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HomeMy WebLinkAbout03946r GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N.° 3946 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Owner's Nam System Location C. Q/ Present Address /CV I / /051 Co a..ay ?D 1// CAR 3ceiE - i 4 - 00- 07) Legal Description of Assessor's Parcel No 2 7e 3 SYSTEM DESIGN Assessor's Parcel No. This does not constitute a building or use permit. Phone 2 30 o/97 Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: Date Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer Septic Tank Capacity Septic Tank Manufacturer or Trade Name Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements Other Date � Inspector 111;)A- , v- Ctt -',_ FD -2'7"`2 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 office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs,alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine —6 months in jail or both). White -APPLICANT Yellow - DEPARTMENT OWNER INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION bav► c k}t cks ADDRESS los( C ik l (I C' 1 Je PHONE t30-0( C17Z CONTRACTOR p',r i vice Cy ee k Covt S ADDRESS 131 Grat yta Ave_ *to( PERMIT REQUEST FOR (ANEW INSTALLATION PHONE %ff,s'zisits ( ) 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: QQ� pp Near what City of Town Cot ✓` l�0 VlCft' ( Q Size of Lot 3 5 1- S 4cve Legal Description or Address !@5 1 H i ( ROC ca r bo r4 WASTES TYPE: ();CDWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES ( ) OTHER—DESCRIBE BUILDING OR SERVICE TYPE: Re3 iJY1'/ icj Num* of Bedrooms 5 Number of Persons 3 (k) Garbage Grinder ()C Automatic Washer (Dishwasher SOURCE AND TYPE OF WATER SUPPLY: ( ) WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: Co,y- f,oin ct 1 eT DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: 3 yvt it 1 c -s Was an effort made to connect to the Community System? Ai a A site ' Ian is re i uired to be submitted that indicates the followin • MINIMUM distances: Leach Field to Well: > 2 000 )) 100 feet Septic Tank to Well: > Z p O 0 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet 7 yOO I Septic System (septic tank & disposal field) to Property Lines: 10 feet yQ YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table > Z D Percent Ground Slope IS 2 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (1Q 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: (X) 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? A4 PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes 18 per inch in hole No. 1 Minutes 26 per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes A per inch in hole No. 14P C-,eo+ee.h Name, address and telephone of RPE who made soil absorption tests: Name, address and telephone of RPE responsible for design of the system. 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 / iLJc Date y- 3 - Li PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 3'1 1 " W 165.95 feet; thence S 06'2.3 4b W 01.10 Lcc., E 46.48 feet; thence N 85'23'05" W 103.47 feet; thence N feet; thence N 89'31'17" W 34746 feet; thence S 88'51'28" W Al 00'15'32" E 147.87 feet; thence N 14'48'49" E 117.54 4'43" E 200.65 feet; thence N 06'43'41" W 324.88 feet; W 94.94 feet; thence N 00'24'08" E 505.09 feet; thence East e N 00'0058" W 790.75 feet; thence East 418.00 feet; thence 589 feet to the Point of Beginning having an area of 38.586 N \ 10721' S 87'30'00" f • / / 63.498' o S 83'47;37" E 111.00' 1:41 / u' va0 P / _ /oa h tn co / °'' / ROCKFORD DITCH / (APPROXYMAIE LCCA nN) CY/44 Ary TOWN OF CARBONDALE % �ryp ��8" WATER UNE CO Cej N h z Ltd .h w1, h� U O R s 87'30'00" E 151" E Izzk 228.86 N 89'42'26" E 789.00' S 24'06'58" W Utility Easement — PCI PGA -Vs Utility Easement PARCEL 1A6,48' S 0726 10" W N 89'59'02" E 418.00' 5 4 AA 4, sit 6:s.e t 51'42" W PCI PA'CEL 1536529 SQ. FT, 35.27 ACR S LOT 9 SEC. 10 14 90'00'00" W 1065.77' PARCEL A 38.59 ACRES LOT 14 SEC. 10 GARFIffLD COUNTY NEW WATER SERVICE FROM TOWN OF CA WATER SERVICE LA LEACH FIELD 10 15 11 14 WI' ESS CORNER TO CTION CORNER INE NDALE L 36.92' PRINCE N 90 ccess and Utility Easement PARCEL 8 PITKIN COUNTY LOT 1 SEC. 15 W C W N 89'31'17" W in EV to s4 7 AUS' 4 A. 4 " )5029. A y 216.57, h a b N N to to � o q i, 89'56'14" W 22.44 ,' m 414.405 89'2633" 0 r 5 9 0 LOT 7 SEC. ELLA DITCH APPROXIMATE LOCATION 35.65 ACI PARCEL 4 5 5 0 Y"4 LOT8 SE LOT 4 SEC. 14 ��. 