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HomeMy WebLinkAboutApplication- Permit4 GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Owner's Name t (C�lf�JeVr-(�t ill c System &wal ITC 1 V Mi n e 0_ Permit N° 3882 Assessor's Parcel No. This does not constitute a building or use permit. n _ ro' P. uCrlt�2iQT Present AddresdXhtW w• LanCktrtentl Phone 91,43.-4117 Lc+ a Lane. Legal Description of Assessor's Parcel No J 11'— D C7S —111C) 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 r Date �r r F / 1602] Inspector CLUJ", IS d©G • RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning off ice 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 INDIVIDUAI, SEWAGE DISPOSAL SYSTEM APPLICATION OWNER Q t LL rkc pea ITT ADDRESS 2:1Z-6 W • LI1J & T 1�D, Sum: 100 Cft SL D Q Th28cR PHONE CONTRACTOR GeuEiJaeircow i-rwcno1J !Jim ADDRESS P,d. 1810 OSftr, co g 1 Lit PHONE 94Z- 4919 PERMIT REQUEST FOR 64NEW 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 CR ONONN Size of Lot CS Legal Description or Address LIST Z LR JSGUeGi+ SU&X UI SGS C R (O 6 WASTES TYPE: tog DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER - DESCRIBE qF _box Rn BUILDING OR SERVICE TYPE: Number of Bedrooms ( Garbage Grinder Number of Persons 3 (y) Automatic Washer (,c) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: t-) 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 Ulan 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 to Property Lines: ( septic tank &leach field)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 nal - 2 TYPE OF INDIVIDUAL SEWAGE D1SPOS4L SYSTEM PROPOSED: (.C) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) NT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE FINAL DISPOSAL BY: (4) 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? Na 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: ji.P- Gerrthal cr4S-'T0( Bozo cou►sr( ARD S4 CI alatrb seta I3S , co %i60 Name, address and telephone of RPE rwonsible for design of the system: C kut Pak ef" AS'So c . `f50 ( 0-)Gdswor44 E 'ki . o Ci 1Q�d� e, Co 00033 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 terns 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 fabification 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 SI3k-z- PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! CauMi RD 105 Hwy' B2 3 of ✓ 03 O N 0 o O .a • Arei � • z 2. y 0 p C O to • cd U ti co, ro C�123 ^0 it, .0 i 5 l �• d 0 .. y • • h v cd co U U -G v — 00 V U O<44r 1 0 0 oNS• W U os to 0 ta0 it z� z County Road (Note the Road Number and Name) Jun 11 02 03:21p f 4501 Wadsworth Blvd. Wheat Ridge, CO. 80033 Castle Rods 303460-4358 FAX 303-663-1249 Pine junction 303816-1455 FAX 303-816-1942 Loveland 970-663-2124 FAX 970.663-2181 orr CHURCH & ASSOCIATES, INC. Phone 303463ti9317 Fax 303-463-9321 Re: 0 Urgent L'EFor Review As Requested Q Please Reply CC: Fax: Fax: Fry etac► . PAGES J)} INCLUDING COVER SHEET] p.1 Jun 11 02 03:21p June 10, 2002 CHURCH & Associates, Inc. ENGINEERS & GEOLOGISTS Gruenefeldt Construction, Attn: Dan Gruenefeldt P.O. Box 1910 Basalt, Colorado 81621 Subject: Subsurface Investigation and OWS Design, Proposed Residence Lot 2, Lansburgh Subdivision Exemption, Crystal Springs Road Garfield County, Colorado Job No. 15025W Mr. Gnrenefeldt, As requested, we have designed an onsite wastewater system (OWS) for the proposed residence. The subsurface investigation was performed by H.P. Geotech on September 11, 2001. SITE CONDITIONS The property is in a num! residential arra of Garfield County, where OWS am required. There is an irrigation ditch, which flows from east to west through the middle of the property. The area of the proposed drain field bas a moderate slope to the south. The drain field must be located a minimum of 25 feet from this ditch The residence will be served water by a well located 100+ feet from the drain field. PROPOSED CONSTRUCTION A 4 -bedroom residence is proposed at the location presented on Figure 1. The OWS was sized based four bedrooms and 600 gallon per day (GPD) using Garfield County Building Department (GCBD) loading of 75 GPD per person. The sewage loading