOMEE� i i V s ID. l Use�at"C. !`V�.i f rr a �f' �,i '. Add -. r Description 0b -- _ ISTti-i$" Setbacks Front Sid Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing 5-a3--0 • ������ Foundation 5 =2A-0 / / HHint& - / OAi -Z$-, Underground Plumbing Insulation Rough Plumbing Drywall Chimney & Vent Electric Final . ` S u:_ ;; . 1- ` -.V 0:401:) Gas Piping - 14344 Fins '43 i _ :`'. ooLos tr%a. r_ Electric ' F' (By �.'Yt� Septic Final t#" ittallika Framing 3/-03 include Roof in Win N tes' S i 0t, _ „t as: a 93 fM �/ °A . o 3183✓) L is 1 irittt;.- X.*i4Ierdr (To place and and Doors installed). ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 3845003 }09 8th Street County Courthouse Glenwood Springs, Colorado. APP Da EDDO NOT DESTROY THIS CARD IF PLA ik fl' D OUTSIDE WITH CLEAR PLASTIC