4 Hr. Geotech HEPWORTH - PAWLAK GEOTECHNICAL 1 leak orrh-Fi Elk C4'Lecinn01, IfL P C) Drar'er INS? ' iherrhome, SO-lg.', Phone. 970-465-1959 F, n: 97C-468-5b9I email hpgc,4hIUL tet r(on January 9, 2006 �t�tJ� 1r{ 1) Prince Creek Construction, Inc. N 16`J20Lo6 Attn: David Hicks �A 2520 South Grande Avenue, Suite 210 1.D COIN G Glenwood Springs, Colorado 81601 BU ° NG &P�BNIN Job No. 405 449 Subject As -Built Evaluation of individual Sewage Disposal System, Existing Residence, Meets and Bounds Parcel A, 1051 Prince Creek Road, Garfield County, Colorado. Dear Mr. Hicks: Hepworth-Pawlak Geotechnical, Inc. has observed the installation of the Individual Sewage Disposal System (ISDS) for the six bedroom residence which is under construction on the project site. The ISDS components observed included: 2,000 gallon two chamber Copeland Concrete septic tank, sewer pipe, effluent pipe, sewer cleanout, manifold pipes, distribution box, Quick 4 Infiltrator Chambers and the field locations of all components. At the time of our visit the inspection ports had not been installed at each corner of the absorption area and an effluent filter had not been installed on the outlet from the septic tank. An effluent filter is not required in Garfield County, but we highly recommend the use of an effluent filter. It should also be noted that the absorption area chambers were installed 4 to 5 feet below grade rather than 3 feet below grade which was originally specified on Figure 5 of our ISDS design report, dated January 4, 2006, Job No. 405 449. The absorption area will function as installed but may not provide as long of a service life as it could have if it were installed shallower. Based on observations made during our site visit, it is our opinion that the ISDS was constructed in general accordance with our ISDS design report, dated January 4, 2006, Job No. 405 449. The ISDS As -Built plan view which shows the measured field locations of the ISDS components is shown on the attached Figure 1. Sincerely, HEPWORTH - PA Andy Kosse Project Geologist Reviewed by: GEOTECHNICAL, INC. »9 REG;11; Ronald J. Uhle, P.E., C.C.E. Associate Attachment: Figure 1 28161 44 ) s/OPJAIE�; Glenwood Springs 970-945-7988 • Parker 303= 1.a.}1 Colorado Springs 719-633-5562 fv J jr• PROPERTY BOUNDARY PROPERTY BOUNDARY r..— 89.5' �t1 4.1414 41. EXISTING Z000 GAL. b1IjVCE TWO RETE ER ICCOTANKD �, CONCRETE SEPTIC TANK INSTALLED LEVEL. �a: INT COPELAND CONCRETE 6 -HOLE DISTRIBUTION BOX INSTALLED LEVEL. EXISTING CLEANOUT EXISTING ABSORPTION BED, FIVE (5) ROWS OF INFILTRATOR QUICK 4 CHAMBERS WIDE, EACH ROW SIXTEEN (16) ' CHAMBERS IN LENGTH FOR A TOTAL OF EIGHTY (80) QUICK 4 CHAMBERS. APPROXIMATE SCALE: �,- 1 INCH = 60 FEET 4- 405 449 cej tech PARCEL A, 1051 PRINCE CREEK ROAD ISDS AS -BUILT SITE PLAN FIGURE 1 HEPWORTH-PAWLAK GEOTECHNICAL �t tech HEPWORTH -PAWLAK GEOTECHNICAL January 4, 2006 Prince Creek Construction, Inc. Attn: David Hicks JAN 2 6 2006 2520 South Grande Avenue, Suite 210 Glenwood Springs, Colorado 81601 GARFIELD COUNTY BUILDING 8 PLANNING .I 4 111 ')7 4( S 1 . a„a s,o] rm.nl 'Ip_ro14'/11_,, RECEIVED Job No. 405 449 Subject: Individual Sewage Disposal System, Proposed Residence, Meets and Bounds Parcel A, Prince Creek Estates, 1051 Prince Creek Road, Garfield County, Colorado. Dear Mr. Hicks: As requested, Hepworth-Pawlak Geotechnical, Inc. has designed an Individual Sewage Disposal System (ISDS) for the proposed residence at 1051 Prince Creek Road (a.k.a. Meets and Bounds Parcel A, (Prince Creek Estates) in Garfield County, Colorado (see Figure 1). Parcel A is about 38.6 acres in size. The ISDS design is conducted in accordance