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HomeMy WebLinkAbout915 Mayne St - 211108402016INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1841-99 BP NO. TOG OWNER: STEVE AND SALLY WHITEHEAD PHONE: 970-524-7507 MAILING ADDRESS: P.O. BOX 89_0, GYPSUM, CO 81637 APPLICANT: SAME PHONE: SYSTEM LOCATION: 915 MAYNE STREET, GYPSUM, CO TAX PARCEL NO. 2111-084-02-016 LICENSED INSTALLER: SPIEGEL CONSTRUCTION, CHRIS SPIEGEL LICENSE NO. 30-99 PHONE: 970-524-7148 SOILS ENGINEER: HEPWORTH-PAWLACK, GEOTECHNICAL, INC., JORDY ADAMSON PHONE NO. 970-945-7988 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 4 BEDROOM RESIDENCE 1250 GALLON SEPTIC TANK 1125 SQUARE FEET OF TRENCH ABSORPTION AREA VIA 37 INFILTRATOR UNITS AS REQUESTED. SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE AND INSPECTION PORTALS IN EACH TRENCH. TRENCHES ARE NOT TO EXCEED 2 1/2 FOOT DEPTH TO MAINTAIN 4' SEPARATION TO GROUNDWATER FOUND AT 7 % FEET. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH FOR A FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. BUILDING TEMPORARY CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUE HAS BEEN INSPECTED AND RECEIVED FINAL APPROVAL. ENVIRONMENTAL HEALTH APPROVAL: DATE: NOVEMBER 17, 1999 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND MAY RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1240 SQUARE FEET (VIA 40 TNFTT,TRATOR TTNTTq ) 911 INSTALLED CONCRETE. SF:PTTCTANK: T 500 GALLONS IS LOCATED 270 DEGREES AND ] 4a FEET FROM THE CLEANOUT NEAR THE HOUSE. COMMENTS: FINAL INSPECTION DONE BY RAYMOND MERRY ON T)RCF.MRFR 9, 1999 ANY ITEM NOT MEETING REQUIREMENTS WILL BE CO FIN OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: DECEMBER 28, 1999 INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1841-99 BP NO. TOG OWNER: STEVE AND SALLY WHITEHEAD PHONE: 970-524-7507 MAILING ADDRESS: P.O. BOX 890, GYPSUM, CO 81637 APPLICANT: SAME PHONE: SYSTEM LOCATION: 915 MAYNE STREET, GYPSUM, CO TAX PARCEL NO. 2111-084-02-016 LICENSED INSTALLER: BIGHORN EXCAVATING, RON GROUT LICENSE NO. 2-99 PHONE: 970-328-6209 SOILS ENGINEER: HEPWORTH-PAWLACK, GEOTECHNICAL, INC., JORDY ADAMSON PHONE NO. 970-945-7988 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1250 GALLON SEPTIC TANK 1125 SQUARE FEET OF TRENCH ABSORPTION AREA VIA 37 INFILTRATOR UNITS AS REOUESTED. SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE AND INSPECTION PORTALS IN EACH TRENCH. TRENCHES NOT TO EXCEED 2.5 FOOT DEPTH TO MAINTAIN 4' SEPARATION TO GROUNDWATER. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. BUILDING TEMPORARY CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UN- TIL THE SEPTIC SYSTEM HAS RECEIVED FINPROVA . GARDING SOIL VERIFICATION. ENVIRONMENTAL HEALTH APPROVAL: DATE: MARCH 24, 1999 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: SQUARE FEET (VIA ) INSTALLED TANK: GALLONS IS LOCATED DEGREES AND FEET FROM COMMENTS: ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL DATE: Sent by :ENVIRONMENTAL HEALTH Jan-28-99 10s48aM front 328L049997,05241979 page 3J 6 . . ......._............. ........._...... IMOmplete Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # I i Building permit � (a APPLICATION FpR INDIVIDUAL $E+43 DISPOSAL $YBTEM PE IT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. Q. Box 179 EAGLE, Co $1631 328-8 755/927-3823 (Basalt) * PERMIT APPLICATION FEE $150.04 PERCOLATION TEST FEE $200.00 * MAKE ALL REMITTANCE PAYABLE T0: "EAGLE COUNTY TREASURERI! PROPERTY OWNER: STD✓� �yLL liC1 tf iT�tiE i� PiAILING ADDRESS: —PO Sox SRO �'� �suvr� �v /(�3 PHONE:'7o-6a2 -7sa7 �TiE V� r�/i i c,y��4 D o,� - APP.LICANT/CONTACT PERSON: LICENSED SYSTEMS CONTRACTOR: nl (9,eace7- PHONE.