with a peaking factor of 1.5 is 900 GPD. This loading includes washing machines and garbage grinders. SUBSURFACE CONDITIONS The subsurface investigation was performed by H.P. Geotech by digging three percolation holes, 58 to 60 inches deep, and one profile pit at the locations indicated on Figure 2. Subsurface materials in the profile hole consisted of 1 foot of topsoil, underlain by sandy, silty clay with scattered gravel and cobbles to the maximum depth explored of 8 feet No ground water was encountered. Percolation tests indicate percola- tion rates of 60 to 180 minutes per inch (MPI). The average rate is 100 MPL Percolation data is presented in Appendix A RECOMMENDATIONS A shallow trench drip irrigation OWS should be installed as indicated on Figure 2. The OWS includes a septic tank and a dosed shallow trench drain field. The OWS is designed on an application rate of 0.24 GAL/SF/DAY and a sewage loading of 900 GPD. The application rate utilizes slow soil absorption and evapotranspiration. DENVER 4507 Wadsworth Boulevard Wheat Ridge, Co 60033 303.463.9317 Fax: 303.463.6327 CASTLE ROCK 303.6604358 EVERGREEN 303.06 1453 LOVELAND 970.663.2124 WESTERN SLOPE 970.946.5803 p.2 Jun 11 02 03:21p Subsurface Investigation and OWS Design Job No. 15025W, 6110102 Page 2 The installation must include one 1500 -gallon, two-compartment, precast concrete septic tank with an effluent pump in a Biotubem pump vault in the second compartment. Pump specifications are presented in Figure 5. The drain field installation must include 4000 SF of drip -irrigation field in four sections as presented on Figures 2 and 3. The drip irrigation field configuration can be modified to fit the topography. The trenches should be backfilled to reestablish the original slope. The surface of the drip irrigation should be seeded after installation of the system. A native seed mix from the area available at seed stores should be used. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system should be installed over the field OPERATION AND MAINTENANCE The owner must realize an OWS is different from public sewer. The owner must assume responsibility for maintenance of the system The system is a low maintenance system, but the owner must have the septic tanks pumped and filters cleaned (hosed oft). Unless there is a monitoring program, the septic tank should be pumped and filter cleaned every two years. 'There are daily considerations, such as not putting plastic or other non -biodegradable material into the system. Water use must be monitored so toilets are not allowed to run when seals malfunction. To illustrate the point, a running toilet will consume in excess of 1000 gallons per day if allowed to flow. An excess 1000 GPD loading may flood and irreparably harm the OWS. We caution against installation of a water softener. The hydraulic loading from the backwash of a water softener can be detrimental to OWS and a separate dry -well should be constructed for die backwash waste, if a water softener is Stalled. No landscaping or plastic can be used over the field, which will reduce evapotranspiration from the field. Chemically treated water from a swimming pool or spas should not be introduced into the OWS. LIMITATIONS - A drip irrigation design requires installation by a contractor who is an experienced installer. Our investigation, layout, design and recommendations are based on data submitted If subsurface conditions different from those described are encountered, we should evaluate the effect of the changes on the proposed OWS. If the health department makes modifications to this design, we should be contacted to evaluate the impact on the performance of our OWS design. All construction is to be in accordance with the ISDS regulations. Pipe type and size, burial requirements, septic tank construction, and other specifications not depicted in our report, are to conform tv ISDS regulations. The system installer is to have demonstrated knowledge of the ISDS regulations and require- ments. If there are questions or if we can be of further service, please call. The project manager is Tim Pelt Edward 0. Church, P.E. EOCJtrpferb 3 copies s . Fax copy to Garfield Building Department, 970-384-5004, Attu: Amo Ehlers P.3 Jun 11 02 03:22p p.4 LOT 2, LANSBURGH SUBDIVISION EXEMPTION APPROXIMATE CRYSTAL SPRINGS ROAD SCALE GARFIELD COUNTY, COLORADO 1' = 100' 1 1 1 INN MS • • • PROPOSED • L_. RESIDENCE _- 1 • • CRYSTAL SPRINGS ROAD SITE PLAN JOB NO. 15025W FIGURE 1 Jun11 02 03:22p J z 0 a W W 0 m 0 • cc moo • Q cnn 0 0 C7 mw• o O 5coO J ise.00.00000. J()('5 t. Q w z�`° I— a?