with our agreement dated January 4, 2006. Percolation Testing: Percolation tests were conducted by our Glenwood Springs office on March 26, 2002 to evaluate the percolation rate of the natural soils. The Subsoil Study for Foundation Design and Percolation Test report, dated April 24, 2002, Job No. 102 211 is provided as an attachment. The ISDS absorption bed was designed based on the average soil percolation rate of 14 minutes per inch. ISDS Analysis: Based on the subsurface conditions encountered and the percolation test results, the tested area is suitable for an ISDS utilizing the shallow soils for the treatment and dispersal of effluent. A water system will supply water to the residence. An inactive irrigation ditch was observed about 35 feet west of the west edge of the proposed ISDS absorption area. The ground surface over the absorption bed cannot be flood irrigated. The ISDS absorption area must be located at least 78 feet from any active un -lined irrigation ditches or surface water. A site plan showing the proposed ISDS, proposed residence, property lines and the minimum horizontal setback distances of site features Glenwood Springs 970-945-7988 • Parker 303-841-7119 • Colorado Springs 719-633-5562 Prince Creek Construction, Inc. January 4, 2006 Page 2 relative to the ISDS components is shown on Figure 2. All materials and installation should meet the requirements of the Colorado State Board of Health, Guidelines on Individual Sewage Disposal Systems, Revised 2000. Septic and Dosing Tanks: A concrete 2,000 gallon, two chamber Copeland Concrete septic tank, or equivalent, will be used for primary treatment of sewage from the residence. Sewage will gravity feed from the residence to the septic tank and effluent will be gravity fed to the absorption area We recommend that an effluent filter be installed on the outlet of the second chamber of the septic tank; however, the effluent filter is not required in Garfield County. If the septic tank access riser lids will be installed at grade, with no backfill cover, then the lids should be insulated with foam insulation board to provide frost protection. A PVC handle should be installed on the effluent filter cartridge, if installed, and extended up to within reach of the septic tank access lid. This will allow for easy access and maintenance of the filter. Sewer and Effluent Piping: The sewer line from the residence to the septic tank should not be less than the diameter of the building drain and not less than 4 inches in diameter. Soil backfill beneath the sewer pipe must be adequately compacted to prevent settlement of the pipe and we suggest the use of Schedule 40 PVC pipe between the residence and the septic tank. The portion of the sewer pipe extending from 5 feet outside the building foundation should have a slope of at least 2%, except for the 10 feet of sewer pipe immediately preceding the septic tank which should be sloped between 1 and 2%. Cleanout pipe(s) should be installed in the sewer line adjacent from the building foundation, where the pipe bends at 90 degrees or more and at least one cleanout should be installed at least every 100 linear feet of sewer or effluent pipe throughout its length. Job No. 405 449 Prince Creek Construction, Inc. January 4, 2006 Page 3 Absorption Area: The soil absorption area is designed to be 784 square feet in size and will consist of an absorption bed with dimensions of about 65 feet long by about 14 feet wide. The bed will consist of five (5) rows of Quick 4 Infiltrator Chambers with each row being sixteen (16) chambers in length for a total of eighty (80) Quick 4 Chambers. A distribution box will be used to equally distribute effluent to each row of chambers in the bed. The manifold pipe outlets should be installed at equal elevation in the distribution box and the box should be installed level to promote equal distribution. Absorption area calculations are shown on Figure 3. The absorption bed should be excavated to the approximate depths shown on Figure 