- 3A8-6,,2o , cmAN fDaA: ✓�Q ADDRESS: PERMIT APPLICATION IS FOR: 96 NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: R 5- Aa1/,1JZf- -5r Tax parcel Number: l 1 C� �(�� Lot Size: 6e-)e-& ieo Physical Address: 2/5`IqA NE G �s u d D r1413 7 BUILDING TYPE: (Check applicable category) 'X) Residential/single Family Number of Bedrooms { ) Residential/1 ulti-Family* Number of Bedrooms { ) Commercial/Industrial,* Type �- TYPE OF WATER SUPPLY: (Check applicable category) ( } Well ( ) S ' 9 ( ) Surface t Pu' blic Nab a uppl ier: V5 *These sv/stem re a si b a Regist d Professional Engi ee SIGNATURE: Date: 2 AMOUNT PAID.; ��6 � RECEIPT : �/ 02-0 0j DATE. CHECK 0! : CASHIER: Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO December 28, 1999 Steve and Sally Whitehead P.O. Box 890 Gypsum, CO 81637 Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit #1841-99, Tax Parcel #2111-084-02-016. Property location: 915 Mayne Street, Gypsum, CO. Dear Mr. & Mrs. Whitehead: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, j - Janet Kohl Environmental Health Department Eagle County Community Development ENCL: Informational Brochure Final ISDS Permit cc: files Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO DATE: November 17, 1999 TO: Spiegel Construction Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 FROM: Environmental Health Division RE: Reissuance of Individual Sewage Disposal System Permit #1841-99, Tax Parcel #2111-084-02-016. Property Location: 915 Mayne Street, Gypsum, CO., Whitehead residence. Enclosed is your ISDS Permit No. 1841-99. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Also enclosed is the ISDS Final Inspection Completeness Form. The items on this form need to be completed before you call for your final inspection. Also, please note any special conditions which may have been placed on the permit. Do not back fill any part of the installation until it has been inspected. If all items are not completed, a reinspection fee of $42.50 must be paid before a reinspection is made. Due to the onset of inclement weather, all installations must be completed prior to December 1,1999, in order for Eagle County Environmental Health to perform a final inspection. In the event that inclement weather interrupts your installation, please cover the installed components with plastic sheeting so that they are not covered with snow and are visible for the inspector. All field work will resume, weather permitting, on March 15, 2000. Please call our office well in advance to allow for scheduling of final inspection. Your building permit TCO will not be issued until final approval has been given for the ISDS Permit. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Enclosures: ISDS permit # 1841-99; ISDS Final Inspection Completeness Form Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY. COLORADO DATE: March 24, 1999 TO: Bighorn Excavating Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 FROM: Environmental Health Division RE: Issuance of Individual Sewage Disposal System Permit No. 1841-99, Tax Parcel #2111-084-02-016. Property Location: 915 Mayne Street, Gypsum, CO., Whitehead residence. Enclosed is your ISDS Permit No. 1841-99. It is.valid for 120 days, or will expire when the building permit expires. The enclosed copy of the permit must be posted at the installation site.> Any changes in plans or specifications invalidates the permit unless otherwise approved. This is a conditional permit only, and constructionof the.system must not be commenced until thei soils -report from the geotechnical; .-. engineer has been reviewed by Eagle .County Environmental, Health.: Our office will contact you when construction can begin. Also enclosed is the ISDS Final Inspection Completeness Form. The items on this form need to be completed before you call for your final inspection. Also, please note any special conditions which may have been placed on the permit.. If all items are not completed, a reinspection fee of $42.50 must be paid before a reinspection is made. Please call our office well in advance to allow for scheduling of final inspection. Your building permit TCO will not be issued until final approval has been given for the ISDS Permit. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Hepworth-Pawlak, Geotechnical, Inc., Jordy Adamson Enclosures: ISDS permit # 1845-99 and attachment; ISDS Final Inspection Completeness Form ISDS Permit # - I Date__ /� /q ]�f it 17 Completeness Form po eels ,� 4 s IL Tank is % gal. Tank Material cup, �.w-k- G �� / ^— G t 5� �°`(a, (/ Tank is located /y314 ft. and SL70 degrees from (permanent landmark) Tank is located ft. and degrees from (permanent landmark) v Tank set level. tank lids within 8" of finished grade. �G Size of field�ft2 D units �0 lineal ft. Technology _SdP4 /(c4leanoutg ji5 installed in between tank and house(+ 1/100ft).. 