Loading...
HomeMy WebLinkAbout64 Canyon Ct - 193926101005INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 Telephone: 328-8755 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1 4 4 4 Please call for final inspection before covering any portion of installed system. OWNER: Ludwig Jordan PHONE: 949-6758 MAILING ADDRESS: P.O. Box 34 City: Avon state: CO Zip: 81620 APPLICANT: same PHONE: SYSTEMLOCATION: Lot A, Red Canyon Acres TAX PARCEL NUMBER: 1939-261-01-005 LICENSED INSTALLER: Arrow Excavating LICENSE NO: DESIGN ENGINEER OF SYSTEM: E.O. Church, Inc. INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: _1000 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 8 1 7 SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: Install as engineer's design. ENVIRONMENTAL HEALTH APPROVAL: DATE: CONDITIONS: 1. ALL INSTALL ONS MU (TC MPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25- 10- 104. 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND CAUSE FOR BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 788 SQUARE FEET. INSTALLED SEPTIC TANK: 1000 GALLON 350 DEGREES 6'6" FEETFROM NE corner of north side of house SEPTIC TANK ACCESS TO WITHIN B" OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY X YES NO COMPLIANCE WITH COUNTY / STATE REQUIREMENTS: YES NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED. COMMENTS: ENVIRONMENTAL HEALTH APPROVAL: ter' DATE: -A/ ENVIRONMENTAL HEALTH APPROV DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: OWNER: PERMIT FEE PERCOLATION TEST FEE RECEIPT A CHECK # incompieze tippiications Will NOT Be Accepted (S,ite plan MUST be attached) ISDS Permit- # 11—!Z�— Building Permit # APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (Basalt) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: MAILING ADDRESS: X 3`� PHONE: APPLICANT/ CONTACT PERSON: PHONE: LICENSED SYSTEMS CONTRACTOR: PHONE: COMPANY/DBA: ADDRESS: *************************************************************************** PERMIT APPLICATION IS FOR: NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: `,�SU•D���l�s�o� oC Q CCe�,�_�dcn�Qer SIX' Tax Parcel Number: h1�3� ��\ p\ c7©.S' Lot Size:�,��� Physical Address: BUILDING TYPE: (Check applicable category) ,) Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: (Check applicable category) Well A ) Spring ( ) Surface ( ) Public Name of Supplier: Number Number Type _ of Bedrooms 3 of Bedrooms *These systems require design by a Registered Professional Engineer SIGNATURE: 'G-C/?2Y� �C>✓ C /,� Date: ******************** ************************************************** AMOUNT PAID: RECEIPT #: /3 DATE: CHECK #: CASHIER: COMMUNITY DEVELOPMENT DEPARTMENT (303) 32 8-87 30 EAGLE COUNTY, COLORADO May 26, 1995 Ludwig Jordan P.O. Box 34 Avon, CO 81620 725 CHAMBERS AVE. P.O. BOX 179 EAGLE, COLORADO 8181 FAX (303) 328.7207 RE: Final of ISDS Permit No. 1444-95 Parcel #1939-261-01-005. Property located at: Lot #4, Red Canyon Acres, Eagle. Dear Mr. Jordan, This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at 328-8755. Sincerely, XJejrizzi Environmental Health Specialist ENCL: Information Brochure Final ISDS Permit enclosures COMMUNITY DEVELOPMENT DEPARTMENT (303) 328.8730 EAGLE COUNTY, COLORADO May 25, 1995 E.O. Church, Inc. attn: Ed Church 925 East 17th Avenue Denver, CO 80218 Dear Mr. Church, 725 CHAMBERS AVE. P.O. BOX 179 EAGLE, COLORADO 81631 FAX (303) 328-7207 I conducted the final inspection on ISDS Permit #1444-95 on 5/15/95 located on Lot #4, Red Canyon Acres. The absorption field was installed on the alternate site. As per Louie Jordan's(home owner) request this alternative site was decided upon due to the lift -station requirement for the first absorption field site. Mr. Jordan concerns included the mechanical system would eventually fail due to the mechanics of an effluent pump and in addition the effluent line could possibly freeze underneath the driveway. This discussion occurred May 12, 1995 on - site with Mr. Jordan, Mr. Church(ISDS Engineer), Mr. Lottman(Arrow Excavating), and