� ga- 9 r as aIn r D al- O H = Z F 2 Fit G Q Ct w C7 W I O = OJ 1— E> - t0 Z czt �w O CDyjW `� ua WOZL > W (fl O 0 �� 00_--3 N O EE w JON z Z Z wQ • I— < rm F• W 0 O [n O 0wm O • u -I O Z Z O 0 F Wce X o w F 0 ww in �� O J O W o u- W W z J a(.)� o0_J P. z r mW H J 0 Ct > JOB NO. 15025\A Jun 11 02 03:22p TYPICAL FIELD PLAN VIEW 1 ONE FLAT OSI HYDROSPLITTER OR 7 DISTRIBUTION VALVES (2' BALL VALVES) HEADER GRAVITY FLOW= MINIMUM I/8' / I' (SOLID PIPE) LEVEL MANIFOLD (SOLID PIPE) L EFFLUENT PUMP LINE WITH PRESSURE RELEASE VALVE AKA -SNII-Itte AT HIGH POINT BETWEEN PUMP AND VALVES p.6 NO. LENGTH WIDTH1 UNES 4 100 10 5 2' CLASS 200 PVC PIPE WITH 1/4' HOLES ON 8' CENTERS (HOLES FACE DOWNWARD) INSTALL DISPERSAL LINES LEVEL TYPICAL FIELD CROSS-SECTION 100' 2' PVC VENT PIPE WITH CAP AND 114' HOLE \\._2'PVC VENT PIPE 2' SPACING 2' SPACING SECTION DISPERSAL LINE (PERFORATED PIPE) GROUND SURFACE SPECIFICATIONS AND DESIGN CALCULATIONS TREATMENT UNIT 1. 1500 -GALLON, TWO-COMPARTMENT, PRECAST CONCRETE SEPTIC TANK WITH A PUMP 114 THE SECOND CHAMBER 2. PUMP: SEE DETAIL 3. ALARM/CONTROL PANEL LOCATION AT OWNER'S REQUEST 4. RISERS: TWO TO SURFACE 5. PRESSURE RELEASE VALVE AT HIGH POINT 6. DRAWBACK TO SEPTIC TANK AND FIELD DISTRIBUTION FIELD DISPERSAL LINE 1. 4 -BEDROOM SINGLE FAMILY RESIDENCE 2. PEAK SEWAGE LOADING = Q - 900 GPD 3. PERCOLATION RATE = 100 MPI 4. APPUCATION RATE = R = 0.24 GAL/SF/DAY 5. AREA = Q/R = 3750 SF 6. PROPOSED FIELD AREA = 4000 SF 7. UNEAL FEET = 2000 B. TRENCH MOTH = 8 INCHES 9. LANDSCAPING 15 THE RESPONSIBIUTY OF THE OMTIER J OB NO. 15025w BACKHOE TRENCH DETAIL FIGURE 3 Jun 11 02 03:22p sl w a 0 sY "is, . o 7 E`a> ID ov s E Q' r o 0. $ar 3 $$ .>< >o nj 7 �? _ o o6 oS O a c 0 E 5 Y GI F Qa VJ ccs 2 m v m cn ^0 c E E cis t ��/A/ ac V/ C ems E fr O_ o 7 0- Biotubee Pump Vault p. 7 n ID tel C 01 E rzg IL V arta.oE 0 a -"cm� Jun 11 02 03:23p 0x Pump Selection for a N n -Pressurized System Pet IFI0.1) P°H ogweuAO 1010± 0 sero n 2 E e r o g q pf C a N o O q N p.8 Net Discharge, gpm Jun 11 02 03:23p APPENDIX A LOT 2, LANSBURGH SUBDIVISION EXEMPTION CRYSTAL SPRINGS ROAD GARFIELD COUNTY, COLORADO HEPWORTH-PAWLAK GEOTECHNICAL, INC. PERCOLATION TEST SEPTEMBER 11, 2001 p.9 Jun 11 02 03:23p FRcII ': GRLIBNEFELDT CONSTRUCT ICN FAX NO. : September II, 2001 Gruenfeidt Construction Attn: Dan Gruenfeldt P.O. Box 1910 Basalt, Colorado 81621 ivy May. 30 2002 03:25PM P2 Llur,i&iI( SIP:10p. i r..: t.•.::.:•::. 7;$$ 97e -4/S40: s Job No. 101 617 3�5 4 cke,.d Subject; Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 2, Lansburgh Subdivision Exemption, Crystal Springs Road (County Road 103), Garfield County, Colorado. Dear Mr. Gruenfeldt: 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 Orueufeldt Constniction dated August 29, 2001. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a two story wood frame structure over a crawispace or with a slab -on -grade floor located on the site as shown on Fig. I. The attached garage floor will be slab -on -grade, Cut depths are expected to range between abort 3 to 8 feet. Foundation loadings for this type of construction are asswned to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located about 100 feet downhill to the south of the proposed 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 work. The ground surface in the building area slopes moderately to strongly down to the south. There is about 4 to 6 feet of elevation difference across the proposed building arca. The southern pan of the lot is gently sloping irrigated pasture. An irrigation ditch is located downhill to the south of the proposed septic disposal area- Vegetation consists of scattered pinon and juniper trees. sagebrush, grass