5. Care must be taken during installation to ensure that the soils exposed in the bottom and sidewalls of the bed excavation are not compacted. Once the bed excavation is complete it should be left open, if necessary, to allow the soils to air dry prior to placement of the chambers. Once the soils have air dried, if necessary, the bottom and sidewalls of the excavation should be scarified prior to chamber placement. The on-site soils can be used as backfill over the chambers and should be graded to deflect surface water and precipitation away from the absorption area. We recommend the soil backfill be re -vegetated as soon as possible with a suitable grass mix. It is important not to plant large vegetation or vegetation with invasive roots in and around the absorption area and manifold piping as the roots may damage piping. Combination air vent/inspection ports should be installed at each comer of the absorption bed. The ports should be constructed of 4 inch diameter PVC pipe installed into the knockouts provided on the tops of the Infiltrator chambers. The bottom portion of the pipe which lies within the aggregate should be perforated. The ports should extend a minimum of 8 inches above the ground surface and should have ventilated removable caps. The absorption area manifold and distribution piping layout is shown on Figure 4. Job No. 405 449 Prince Creek Construction, Inc. January 4, 2006 Page 4 A materials used and installation methods should meet the requirements of the Colorado State Board of Health, Guidelines on Individual Sewage Disposal Systems, Revised 2000. Subsurface Drainage: No free water was encountered in the Profile Pit when observed on March 25, 2002 and it is our opinion that a subsurface drain will not be required. If free water is encountered in any excavations on the site we should be notified to re- evaluate the need for a subsurface drain to protect the absorption area. ISDS Maintenance: The on-site ISDS will require maintenance. The level of maintenance will vary with the complexity of the system and water use habits of the users. We recommend that fats, oils, greases, paint, solids, water softener backwash solution, water from hot tubs and other constituents that can clog and foul collection and disposal equipment are not disposed of in the residence drains. The absorption area and any areas directly up gradient of it should not be watered by lawn irrigation systems or flood irrigation as the soils may become hydraulically overloaded. Septic tanks and other treatment tsnks should be pumped whenever the sludge and scum occupy one third of the liquid capacity of the first chamber of the septic tank. The effluent filter, if installed, should be checked for clogging at least once per year and cleaned as necessary. We recommend that an operation and maintenance manual be developed for the ISDS. The ISDS should be operated and maintained as stipulated in the manual. If you desire our services, we can prepare the operation and maintenance manual for the on-site ISDS. Limitations: This design has been conducted in accordance with generally accepted engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the Profile Pit and percolation test holes excavated at the approximate locations indicated on Figure 1 of the attached Subsoil Study for Foundation Design and Percolation Test, dated April 24, 2002, Job No. 102 211, the proposed type of construction, and our experience in the area. Our findings include Job No. 405 449 Prince Creek Construction, Inc. January 4, 2006 Page 5 interpolation and extrapolation of the subsurface conditions identified at the Profile Pit 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. Based on site reconnaissance, it is our opinion that the designed location of the ISDS does not violate any setback requirements of the current Colorado State Board of Health Guidelines on Individual Sewage Disposal Systems. We recommend that the position of the ISDS components, proposed residence and setback requirements be verified in the field by a Professional Land Surveyor licensed in the State of Colorado. This report has been prepared for the exclusive use by our client for the ISDS design submittal process. 