myself, Jeff Fedrizzi(Eagle County Environmental Health). The constructed absorption field is located in the percolation test field where Hepworth-Pawlak Geotechnical, Inc. conducted the tests on March 3, 1995. An average percolation rate of 37 mpi was discovered, well within Eagle County standards. The final inspection revealed two(2)trenches, 69' and 631, were excavated for 21 Infiltrator units, with the south end of the trenches at a depth of approximately 3' and the north end of both trenches approximately 61. With the depth of the trenches at the north end vents were installed to the bottom of the trenches. The absorption field is set 11' off of SE corner of the house with that distance increasing with the length of the trench. The two trenches are 7' center -to -center with an approximate 7' set -back off property boundary. The north end of the absorption field is 25' off the culverted irrigation ditch. COMMUNITY DEVELOPMENT DEPARTMENT (303) 328.8730 EAGLE COUNTY, COLORADO 725 CHAMBERS AVE. P.O. BOX 179 EAGLE, COLORADO 81631 FAX (303) 328-7207 The 1000 gallon two -compartment tank was installed level 61611, 350 degrees off north from the NW corner of the house. Tee's were installed correctly with the large compartment on the in -let side. Compartment lids were within 8" of finished grade. If there are any questions, please call at (970)-328-8758. Sincerely, JJ f F 7zz Environmental Health Specialist xc: ISDS File # 1444-95 EOC l E.O. CHURCH, INC. ENGINEERS & GEOLOGISTS March 27, 199S Louie Jordan Box 34 Avon, CO 81620 Subject: OSDS Design, Proposed Residence - Addendum Lot 4, Red Canvon Acres, Highways 6 & 24, East of Eagle Eagle County, Colorado Job No. 6041 Dear Mr. Jordan, Based on a telephone conversation with Jeff Fedrizzi of the Eagle County Health Department (ECHD), we are providing an additional alter- native fo-r the disposal field. In lieu of a 816 square foot (SF) gravel field, it is possible to install t.vo 31X68' "gravel -less" trenches with Infiltrator or eaulva- lent unit. ;with anv gravel -less system, we believe it is mandatory to install the distribution pipe suspended from the units. With the trenches, a distribution box will be required for dispersal to the trenches. Either the traditional gravel bed or the gravel -less trenches are acceptable. If there are any questions,,, please call. 3 copies sent t cc: Eagle County Environmental Health, ATTN: Jeff Fedrizzi C �e 925 East 17th Avenue • Denver, Colorado 80218.1407 (303) 832-9692 FAX (303) 832.3517 P.O. Box 2869 • Evergreen, Colorado 80439 (303) 674-0660 FAX (303) 674-0813 HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO 81601 Fax 303 945-8454 Phone 303 945-7988 SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 4, RED CANYON ACRES HIGHWAY 6 & 24, EAST OF EAGLE EAGLE COUNTY, COLORADO JOB NO. 195 123 FEBRUARY 16, 1995 PREPARED FOR: LOUIE JORDAN P. O. BOX 34 AVON, COLORADO 81620 HEPWORTH-PAWLAK GEOTECBMCAL, INC. 5020 Road 154 Glenwood Springs, CO 81601 February 16, 1995 Fax 303 945-8454 Phone 303 945-7988 Louie Jordan P. O. Box 34 Avon, Colorado 81620 Job No. 195 123 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 4, Red Canyon Acres, Highway 6 & 24, East of Eagle, Eagle County, Colorado. Gentlemen: As requested, we have conducted a subsoil study for the proposed residence at the subject site. Subsurface conditions encountered in the exploratory borings drilled in the proposed building area consist mainly of dense'sandy gravel with cobbles and boulders. Groundwater was not encountered in the borings at the time of drilling. The proposed residence can be founded on spread footings placed on the natural subsoils and designed for an allowable bearing pressure of 4,000 psf. The building should be set back from the very steep downslope as planned. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, HEPWORTH-PAWLAK GEOT CHNICAL, INC. Steven L. Pawlak, P.E. Rev. By: DEH SLP/rr TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY . . . . . . . . . . . . . . . . . . . . . 