and weeds. A small stand of scruboak is located to the east of the septic disposal arca. Occasional basalt cobbles and small boulders are exposed on the ground surface. Subsurface Conditions: The subsurface condidons at the site were evaluated by P.10 Jun 11 02 03:23p • p.11 'FROM :' GRUENEFELDT CONSTRUCT ION FAX' NO. : May. 30 2002 03'20PM P5 Gruenfeldt Construction September 11, 2001 Page 4 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, 5) Landscaping which requires regular heavy irrigation, such as sod, should be located at least 5 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting duc to irrigation. Percolation Testing: Percolation tests were conducted on September 6, 2001 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. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were band dug at the bottom of shallow backhoe pin 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 sandy silty clay with scattered gravel and cobbles LO the pit depth of 8 feet. The percolation test results are presented in Table 11. The percolation test results indicate an infiltration rate between 60 and 180 minutes per inch with an average of 100 minutes per itch. We recommend that a civil engineer be engaged to design the infiltration septic disposal system. Lhoitations: 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 reconunendations 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. 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 Ii -P GEOTECI4 Jun 11 02 03:24p 7 FROM ORUHEFELDT CONSTRUCT ICN ' FAX NO. : LOT 2 101 517 - May. 30 2932 03: 313:n P1 APPROXIMATE SCALE 1° = 100' PPITOPLE�P-1 P -2a ■ A P-3 EXISTING IRRIGATION DITCH L � \ 1 ` \ \\ ACCESS \ \ EASEMENT \ LOT 3 COUNTY ROAD 10a HEPWORTH—PAWLAK t LOCATION OF EXPLORATORY PITS I Fi9. GEOTECHNICAL, INC. ! AND PERCOLATION TEST HOLES p. 12 Jun 11 02 03:24p FROM : GRLeEFELDT CONSTRUCTION FRG NO. nay. 30 2002 03:32pH P6 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOBNO, 101 617 HOLE NO. HOLE DEPTH (INCHES) EENDTH DF INTERVAL DAN) WATER DEPTH AT START OF INTERVAL (INCHES, WATER DEPTH AT END OF INTERVAL (NCNE81 DROP IN WATER LEVEL RICHES) AVERAGE PERCOIATION RATE 1MIN.ANCH) P-1 60 • 16 9 8 1/4 3)4 8 1/4 73/4 112 7 3/4 7 1(2 1/4 7 1/2 7 114 1/4 " 7 114 1 114 7 63/4 1/4 GO P-2 59 15 10 9 112 112 60 9 1(2 8 1/2 8 7 3/4 1/4 7 314 7 1/2 1/4 7112 71/4 1/4 71/4 7 1/4 P-3 e 58 l 16 8 7 1/2 112 180 7 112 7 114 114 71/4 71/4 0 7 114 7 114 7 7 0 7 7 0 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on September 5, 2001. Percolation tests were conducted an September 6, 2001. The average pertoletion rates were based ort the last three readings of each test. p. 13 0 s September 11, 2001 Gruenfeldt Construction Attn: Dan Gruenfeldt P.O. Box 1910 Basalt, Colorado 81621 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com Job No. 101 617 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 2, Lansburgh Subdivision Exemption, Crystal Springs Road (County Road 103), Garfield County, Colorado. Dear Mr. Gruenfeldt: 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 Gruenfeldt Construction dated August 29, 2001. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a two story wood frame structure over a crawlspace or with a slab -on -grade floor located on the site as shown on Fig. 1. The attached garage floor will be slab -on -grade. Cut depths are expected to range between about 3 to 8 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 about 100 feet downhill to the south of the proposed 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 work. The ground surface in the building area slopes moderately to strongly down to the south. There is about 4 to 6 feet of elevation difference across the proposed building area. The southern part of the lot is gently sloping irrigated pasture. An irrigation ditch is located downhill to the south of the proposed septic disposal area. Vegetation consists of scattered pinon and juniper trees, sagebrush, grass and weeds. A small stand of scruboak is located to the east of the septic disposal area. Occasional basalt cobbles and small boulders are exposed on the ground