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Home My WebLink About04163Pae ----- -o(' GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Permit 4163 Assessor's Parcel No. This does not constitute a building or use permit. ,, [ 95''t— Sri Owner's Name d -v 11f -Y\ i s Present Address r r I 1 r� Phone y System Location t�it,p t•-, �'-- r 3 Legal Description of Assessor's Parcel No 0+ / J 5.x .1 l e`6 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", 11L Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Came-ik, b 7 07 Adequate compliance with County and State regulations/requirements Other Date 2-7-07 Inspector KJ p ottos-4') RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE *CONDITIONS: 1. All installation must comply with ail 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 1, Petty Offense ($500.00 fine --- 6 months in jail or both). While - APPLICANT Yellow - DEPARTMENT INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER ET r ,` c ) C 447 C f 6,E., q)51—g161- Zit / t3 ADDRESS 3 701 5W / r' S'4 J r,/i i44- re' 3 302 PHONE yy1- Z t(5 CONTRACTOR Z 4144 r / lc ✓�' �' ADDRESS t c7 J D .\--75-1/ cAv.i.,,tii4 60 Sl(0ZS. PHONE c ?() '63—f 359 PERMIT REQUEST FOR (4 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 62/ill w0o4 Sfl ci i5 S Size of Lot 3 7. CA-tft s Legal Description or Address j 7 H, c4 ,/ 3 ' e'i 1,0/- . 6 (i s (c. C 6 ca WASTES TYPE: (X) DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILDING OR SERVICE TYPE: Number of Bedrooms Number of Persons -t ( ) Garbage Grinder (x) Automatic Washer (4 Dishwasher SOURCE AND TYPE OF WATER SUPPLY: (y) WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to the Community System? A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System (septic tank & disposal field) to Property Lines: 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table Percent Ground Slope TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: 2 g<) 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? 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: /il) C•r7 -Ice/ f12 O Ccr 4 gel ISS( C--(011(..44 poci 5,�, Co / o1 el - .5 79g ' Na/me,( �a�ddrress and telephone �off RPE responsible for �design of tthe system: Sctime1,�s,9,:/r�/v,4/r%ycf�,.- Ii (V U 1I51 5-0, Z C) C:Lptcu igv €/' 6, Y(60( J -7()"'94S_ 100 '7 C.. IAy V-6 fJt' `e,, 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 R(43/(7c PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 HEPWORTH - PAWLAK GEOTECHNICAL September 14, 2005 Eric Schmidt 3401 SW 195th Avenue Miramar, Florida 33029 f-Iepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 email: hpgeo@hpgeotech.com Job No.105 360 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 16, High Aspen Ranch, Garfield County, Colorado. Dear Mr. Schmidt: 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 May 2, 2005. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Hepworth-Pawlak Geotechnical, Inc. previously conducted a preliminary geologic and geotechnical study for development of the subdivision and presented our findings in a report dated March 4, 1996, Job No. 195 531. Proposed Construction: The proposed residence will be a residence will be a two story log structure over a walkout basement level located on the site as shown on Figure 1. The attached garage and basement floors will be slab -on -grade. Cut depths are expected to range between about 3 to 10 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 downhill to the south 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. The ground surface in the building area slopes moderately steep down to the southeast at grades of about 15 to 20%. There is about 15 feet of elevation difference across the building area. Vegetation consists of scruboak, grass and weeds. Scattered cobbles are exposed on the ground surface. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area. Pit 2 was located near the septic disposal area and was also used as the profile pit. The approximate locations of the pits are shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 1 to 2 feet of topsoil and 21/2 to 3 feet of silty to clayey sand and gravel, consist of relatively dense, silty sandy gravel with cobbles and boulders to the pit depths of 6 and 8 feet where refusal to the backhoe was encountered. Results of swell - Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970.468-1989 -2 - consolidation testing performed on a relatively undisturbed sample of the sandy clay matrix, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and a low expansion potential when wetted. Results of gradation analyses performed on samples of the gravels (minus 5 inch fraction) obtained from the site are presented on Figure 4. 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. 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 2,500 psf for support of the proposed residence. There could be some post - construction foundation movement if the bearing soils become wetted. 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 10 feet. 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, excluding vegetation, topsoil or oversized rock, 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 spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% 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, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. ,' Job No.105 360 -3 - The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/2 feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all tunes after the residence has 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. 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 may 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 August 28, 2005 to evaluate the feasibility of an infiltration septic disposal system at the site. Pit 1, excavated downhill to the south side of the residence, was used as the profile pit. 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 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 Pit 1 shown on Figure 2 and consist of 1 foot of topsoil and 21/4 feet of silty to clayey sand and gravel. The percolation test results are presented in Table 2. The percolation tests indicate an infiltration rate between 9 and 30 minutes per inch with an average of 13 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 services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client Job No.105 360 GeZtech is concerned about MOBC, then a professional in this special field of practice should be consulted. 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 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. Respectfully Submitted, HEPWORTH - PAWLAK GEOTEC a INC. Jordy Z. Adamson, Jr., P. Reviewed by: Daniel E. Hardin, P.E. JZA/djb A10.0 RFQ45. ."'*".*••• Ate( 9707 kikkx attachments Figure 1— Location of Exploratory Pits and Percolation Test Holes Figure 2 —Logs of Exploratory Pits Figure 3 — Swell -Consolidation Test Results Figure 4 -- Gradation Test Results Table 1— Summary of Laboratory Test Results Table 2 — Percolation Test Results cc: Hepworth-Pawlak Geotechnical, Inc. (Silverthorne) — Attn: Andy Kosse Schmueser Gordon Meyer — Attn: Clay Goldberg Job No.105 360 8000 • 7950 1 1 t / PARCEL 15 11 f 1 / 1 � PROPOSED 1 RYSIDENCE/ / PIT \ PARCEL 16 r 7900/ 1 11/ 2 1 1 1 / _ / PIT 1 1 /11 8000" 7950 / 7900- 1 / 1 7850 / / / / / / / / / / / / / / / �✓� ,/ / I / / / / / / 7850 --- • PARCEL 15 / 1 r TELEPHONE EASEMENT PARCEL 17 PARCEL 19 APPROXIMATE SCALE 1" = 300` 105 360 Hepworth-Pawlak Geotechnical LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Figure 1 0 5 10 LEGEND: PIT 1 ELEV.= 7926 9 WC=13.5 DD=91 -200=57 �I +4=75 -200=7 PIT 2 ELEV.= 794Y TOPSOIL; sandy silt, scattered gravel, organics, firm, slightly moist, dark brown. 0 10 SAND AND GRAVEL (SM -GM); silty to clayey, dense, slightly moist, light brown, subangular to angular rock fragments. GRAVEL (GM); silty, sandy, with cobbles and boulders, dense, slightly moist, reddish brown, subangular to angular rock fragments. 