1 PROPOSED CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS 1 FIELD EXPLORATION . . . . . . . . . . . . . . . . . . . . . . . . 2 SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . 2 DESIGN RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . 3 FOUNDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . 3 FLOOR SLABS . . . . . . . . . . . . . . . . . . . . . . . 4 SURFACE DRAINAGE . . . . . . . . . . . . . . . . . . . . . 4 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - GRADATION ANALYSES TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 4, Red Canyon Acres, Eagle County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Louie Jordan, dated February 3, 1995. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine engineering characteristics of the on -site soils. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsoil conditions encountered. PROPOSED CONSTRUCTION The proposed residence will be a 2 story wood frame structure with a slab -on - grade floor. Grading for the structure is assumed to be relatively minor with cut depths between about 2 to 4 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should- be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS Red Canyon Acres is located between Highway 6 & 24 and the Eagle River about 3 miles east of Eagle. The gravel surfaced Canyon Court provides access from the highway to the subject lot. The building site was vacant and covered with a few inches of snow at the time of our field work. The vegetation and boulders up to about 6 feet in size appeared to have been stripped and stockpiled at the northwest corner of the -2- lot. The native vegetation in the surrounding areas consists of juniper and pinon forest. The ground surface is relatively flat and gently sloping down to the south from Canyon Court. Just beyond the building site is a very steep downslope (about 20 feet high) to the Eagle River flood fringe,There were no signs of instability observed other than ravelling of the steep slope. An irrigation ditch about 2 feet deep crosses the lot above the building site. FIELD EXPLORATION The field exploration for the project was conducted on February 7, 1995. Two exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4-inch diameter continuous flight augers powered by a truck -mounted Longyear BK-51HD drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with 1 3/8-inch and 2-inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140-pound hammer falling 30 inches. This testis similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Fig. 2. The subsoils consist of about 8 inches of topsoil overlying relatively dense, silty sand and gravel containing cobbles and boulders. Drilling in the dense gravel with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in the deposit. H-P GEOTECH -3- Laboratory testing performed on samples obtained from the borings included natural moisture content and gradation analyses. Results of gradation analyses performed on small diameter drive samples (minus 1 1/2-inch fraction) of the natural coarse granular soils are shown on Fig. 4. The laboratory testing is summarized in Table I. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable -soil bearing pressure of 4,000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be less than 1 inch. 2) The building should be set back at least 10 feet from the top of the very steep down slope as planned. The setback should be field checked at the time of construction. 3) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 4) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 5) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. H-P GEOTECH -4- Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure corresponding to an equivalent fluid unit weight of 45 pcf for the on -site soils devoid of vegetation, topsoil and oversized rock as backfill. 6) The topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively dense natural granular soils. Voids created by boulder removal should be backfilled with compacted gravel or with concrete. 