surface. Subsurface Conditions: The subsurface conditions at the site were evaluated by Gruenfeidt Construction September 11, 2001 Page 2 excavating three exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, generally consist of medium stiff to stiff, sandy silty clay with scattered gravel and cobbles. Highly calcareous silty sand was encountered beneath the clay in Pit 1 at a depth of 41 feet. Results of swell -consolidation testing performed on relatively undisturbed samples of the clay, presented on Figs. 3 and 4, indicate low compressibility under existing moisture conditions and light loading and a minor collapse potential (settlement under constant load) when wetted. The samples showed high compressibility upon increased loading after wetting. Atterberg limits testing indicated the clay soils to have medium plasticity. 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 1,200 psf for support of the proposed residence. The soils tend to compress upon loading after wetting and there could be some post -construction foundation settlement. The amount of settlement would depend on the depth and extent of subsurface wetting and could be 1 to 2 inches or more. 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 and compacted prior to 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 reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 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 as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The soils are compressible when wetted and there could be some post -construction slab distress if the bearing soils become wet. 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 H -P GEOTECH Gruenfeldt Construction September 11, 2001 Page 3 4 inch layer of free-draining gravel should be placed beneath slabs-on-grade for subgrade support and 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 and where clay soils are present 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 crawlspace areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. A perimeter underdrain should not be needed for crawlspace areas less than about 4 feet deep provided exterior wall backfill is properly compacted and a positive slope away from the structure is maintained. 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. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. 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. 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 H -P GEOTECH 'Gruenfeldt Construction September 11, 2001 Page 4 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. 5) Landscaping which requires regular heavy irrigation, such as sod, should be located at least 5 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting due to irrigation. Percolation Testing: Percolation tests were conducted on September 6, 2001 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. 1. The test holes (nominal 12 inch diameter by 12 inch dap) were band 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 sandy silty clay with scattered gravel and cobbles to the pit depth of 8 feet. The percolation test results are presented in Table II. The percolation test results indicate an infiltration rate between 60 and 180 minutes per inch with an average of 100 minutes per inch. We recommend that a civil engineer be engaged to design the 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 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. 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 H -P GEOTECH Gruenfeldt Construction September 11, 2001 Page S 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 GE !r`"_ , •�i -�a , INC. Jordy Z. A Reviewed by: Daniel E. Hardin, P.E. JZA/ksw attachments cc: Maggert & Associates, Inc. - Attn: Dan Fraker HP GEOTECH • 1 1 1 I-- ----I 1 LOT 2 \\ \ EXISTING IRRIGATION PIT 1 1 PROPOSED RESIDENCE ■ PIT 2 APPROXIMATE SCALE 1'=100' ■ PIT 3 PPRRO LE P -2Q ■ AP -3 \ \ \ ACCESS \ \ EASEMENT \ \ \ \ \ \ LOT 3 COUNTY ROAD 103 101 617 HEPWORTH-PAWLAK GEOTECHNICAL. INC. LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES Fig. 1 4 5O O PIT 1 PIT 2 N' N titsmit Doan 5 / 10-42 011.1111 10 - // ,15 LEGEND: N PIT 3 PROFILE PIT w11 -1L4 DDS TOPSOIL; sandy silty clay, occasional gravel, organics, firm. slightly moist, dark brown. 