2" Diameter hand driven liner sample. _a Disturbed bulk sample. _ TPractical digging refusal with backhoe. NOTES: 1. Exploratory pits were excavated on August 27, 2005 with a Cat 416 backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided and checked by instrument level. Logs are drawn to depth. 4. The exploratory pit 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 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. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) -200 = Percent passing No. 200 sieve DD — Dry Density (pcf) +4 = Percent retained on the No. 4 sieve 105 360 Hepworth—Po/kik Geotechntcat LOGS OF EXPLORATORY PITS Figure 2 0 C 0CZ CO o.. E 00 2 4 5 Moisture Content = 13.5 percent Dry Density = 91 pef Sample of: Sandy Silty Clay with Gravel From: Pit 1 at 3 Feet Expansion upon wetting 1 0.1 1.0 105 360 IH Hepworth—Pawlak Geotechnical APPLIED PRESSURE - ksf MV 10 100 SWELL -CONSOLIDATION TEST RESULTS Figure 3 n W Z 30 40 Z 50 Lu 0 CeC'i 60 HYDROMETER ANALYSIS I TIME READINGS SIEVE ANALYSIS U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS 45 MIN.15�MIN. 60MIN19MIN.4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 318" 314° 1 1/2" 3' 5"6" 8" �.....YMMI..MMM-M.MM- M....�1E1.-E1-.M.......--.-Y.-=amp ran ..-M-.MM.-.M-M.1M..-. 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IIS MMMM-M->AM-.-M.P---p..=�.7...—MMMMMM-�AN11 MIM.IMMM N-.M.-M-.�_M.MM--MM.1-[ --IM.--MMM-MSS.-.MI..-..nMM-.M.-[ :�:w�N .-F--- IWNINI )0W4nWatii ISIMIR OR IMINININV .-.MM.1VWFWMOIWINV .--M.--I-I-/-IIIIIN 1111 fMM."..,,,.R MtWOW ---...fNNIIIIIIN�[LIX= -r--__ .Mi =MI rMMMMM-WVIIVNINESINI MM..- - MMAMII NM NM.M--..M1MM IN Mr -..r rimM I- INOWNI f 10 20 70 90 00 70 NNW 11111.11111111111111M iwwwimw 100 MEMMIEWEVIO NO E-r1.�i.-w- OMWWWWWW11 1111111111 M•11 M..M...EW-1.M-. .001 .002 .065 .009 .019 .037 .074 .159 .600 1.18 2.36 DIAMETER OF PARTICLES IN MILUMETERS 4,75 9.5 12.5 19.0 37.5 762 152 203 127 C I AYTO50_T FINE GRAVEL 75 % LIQUID LIMIT % SAtED GRAVEL MEDIUM (COARSE 1 FINE j COARSE SAND 18 % comes SILT AND CLAY 7 % PLASTICITY INDEX % SAMPLE OF: Slightly Silty Sandy Gravel with Cobbles FROM: Pit 1 from 5 to 6 feet HYDROM1 i ER ANALYSIS SINE ANALYSTS I TIME READINGS U.S. STANDARD SERIES I CLEAR SQUARE OPENINGS 24 " IR, 7 HR 45 0 VIIN.15 MIN. 60MIN19MIN.4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1 1/2" 3" 5°6" 80 10 20 30 40 50 60 70 80 90 100 .001 .002 i. a r 1- •••• 4 50 40 30 20 10 0 'ER EN 'A [� 90 80 0 70 Z co 60 cl 1✓ 50 Z LLI 0 40 CC n.. 30 20 10 0 .005 .009 .019 .037 .074 .150 .300 .600 1.18 2.36 4.75 9.512.519.0 37.5 76.2 12552 203 DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SU FINE 51067 GRAVEL MED .M (COARSE FINE 1 COARSE I COBBLES GRAVEL 52 % LIQUID LIMIT % SAMPLE OF: SII Sand Gravel with Cobbles SAND 23 % SILT AND CLAY 25 % PLASTICITY INDEX % FROM: Pit 2 from 7 to 8 Feet 105 360 Hepworth-Powlak Geotechnlcol GRADATION TEST RESULTS Figure 4 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Job No. 105 360 SAMPLE LOCATION NATURAL MOISTURE CONTENT (%) NATURAL DRY DENSITY (pCf) GRADATION PERCENT PASSING NO. 200 SIEVE ATTERBERG LIMITS UNCONFINED COMPRESSIVE STRENGTH (PSF) SOIL OR BEDROCK TYPE PIT DEPTH (ft) GRAVEL (%) SAND (%) LIQUID LIMIT (%) PLASTIC INDEX (%) 1 3 13.5 91 57 Sandy Silty Clay with Gravel 5 to 6 75 18 7 Slightly Silty Sandy Gravel with Cobbles 2 7 to 8 52 23 25 Silty Sandy Gravel with Cobbles HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 105 360 HOLE NO. 1 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 40 15 Water added Water added 81/4 31/4 9 81/4 5 31/4 101/4 8 21/4 8 53/4 21/4 53/4 4 13/4 9 61/2 21/2 61/2 43/4 13/4 43/4 3 13/4 • P-2 30 15 101/2 9 11/2 i I 27 9 73/4 11/4 73/4 63/4 1 63/4 6 3/4 6 51/4 3/4 51/4 45/8 5/8 4'/8 4 '/8 4 31/2 1/2 P-3 40 15 11 91/4 13/4 30 91/4 73/4 11/2 73/4 63/4 1 63/4 6 3/4 6 51/4 3/4 51/4 43/4 