7) A representative of the soil engineer should observe all footing. excavations prior to concrete placement to evaluate bearing conditions. FLOOR SLABS The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A thin layer of sand and gravel may be placed beneath slabs to facilitate construction. This material should consist of minus 2-inch aggregate with at least 50% retained on 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 gravels devoid of vegetation, topsoil and oversized rock. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. H-P GEOTECH -5- 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 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with about 2 feet of the on -site finer graded soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Surface water should not be concentrated and directed onto the steep downslope without adequate erosion protection. LIMITATIONS This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no other warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled 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 borings 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 so that 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 H-P GEOTECH services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, HEPWORTH-PAWLAK GEOTECHNICAL, INC. Steven L. Pawlak, P.E. Reviewed By: _ C 7 Daniel E. Hardin, P.E. SLP/rr H-P GEOTECH 0 20 40 80 Approximate Scale In Feet �,-7 --�,O Bench Mark: Property. Corner j Pin at NE. Corner of Lot 5; . Elev. = 6730.2', as provided 115 Feet East of NE Corner of Lot 4. Canyon Coin. Lot 4 undaries �7 30 :xisting Irrigation Ditch Proposed Drive Lot 3 Boring 1 Proposed Boring 2 Stream Residence Setback �7zo G7io 67ia 100 Year Flood Line Edge of River Eagle River 195 123 ` HEPWORTH-PAWLAK Location of Exploratory Borings IFi 1GEOTECHNICAL, Inc.g• Borina 1 Boring 2 Elev.=6727.2' Elev.=6727.5' 6730 6730 Proposed Floor Level ti °e 30/6 ° 6725 6725 y =° 25/3, 15/0 :o 32/12 y w wC=2.2 0 o-200=19 0 WC=1.4 0 6720 +4=36 6720 o -200=15 Q) f7 �o W 23/9, 15/0 o° 6715 6715 Notes: Explanation of symbols is shown on Fia. 3 195 123 HEPWORTH-PAWLAK -F GEOTECHNICAL, Inc. Logs of Exploratory Borings Fig. 2 I -,a LEGEND: TOPSOIL; sandy silt, organic, black, frozen. F" GRAVEL (GM -GP); cobbles and boulders, sandy, slightly silty, dense to very 0 .dense, slightly moist, brown, rounded rock. Relatively undisturbed drive sample; 2-inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8-inch I.D. split spoon sample, ASTM D-1586. 12 Drive sample blow count; indicates that 32 blows of a 140-pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. TPractical rig refusal on cobbles and boulders. NOTES: 1. Exploratory borings were drilled on February 7, 1995 with a 4-inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were measured by instrument level and refer to the Bench Mark on Fig. 1. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve i I 195 123 ' HEPWORTH-PAWLAK LEGEND AND NOTES Fig. 3 GEOTECHNICAL, Inc. v z Vl ul t W U 2 S v ul IL 2 w C 0 HYDROMETER COM oolloloolloomooloo -C-_ —� - .WI .W2 .005 .009 .019 .WI MIA .149 .29/ .59U 1.19 2.33 4.IG 952 19.1 J8.1 . 16.2 127 • <OU .l 2.0 152 - COSOLES GRAVEL 36 % SAND 49 'L SILT AND CLAY 15 % LICUID LIMIT d� PLASTICITY INDEX SAMPLE OF silty sand and gravel FROM goring 2 @ 4 and 10 Feet Combined HYDROMETER ANALYSIS ISIE`/F ANALYSIS TIME REAUINGS U.S. !;IANOAIIU SEMES ( a CLEAR SQUAIIE OPENINGS `4 IaN. ` Hllu - •10 uu . 1 UIM .n Wu Ulm UIN 1 U•.,.m 'i1N1 Kn -An •^n •tf. A •d !4� Y.� 1W .r s-r e•• W 10 f� 60 ------------- 50 � i 40 20 80 90 p 100 .9ul X= .A-W .4Y7 - � ..