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Home My WebLink About03340 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (74 SEPTIC TANK ( ) AE1tATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE FINAL DISPOSAL BY: p4 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? ALD PERCOLATION TEST RESULTS: (To be completed by Registefed Professional Engineer, if the Engineer does the Percolation Test) AV M' • sr: � l t-` i NSS t r.,o W Minutes j0 per inch in hole No. 1 Minutes 4d per inch in hole NO. 3 Minutes Z 4 per inch in hole No. 2 Minutes per inch in hole NO. _ Name, address and telephone of RPE who made soil absorption tests: tk P GAO - _c-rt Name, address and telephone of RPE responsible for design of the system: ti 1> Ciro- 1 tc-Gt sio o.1z.. ( C4- - G.S.Go. glbOl °t 798 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 appF' ;.In. \in legal action for perjury as provided by law. Signed 't' a le Date 5 - 7- 6 - el PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 • Michael and Barbara Larime October 8,1999 Page 2 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 Fig. 1. The Togs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of stiff sandy clay and silt. Siltstone bedrock was encountered at a depth of 71/2 feet in Pit 1. Results of swell- consolidation testing performed on relatively undisturbed samples of the clay, presented on Fig. 3, indicate low to moderate compressibility under conditions of loading and wetting. One sample showed a minor collapse potential (settlement under constant load) when wetted. The laboratory testing is summarized on Table I. Free water was observed at a depth of 9' feet in Pit 2 and in the Profile Pit at the time of excavation. The soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 2,000 psf for support of the proposed residence. The soils tend to compress after wetting and there could be some post- construction foundation settlement, especially where footings transition the soil and bedrock. Footings should be a minimum width of 16 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. 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 reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Additional reinforcement may be desirable across the soil - bedrock bearing and at steps in grade. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on -site soil as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint H -P GEOTECH Michael and Barbara Larime October 8,1999 Page 4 Proctor density in landscape areas. Free - draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale will be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on September 29, 1999 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 Fig. I. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of about 1 foot of topsoil overlying stiff sandy clay and silt. The percolation test results are presented in Table II. The percolation test results indicate 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 conventional infiltration septic disposal system. The system may need to be mounded above the groundwater condition. 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 Fig. 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. H -P GEOTECH col k • ` \ \ \ • ) >- # 7 ) 2 d / )2| • § ¥ o . _ ¢ § /� Q 2 ° 0 } °` - q \\ _< ▪ 1- S §§ ant E \ � » ® " e o \ \ c 2 Q w i ° \ _ i° CO 2 } \ 0 0 & , � = f 0 \A — HEPWORTH- PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 199 692 HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION (MIN) INTERVAL INTERVAL LEVEL RATE (INCHES) (INCHES) (INCHES) (MIN. /INCH) P -1 43 15 8 3/4 8 1/4. 1/2 8 1/4 7 3/4 1/2 7 3/4 7 1/4 1/2 7 1/4 6 3/4 1/2. 6 3/4 6 1/4 1/2 6 1/4 6 1/4 6 5 1/2 1/2 51/2 5 1/2 3 Q P-2 51 15 9 7 1/2 1 1/2 7 1/2 6 1/2 1 6 1/2 5 1/2 1 5 1/2 4 1/2 1 4 1/2 3 3/4 3/4 3 3/4 3 1/4 1/2 24 P-3 44 15 9 8 1/2 1/2 8 1/2 8 1/4 1/4 8 1/4 7 3/4 1/2 7 3/4 7 1/2 1/4 7 1/2 7 1/2 7 6 3/4 1/4 6 3/4 6 1/4 1/2 61/4 6 1/4 40 NOTE: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on September 28, 1999. Percolation tests were conducted on September 29, 1999. The average percolation rate was based on the last two readings of each test.