0 5 10 15 CLAY (CO; silty, sandy, scattered gravel and cabbies. medium stiff to stiff. slightly moist, brown, calcareous, slightly porous. SAND (SM); eftty, medium dense, slightly motet, white, highly calcareous. ISI 2' Diameter hand driven liner sample. 5 C NOTES: 1. Exploratory pits were excavated on September 4. 2.001 with a John Deere 190E backhoe. 2. Locations of exploratory pits were determined by the client 1 Elevations of exploratory pits were not measured and loge of exploratory pits are drawn to depth. 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 tkne of excavating. Fluctuations In water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (X ) DO = Dry Density ( pet —200 = Percent passing No. 200 sieve PI = Plastk�tid y Indit ex ( )x ) 101 617 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Fig. 2 • t Y 0 1 2 3 4 5 6 7 8 9 10 11 12 Moisture Content in 8.2 Dry Density 88 Sample of. Sandy Sity Clay From: Pit 2 at 5 Fest Compression Won wetting percent PCI 0.1 1.0 10 APPLIED PRESSURE — kat 100 101 617 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL CONSOLIDATION TEST RESULTS Fig. 3 0 1 2 3 4 5 6 < J. Moisture Content — 12.4 Dry Density - 84 Sample of. Sandy Silty Clay From: Pit 3 at 5 Feet percent Pd "Compression upon wetting 0.1 1.0 10 • APPUED PRESSURE — ksf 100 101 617 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL CONSOLIDATION TEST RESULTS Fig. 4 • JOB NO. •101 617 U ? N J J Q ci 0 w CC F' N LU 1 ~ O } W — O C7wF— CO cc g�m 3 5 a o O i 2 W co X aI sandy clay 1 11 sandy silty clay 1 sandy silty clay A I I I i IC I i 1 i I E 77 88 84 f Iiia 12.2 0 N 1g1■ 1 N ID *0 k .- N f9 • , HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 101 617 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 60 16 9 81/4 3/4 60 8 1/4 7 314 1/2 7 3/4 7 1/2 114 7 112 7 1/4 1/4 7 1/4 7 1/4 7 63/4 1/4 P-2 58 15 10 8 1/2 1/2 60 8 1/2 8 1/2 8 7 3/4 1/4 7 3/4 7 1/2 1/4 7 1/2 7 1/4 1/4 71/4 7 1/4 P4 58 15 8 71/2 112 7 1/2 7 1/4 1/4 7 1/4 7 1/4 0 7114 7 1/4 7 7 0 7 7 0 180 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on September 5, 2001. Percolation tests were conducted on September 6, 2001. The average percolation rates were based on. the last three readings of each test. r• , CHURCH & Associates, Inc. ENGINEERS & GEOLOGISTS June 8, 2004 ' Devi/ 7 3f11Z Gruenefeldt Construction, Attn: Dan Gruenefeldt P.O. Box 1910 Basalt, Colorado 81621 Subject: Installation Observation, Proposed Residence Lot 2, Lansburgh Subdivision Exemption, Crystal Springs Road Garfield County, Colorado Job No. 15025W Mr. Gruenefeldt, RECEIVED JUN 1 0 2004 GARFIELD COUNTY BUILDING & PLANNING As requested, we observed the installation of the onsite wastewater system for the subject site on May 26, 2004. The system was designed under our Job No. 15025W, dated June 10, 2002. The system includes the installation of a 1500 -gallon, two-compartment, precast concrete septic tank with a pump in a BiotubeTM pump vault, and a shallow trench drip irrigation drain field drain field. The drain field was constructed in four 12 -foot by 100 -foot sections. An as -built drawing is included as Figure 1. The components of the OWS design were installed in conformance with our plans and specifications. Final electrical connections must be made by a licensed electrician. The construction foreman may activate the pumping system at his discretion. If there are questions or if we may be of further service, please call. CHURCH & Associates, Inc. Eric R. Burns Field Technician SDU/trp/erb Reviewed by Samuel D. Urton • 30641 4r Ar f ` /ON Al E���`\\� //l/prrr nnil!\ 3 copies sent, via Priority Mail Copy to Garfield County Building and Sanitation Department, Attn: Andy Schwaller DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 303.463.9317 Fax: 303.463.9321 www.geo-church.com Toll Free -1.877.248.3123 Co 1 ' O Q W J U 2 2" PVC PUMP LINE ISTRIBUTION VALVES W CC D O� LL Q 1 1 WW O Q I- W W W O W O J O LU - W Z Z W z _ Z OZ Z O AS -BUILT DRAWING 1500-GALLO JOB NO. 15025W