+a �ca..:a -./o Wzz 19.1 Z&I 1112 1271 ZUG .42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY TO SILT FINE SA GAVE MEDIUM COARSE nNE COARSE COBBLES GRAVEL :b SAND % SILT AND CLAY % LICUID LIMIT % PLAS T ICITY INDEX % SAMPLE OF FROM I I 195 123 HErWORTN GE-PAWLAK GRADATION TEST RESULTS I j j OTECHN1CAL, Inc. Fig- 4 e 4 U Z J Q U_ Z V W 0 W 2J Q a 0 a W 2 M N LA O Z m O n U/ J D U) W U) W 0 W J Q m Q0 �m J LL 0 CQ G � N s 0 0 G y m f6 WQ m C C CO CO W 3 Z x LL y C7 LL d 0 � x JU J WQ m W o 0 W N m Lo y G ii 6 z Z� N Z U F Q 0 J co c� J > F r G C W & z c z J F.. WIz- N d a o CV o z U O w 7 C') V G 2 + WJ J a a � s 0 e— N m � EOC E.O. CHURCH, INC. ENGINEERS & GEOLOGISTS March 22, 199S Louie Jordan Box 34 Avon, CO 81620 Subject: OSDS Design, Proposed Residence Lot 4, Red Canyon Acres, Highways 6 & 24, East of Eagle Eagle County, Colorado Job No. 6041 Dear Mr. Jordan, As requested, we have designed an onsite sewage disposal system (OSDS) at the subject site. The site is located in the jurisdiction of t-e Eagle County Health Department (ECHD). SITE CONDITIONS - The investigated site is a 1 acre lot located in a rural subdivision east of Eagle, Eagle County, Colorado. The location of the proposed residence and oercolation tests are presented on Fig. 1. The slope at the oronosed disposal field area is 29- to the south. The Eagle River flows from northeast to southwest along the south side of the lot. PROPOSED CONSTRUCTION -A 3 bedroom residence is proposed as indicated on Fig. 1. The sewage loading for a 3 bedroom dwelling is 450 gallons per day (GPD), 675 GPD with a 1.5 safety factor. The design loading includes a garbage grinder and washing machines. Water will be pro- vided by a well located north of the northwest corner of the lot and across Canyon Court as indicated on Fig. 1. The proposed field must be located a minimum of 100 feet from the disposal field. As a part of construction at the lot, the irrigation ditch will be enclosed in a pipe. SUBSURFACE CONDITIONS - Subsurface conditions were investigated by HEPWORTH-PAWLAK GEOTECHNICAL, INC. Job No. 195 123. There are 2 reports: 1. Subsoil Study dated February 16, 1995, and 2. Percolation Testing dated March 3, 199S. The borings and percolation tests were drilled south of the irrigation ditch, but the disposal fields are proposed north of the irrigation ditch. Subsurface conditions con- sisted of 1 foot of topsoil underlain to 8 to 12 feet by slightly sandy gravel. No free water was encountered in the borings. The results of percolation tests indicate percolation rates of 20 to 60 minutes per inch (MPI). The average percolation rate is 37 MPI. We believe the borings are typical of the area of the proposed disposal fields. Subsurface conditions must be confirmed when the field exca- vations are opened. We believe a "standard" OSDS can be installed in the area north of the irrigation ditch. To access the disposal field, a lift station will be required as indicated on Fig. 2. We recommend an OSDS consisting of a 2 compartment 1000 gallon septic tank, lift station, and 820 925 East 17th Avenue • Denver, Colorado 80218.1407 P.O. Box 2869 • Evergreen, Colorado 80439 (303) 832.9692 FAX (303) 832.3517 (303) 674-0660 FAX (303) 674-0813 Fa square feet (SF) of disposal field. The lift station should be con- structed in accordance with details in Fig. 3. The pump can be in- stalled in a second 500 gallon tank or a 3 compartment septic tank where the 3rd chamber is the lift station. The disposal field should be installed in accordance with details on Fig. 4. The field has a total area of 816 SF. The disposal field must have a minimum separa- tion of 10 feet to property lines. If the owner is anticipating finishing of additional bedrooms in un- finished areas, we recommend the OSDS be constructed to serve the ad- ditional loading. The installation of a properly sized OSDS to serve buildout can be cost effective. For greater than 3 bedrooms, the septic tank must be increased by 250 gallons per bedroom and the dis- posal field must be increased by 2i4 SF per bedroom. Because of site restrictions, additional field area will be difficult without realign- ing the driveway. We recommend the surface of the disposal field be seeded after instal- lation of the system. We recommend using a local seed mix of native seeds available at local seed stores. These mixes do not require irri- gation and develop a growth 