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 ISDS construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Garfield County requires that an As -Built evaluation of engineered ISDS designs be performed by the ISDS engineer. We should be contacted to perform the ISDS As -Built evaluation the day before you are ready for the evaluation. Prior to evaluation, all ISDS components should be installed including: sewer pipe, effluent pipe, septic tank, effluent filter (if chosen), inlet and outlet tees, Quick 4 Infiltrator chambers, distribution box and manifold piping. No components of the ISDS should be backfilled prior to our performing the ISDS As -built evaluation. Job Na 405 449 Prince Creek Construction, Inc. January 4, 2006 Page 6 Please contact us for any necessary revisions or discussion after review of this report by the Garfield County Building Department. If you have any questions, or if we may be of further assistance, please let us know. Sincerely, HEPWO - PAWLAK GEOTECHNICAL, INC. Andy9Cosse Reviewed by: Ronald J. Uhle, P.E., C.C.E. Associate Attachments: Figures 1 through 5 Subsoil Study for Foundation Design and Percolation Test report Job No. 405 449 N 9000'00" E 1065.77 PARCEL A 3559 ACRES W V b 5 1 SEC. 10 SEC. 15 2 PROPOSED RESIDENCE PROPERTY BOUNDARY SEC. 11 SEC 14 W/ TNESS CORNER TO SECTIO CORNER EA' T PROPERTY BOUNDARY 1 816.99' APPROXIMATE SCALE: 1 INCH = 300 FEET PARCEL B 3565 ACRES 405 449 CSC tech HEP WORTI+PAWLAK GEOTECHNICAL. PARCEL A, PRINCE CREEK ESTATES PROJECT SITE BOUNDARY FIGURE 1 PROPERTY BOUNDARY PROPERTY BOUNDARY 89.5' I NCE I�y PROPOSED 2, 000 GAL. -''� , TWO CHAMBER COPELAND --_..4 CONCRETE SEPTIC TANK -� �/ WITH EFFLUENT FILTER m AT OUTLET PROPOSED ABSORPTION BED, PROPOSED FIVE (5) ROWS OF INFILTRATOR CLEANOUT QUICK 4 CHAMBERS WIDE, EACH ROW TO BE SIXTEEN CHAMBERS IN LENGTH FOR A TOTAL OF EIGHTY (80) QUICK 4 CHAMBERS. MINNUM HORIZONTAL DISTANCES FlEID TO: TANK TO: PROPERTY UNES 10' HOUSE 5' • A00 6 FT. FOR TANK 6' WATER LINES 10' EACH 100 a HOUSE 20' SURFACE WATER 50' DAY 0100 FLDW WATER LINES 25' DRY RETCHES 10' SURFACE WATER 50' • WELLS 50' OYER 1.000 DRY DITCHES 25' • PROPERTY UNES 10' GAL / GAy, WELLS 100' IRRIGATION ORCII 50' • BUIUWNG SEWER TO: 00511110 FIEIILS 20' CUT BANKS KK VERT. CUT IQf]rt WATER UNES 10' was 50' APPROXIMATE SCALE 1 INCH = 60 FEET 4- F tench PARCEL A, PRINCE CREEK ESTATES 405 449 FIGURE 2 HEPWORTH-PAWLAK GEOTECHNICAL 1SDS SITE PLAN ISDS ABSORPTION AREA CALCULATIONS In accordance with the Colorado State Board of Health, Guidelines on Individual Sewage Disposal Systems, Revised 3000, the absorption area was calculated using the following equatbn: A = Q(t03) 5 Where, A = absorption area in square feet Q = estimated quantity of sewage flow in gallons per day (design flow shall be 150% of average daily flow) t = sof percolation rate in minutes per inch An estimated average flow of 75 gallons per day per person was used for the proposed six bedroom residence. It sassumed that there are two (2) people per bedroom The calculated design flow is 150% of the average daily flow which is calculated as follows: Q = (75)(6)(2)(1.5) = 1,350 gallons per day The absorption area, before any reduction for the use of Quik 4 Infiltator Chambers, was calculated using an average percolation rate of 14 ninutes per inch and a design flow of 1,350 gallons per day as follows: A=1,350(14)as = 1,011 square feet 5 A 25% reduction in the absorption area size will be allowed for the use of Quick 4 Infiltrator Chambers and the absorption area was calculated as follows: A = 1,011 x 0.75 =759 square feet Therefore, the mmnnrm total absorption area required for the residence is about 759 square feet The absorption bed will consist of eighty (80) Quick 4 Infihrator® chambers. The bed will be sixteen (16) chambers long and five (5) rows of chambers in width. Per regulations, each chamber was allowed 9.8 square feet of absorption area and the total absorption area was calculated as follows: A= 9.8 ft' x 80 chambers = 784 square feet The two chamber Copeland Concrete septic tank should have a minimum effective liquid tank capacity of 2,000 gallons and the absorption area will be 784 square feet in size. 405 449 HEPWORTH — PAWLAK GEOTECHNICAL, INC. PARCEL A, PRINCE CREEK ESTATES ABSORPTION AREA CALCULATIONS FIGURE 3 COPELAND CONCRETE SIX HOLE DISTRIBUTION BOX INSTALLED LEVEL. 