1/2 43/4 41/4 1/2 41/4 33/4 1/2 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on August 27, 2005. Percolation tests were conducted on August 28, 2005. The average percolation rates were based on the last two readings of each test. S"C:HMUI'=SER GORDON ; MEYER E N O 1 N E E R 5 ISURVEYORSS. February 7, 2007 GLENWOOD SPRINGS ASPEN CRESTED ISUTTE 1 18 W. 6T1a, SUITE 200 P.O. BOX 2155 P.O. 80X 3088 GLENW000 SPRINGS, CO 61601 ASPEN, CO 8161 2 CRESTED BUTTE, CO 51224 970-945-1004 970-925-6727 970-349-5355 FX: 970.945-5948 F7: 970-925-4157 >=x: 970-349-5358 GARFIELD COUNTY ED BUILDING. AND PLANNING DEPARTMENT 108 8th Street., Ste. 401 FEB 1 2007 l Glenwood Springs, CO 81601 GARS ; ;;:r COUNTY BUILDING & PLANNING RE: Eric Schmidt Residence, Garfield County ISDS Permit No. 4163, Certification of Installation • To Whom R May Concern: This letter represents a certification of the construction of the Eric Schmidt residence individual sewage disposal system (ISDS) under Garfield County Building and Planning Department Septic Permit No. 4163. The permit was issued based on engineered plans and specifications prepared by Schmueser Gordon Meyer, Inc. with a revision date of October 20, 2005. The ISDS design at the Schmidt residence, 1137 High Aspen Drive (Lot 16 of the High Aspen Ranch), was configured as four trenches fed by treated wastewater routed through a 2,000 -gallon septic tank. I inspected the installation of the septic tank, collection system, flow splitter and gravelless chamber trenches pursuant to our original plans and specifications. My inspection during the construction process indicated that the system was installed in a manner consistent with our planset with a few variations. First, the original design was for the old Standard H-10 infiltration chambers, which are no longer available. Quick4 chambers were actually installed. The required absorption area was 810 square feet (SF). The Quick4 chambers have an effective area of 9.87 SF per chamber unit in a trench configuration. This results in a need for 82 chamber units. The actual installation included 3 trenches with 21 chamber units and 1 trench with 20 chamber units, for a total of 83 chamber units. Our original design called for a polylok distribution box with equalizers at each pipe opening. The contractor had installed a concrete distribution box with no equalizers. The box appeared to be level and was placed on compacted gravel. The contractor later verified with water that the box was level and each pipe received equal flow. Additionally, our original design called for 4" perforated PVC distribution pipe to run the length of the infiltration chambers. The contractor installed the chambers without distribution pipe, i.e., solid PVC pipe entered the first chamber and ended there. This is not unusual for a gravity system and should not be a problem. I took photographs of the work in progress at the time of my site inspection. As of my site visit, the I:\2005\2005-415\003 IS)JS\ISIS Cert 020707,dac septic tank was in place, including the PVC tees at the inlet and outlet, the distribution box had been leveled, and the excavation crew was in the process of completing the last of the four trenches. I observed the trenches to be level and showing the appropriate number of chambers as indicated above. Monitoring pipes were installed on the last chamber unit in each trench. trust this letter will provide adequate certification of the installation of the Schmidt residence ISDS pursuant to plans and specifications prepared by our firm. Please feel free to contact me if I may provide further information or provide you with copies of any of the photographs that were taken during the course of construction. Very Truly Yours, SCHMUESER GORDON MEYER INC. Matthew T. Webster cc: Mr. Eric Shmidt Mr. Kent Cotton, KCE I:\2005\2005-415\003 ISDS\ISDS Cert 020707.doc Reviewed by: W. Hammond, P.E. Principal, Aspen Office Ott, u 26078ygq (gZ- 0 . a3,�,+