10 to 15 inches high. No lawn irrigation or sprinkler system should be installed above the disposal field. The owner must -realize an OSDS is different from public sewer service. The owner must be aware of and assume responsibility for maintenance of the system. The system is relatively maintenance free, but the owner must have the septic tanks pumped. We recommend the tanks be pumped on a routine bases, every two years. There are daily consider- ations, such as not putting plastic or other nonbiodegradable material down the sewage disposal system. Water use must be carefully monitored so toilets are not allowed to run when seals malfunction. To illus- trate the point, it should be noted a running toilet will consume in excess of 1000 gallons per day if allowed to run. As the system is designed for 450 GPD, an excess 1000 GPD will irreparably harm the system and stress the onsite well. We caution against installation of a water softener. The hydraulic loading from a water softener is detrimental to OSDS. A separate dry - well should be installed for the backwash if a softener is installed. LIMITATIONS - Our investigation, layout, and recommendations are based on data submitted. If subsurface conditions considerably different from those described in this report are encountered, we should be notified to evaluate the affect of the changes on the proposed sewage disposal system. If modifications to are recommendations are made by governing Health Departments, we should be contacted to evaluate the effect on our OSDS recommendations. If there are any questions, please call. E. 0. CHURCH, INC-, Edward 0. Church-,P.E. 3 copies sent ACRE SCALE LOT 4_ RED CANYON ACRES EAGLE COUNTY. COLORADO 1 „ = 5P WELL „ rA ION OF f'T-N TIOdd SITE PLAN AND LOCATION OF PERCOLATION TESTS ACRE LOT 4. RED CANYON ACRES EAGLE COUNTY. COLORADO 1 = 5� ow WELL / 00 ` DISPOSAL FIE � 12'X68"=816 ,\ PUMP SERVICE LINE. ENCASE 2" LINE /2- IN 4- PVC PIPE UNDER DRIVEWAY AND / FOR iO ' UNDER IRRIGATION DITCH. 1 OO '\ j L I T STATION GALLON 2 CCMPAN MENT SEPTIC TANf<. 010 � \ 00 V / LOCATION OF ONSITE SEWAGE DISPOSAL SYSTEM JOB NO. 6041 FIG. 2 1000 GALLON TWO COMPARTMENT PRECAST CONCRETE SEPTIC TANK OR SEPARATE 500 GALLON CHAMBER 6- DIAMETER PVC WITH CAP ----_--. AP--\ ACCESS LID ELECTRICAL SPLICE BOX o PUMP LINE TO POWER LINE FROM \ DISTRIBUTION VALVES DEDICATED CIRCUIT c • o" UNION JOINT FOR • ' ' �• ' ° QUICK DISCONNECT o INLET FROM FIRST SEPTIC TANK HIGH WATER ALARM ON/OFF FLOAT EFFLUENT PUMP oc �• �• �, �—MASONRY OR • - CONCRETE BLOCK SPECIFICATIONS: I. GOULD PUMP .4 HP MODEL 3885 OR EQUIVALENT 2-INCH DISCHARGE 45GPM/15 HEAD 2. PUMP ON LEVEL WITH A MINIMUM OF 150 GALLONS AVAILABLE FOR PUMPING. 3. INSTALL PRESSURE RELIEF VALVE AT HIGH POINT IN PUMP LINE. 4. AUDIBLE ALARM IN BUILDING. ALARM LEVEL 3 INCHES ABOVE 150 GALLON LEVEL OF TANK. PUMP CHAMBER DETAIL JOB NO. 6041 FIG. 3 t A. PLAN SECTION DRAINAGc S,YALE __, r12 - ' I B. CROSS-SECTION NATURAL GRADE C. SPECIFICATIONS DESIGN CRITERIA: NO. OF BEDROOMS — 3 LOAD Q — 450 GPD PERCOLATION RATE, T — 37 MpI A= Q X .1 T X 1. 5/5 A = 817 S.F. SEWER PIPE FROM 3E? IC 3. 6' _ "FATED =TFE b TREATMENT UNIT SPECIFICATIONS: DRA.i^!A•.GE Gr1A.L- _-:AVE- FIELD SPECIFICATIONS: LENGTH — 68 FEET WIDTH — 12 FEET AREA — 816 S.F. GRAVEL — 1 1/2 INCH ONE 1000 GALLON SINGLE COMPARTMENT SEPTIC TANK. IF ADDITIONAL BEDROOMS ARE ANTICIPATED, 250 GALLONS OF SEPTIC TANK CAPACITY AND 247 SQUARE FEET OF DISPOSAL FIELD SHOULD BE ADDED PER BEDROOM. DISPOSAL FIELD DETAILS JOB NO. 6041 FIG. 4 azs�ajy � � y L4 . 1444-95 JORDAN JOB. h Lot A, Red Canyon Acres, Eagle JOB N0 1939-261-01-005 JOB LOCATION BILL TO DATE STARTED DATE COMPLETED DATE BILLED ✓. i. ,. - Az \ l n.. G °� e77X JOB COST SUMMARY TOTAL SELLING PRICE C -f G4 6��ERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER ProdUct 278 ®® NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 .JOB FOLDER Printed in U.S.A .� 1 � /f� 'may ��♦ I�, _ '� j7f�' t _ � �l' ; �. tom• i �' - ' � � � yr' :�: � , .,; ,73 ILI 9 30 100H `14Hq -q�-