4 INCH DIA. SDR 35 PVC MANIFOLD PIPES SLOPED AT 2% MIN. ABSORPTION BED, FIVE (5) ROWS OF 4 INCH DIA. SDR 35 PVC EFFLUENT PIPE FROM SEPTIC TANK 0 INFILTRATOR QUICK 4 CHAMBERS WIDE, EACH ROW TO BE SIXTEEN (16) CHAMBERS IN LENGTH FOR A TOTAL OF EIGHTY (80) INFILTRATOR QUICK 4 CHAMBERS. 4` DIA. PVC AIR VENT INSTALLED VERICALLY INTO PORT ON TOP OF CHAMBER. TOP OF PIPES TO BE COVERED WITH REMOVEABLE TOP CAPS. TOP CAPS TO BE A MINIMUM OF 8" ABOVE FINISHED GRADE. 0 0 0 APPROX. 65' Fa- APPROX. 14'----gs-1 NOTES: 1. ALL PIPING AND INSTALLATION METHODS SHALL MEET COLORADO STATE BOARD OF HEALTH GUIDELINES FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, REVISED 2000. 405 449 HEPWORTH - PAWLAK GEOTECHNICAL, INC. PARCEL A, PRINCE CREEK ESTATES PLAN VIEW OF ABSORPTION AREA FIGURE 4 EXISTING GRADE QUICK 4 INFILTRATOR CHAMBERS I' MIN. BACKFILL SOIL COVER OVER TOPS OF INFILTRATOR CHAMBERS GRADED TO DEFLECT SURFACE WATER RUN ON. APPROX. 3' CUT TO BOTTOM OF BED FROM EXISTING GRADE NOT TO SCALE UNDISTURBED NATIVE SOIL EXISTING GRADE BOTTOM SURFACE SHALL BE LEVEL. BOTTOM AND SIDES OF EXCAVATION TO BE SCARIFIED. 405 449 HEPWORTH - PAWLAK GEOTECHNICAL, INC. PARCEL A, PRINCE CREEK ESTATES ABSORPTION AREA CROSS SECTION FIGURE 5 11/23/2005 09:59 April 24, 2002 9709454848 tech Prince Creek Construction Attn: David Hicks 1317 Grand Avenue, Suite 101 Glenwood Springs, Colorado 81601 PRINCE CREEK CONST Hepworth-Pawlak GeotechniraL Ing.. 50211 Comity knurl 154 Glenwaad Springs. Colorado fi1601 Phone: 970-94:-79118 45.79118 Fax: 970.945-5454 I tygee G)1,pgcotrrh.IXnn Job No. 102 211 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Hicks Residence, Lot 7. Prince Creek Estates, 1051 Prince Creek Road, Garfield County, Colorado Dear Mr. Hicks: 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 March 25, 2002. 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 above a garden level basement located in the area of the exploratory pits as shown on Fig. 1. Ground floors are expected to be slab -on -grade. Cut depths are assumed to range between about 4 to 8 feet. Foundation loadings are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located southwest 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 proposed building area consists of irrigated pasture located in the western poi cion of Lot 7 as shown on Fig.l. The ground surface is flat and gently to strongly sloping down to the west with about 4 feet of elevation difference across the proposed building area. The Elia Ditch is located to the east and was not flowing at the time of our site visit. The proposed building area is vegetated with native grass and weeds. Scattered subrounded cobbles were visible en the ground surface near the building site. PAGE 02/12 11/23/2005 09:59 9709454846 PRINCE CREEK CONST PAGE 03/12 Prince Creek Construction April 24, 2002 Page 2 Subsidence Potential: Prince Creek Estates is underlain by Pennsylvania Age Eagle Valley Evaporite bedrock. The evaporite contains gypsum deposits. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized .subsidence. Sinkholes were not observed in the immediate area of the subject Jot. The exploration pits were relatively shallow, for foundation design only. Based ou present knowledge of the site, it cannot be said for certain that sinkholes will not develop. In ow opinion, the risk of ground subsidence at Lot 7 is low but the owner should be aware of the potential for sinkhole development. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating three exploratory pits in the proposed building area and one profile pit in the proposed septic disposal area at the approximate locations shown on Fig. 1. The Iogs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of nil to 21 feet of stiff, sandy clay overlying medium dense. silty sand with scattered rock fragments up to cobble size. Results of swell -consolidation testing performed on relatively undisturbed samples of the subsoils, presented on Figs. 3 and 4, generally indicate low compressibility under existing moisture conditions and light loading. The clay samples from Pits 1 and 2 showed a low expansion potential when wetted. The laboratory testing is summarized in Table I. Foundation Recommendations: Considering die subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural sand soils below [he clay designed fnr an allowable soil bearing pressure of 1.500 psf for support of the proposed residence. Settlements are expected to be relatively minor, on the order of r/z to 1 inch_ Footings should be a minimum width of 16 inches for continuous waits and 2 feet for columns. Loose and disturbed soils and expansive clays encountered at the foundation bearing Ievel within the excavation should be removed and the footing bearing level extended down to the undisturbed natural sand soils. Exterior footings should be provided with adequate cover above their bearing elevations for .frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. 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 55 pcf for the on-site soils as H -P GEOTECH 11/23/2005 89:59 9709454848 Prince Creek Construction April 24, 2002 Page 3 backfill. PRINCE CREEK CONST PAGE 04/12 Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The clay soils possess an expansion potential when wetted andthere could be some slab heave if the subgrade soils become wetted. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Flour slab control joints should be used to reduce damage due to shrinkage cracking. The requirements fox 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 he placed beneath basement floor slabs to facilitate drainage. This material should consist of mites 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 511 can consist of the on-site sand soils devoid of clay soils, 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 curing tines of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction. such as basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. • 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 he 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 or sump and pump. 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 1' feet deep. H -P GEOTECH 11/23/2005 09:59 9709454848 PRINCE CREEK CONST PAGE 05/12 Prince Creek Construction April 24, 2002 Page 4 Surface Drainage: The following drainage precautions should be observed during conetruction 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 sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on March 26, 2002 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 Pig. 1. The test holes (nominal 12 inch diameter by 1.2 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to tracing. The soils exposed in the percolation holes cue similar to those exposed in the Profile Pit shown on Fig. 2 and consist of stiff, sandy clay overlying silty sand. Percolation testing was performed in the silty sand soils below the clay. Percolation tests indicate infiltration rates between 10 and 20 minutes per inch with an average infiltration of 14 minutes per inch. The percolation test results are presented in Table II. 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 bas been conducted in accordance with generally accepted geotechnical euginecring 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 H -P GEOTECH 11/23/2005 09:59 9709454848 PRINCE CREEK CONST PAGE 06/12 Prince Creek Construction April 24, 7.002 Page 5 locations indicated on 19g. 1, the proposed Type of construction and our experience hi 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 ones so re-evaluation of the recommendations rnay 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 hearing 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 Iet us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL.., INC. Trevor L. Knell Reviewed by: Steven L. Pawlak, P.E TLKllksw attachments cc: Railton - McEvoy - Attn: Phil McEvoy H -P GEOTECH 11/23/2005 09:59 9709454848 • PRINCE CREEK CONST PAGE 07/12 APPROXIMATE70CALE PIT 1 TO COUNTY ROAD 111 PRINCE CREEK ESTATES LOT 7 PROFILE PIT ELI A DITCH APPROXIMATE LOCATION LOCATION EXPLORATORY PITS, PERCOLATONTEST H LES AND 11/23/2005 09:59 0 L�10 LEGEND: PIT 1 ELEV.= 103' 9709454848 wcs15.S DD -103 wC=13.8 DD=111 -200=19 PI f 2 ELEV.= 101' wc=8.4 D=107 PRINCE GREEK CONST PIT 3 ELEV.= 100' Wa=4.7 DD -105 -2002,21 WC=152 D0=111 PROFILE PIT ELEV.= 98.5' 0 5 10 PAGE 08/12 a m O TOPSOIL; sandy clay, slightly organic, loose, moist, brown. CLAY (CO; sandy, stiff, moist, dark brown, slightly calcareous. SAND (SM); silty, with scattered rock fragments up to cobble size, medium dense, moist, brown. 2" Diameter hand driven liner sample. NOTES: 2002 with a backhoe. 1. Exploratory pits were excavated on March 25. 2. Locations of exploratory pits were coordinated with the client in the field. 3. Elevations of exploratory pits were measured by hand level and refer to Pit 3 on assumed 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied elevation of 100.0'. by tho method used. pit loy6 represent the approximate boundaries 5, he lines ateeen materials ss rand transitions meay bee gradual. g between waterrrwl e 6. No free was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (Z ) DD = Dry Density ass No. 200 sieve -200 = Percent p 11/23/2005 09:59 9709454848 11111111 lalaill111111 llllll 1111111111111111111111111111111111 11111111Eng: 111111111111111111 III 11111111111111111 11111111111.111111111111111111 Oi 1.0 10 100 PRINCE CREEK CONST Moisture Content = 15.5 Dry Density = 103 Samof: Sandy y Fromple: Pit 1 of 2 Feet percent pcf 1 0 0 0 a. 1 to 2 3 PAGE 09/12 4 Moisture Content = 8.4 Dry Density = 107 Sample of. Sandy Cloy From: Pit 2 at 2 Fact SISUGT1011 DE MN 11111111111111 111111111111 0.1 percent pcf 1.0 10 APPLIED PRESSURE — ksf SWELL CONSOLIDATION TEST RtSULTS HEPWORTH—PAWLAK AK CFOTECHNICAL, 100 Fig. 11/23/2005 09:59 9709454848 PRINCE CREEK CONST Moisture Content - 15.2 percent Dry Density — 111 pcf Sample of: Silty Sond From: Pit 3 at 7 Feet PAGE 10/12 III 11 MS 111111 19 yizernent Bilintranill EMI 11911101011111 MI 12 3 ONO 111111011111111111 11101111111 111111111•11 11111101111111111 Ir MMINNIMINMENN MI 111111111111111111111111111111111 II 119111111111111111111111111 MUM 1119111111111111111 11111111111111 111111111111 1111111111111111111111 OM 11111111111111111111111111111111 111111111111111111111 1111111 MI NM 111110111111111111 0.1 to AFPUED PRESSURE _ 100 SWELL CONSOLIDATION TEST RESULTS Fig. 4 A 11/23/2005 09:59 N 0 0 9709454848 PRINCE CREEK CONST PAGE 11/12 1111111111 11/123/2005 09:59 9709454848 PRINCE CREEK CONST HEPWORTH-HAWLAK GEOTECHNICAL, INC. TABLE 11 PERCOLATION TEST RESULTS PAGE 12/12 JOB NO. 102 211 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MINI WATER DEPTH AT START OF . INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) °RoP IN WATER LEVEL (INC)IES) AVERAGE PERCOLATION RATE (NEIN./INCH) P-1 33 10 water added 10 7 1/4 2 3/4 7 1)4 5 1/2 1 3/4 5 1/2 3 314 1 3/4 101/2 - 9 1 1/2 9 7 1/4 1 3/4 10 7 1/4 6 1 114 6 5 1 5 4 I P-2 - '34 ' 10 water added 10 1/2 6 3/4 3 3/4 10 6 3/4 5 1 3/4 5 3 1/2 1 1 1/2 11 9 1/4 1 3/4 9 1/4 7 1/2 1 314 7 1/z 6 1 112 6 5 1 5 4 1 P-3 31 10 0 7112 1/2 70 7 112 7 1/2 7 6 1/2 1/2 6 1/2 6 1/2 6 5 1/4 3/4 5 1/4 4 3/4 112 4 3/4 4 1/4 1/2 4 1/4 3 3/4 112 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on March 25, 2002. Percolation tests were conducted on March 2$, 2002. The average percolation rates were based on the last two readings of each test.