1/ There is a "T" that goes down 14 inches in the inlet and outlet of the tank. L--'Inlet and outlet is sealed with tar tape, rubber gasket etc. ---Tank has two compartments with the larger compartment closest to the house. /Measure distance and relative direction to field. c/ Depth of field 3 ft. (/ /Soil interface raked. /� evt)�t�ck(e o f/ Inspection portals' -f' each trench.. Proper distance to setbacks. �—�Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks removed froia trenches, etc.) Type of pipe used for building sewer line Ste- V4 , leach field--5c'� �-/b `- Other Inspection meets requirements. Copy form to installer's file if recommendations for improvement were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 Tank 50 10 5 10 50 10 * 10 HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO 81601 Fax 970 945-8454 November 23, 1998 Phone 970 945-7988 Whitehead Investments Attn: Steve Whitehead P.O. Box 890 Gypsum, Colorado 81637 Job No. 198 751 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 28, Horse Pasture, 915 Mayne Street, Gypsum, Colorado Dear Mr. Whitehead: 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 November 4, 1998. 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 single story wood frame structure located on the site as shown on Fig. 1. A small basement area will be located below a portion of the structure for mechanical equipment. Ground floors will be slab - on -grade. A barn is proposed to the northwest of the residence. Cut depths are expected to range between about 4 to 6 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 will be located about 180 feet to the northwest of the proposed residence. The irrigation ditch in the building area is planned to be relocated and concrete lined prior to construction. 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 is an irrigated pasture that was vacant at the time of our field work. The ground surface is relatively flat with a gentle slope down to the west. There is about, 10 feet of elevation difference across the site. An irrigation ditch is located in the building area. Vegetation consists of grass and weeds. The vegetation is very tall adjacent to the irrigation ditch. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are Whitehead Investments November 23, 1998 Page 2 presented on Fig. 2. The subsoils encountered, below about 1/2 foot of topsoil, consist of medium stiff to medium dense silt and sand. Coarser sands were encountered below the silt and sand at depths between 5 and 61/2 feet. Results of swell -consolidation testing performed on a relatively undisturbed sample of the silty sand, presented on Fig. 3, indicate low to moderate compressibility under conditions of loading and wetting. Atterberg limits testing indicate the soils have low plasticity. A summary of laboratory testing is presented on Table I. `Free::water was measured in the pits at depths between 516and 71/2 feet at the time of excavation. When checked the next day, —water level had risen to 41/2 to 51/2 feet. The upper soils were slightly moist very to moist. Slotted PVC pipe was installed in the pits at the request of the client to measure future water levels. 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 1,000 psf for support of the proposed residence. The soils tend to compress and there could be some post -construction foundation settlement. Footings should be kept at least 2 feet above high groundwater levels. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be compacted or 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 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies and limit the effects of potential differential settlement such as by assuming an unsupported length of at least 14 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 45 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 tend to be compressible which could result in slab distress. 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 H-P GEOTECH Whitehead Investments November 23, 1998 Page 3 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. Underdram System: l a ear was encountered near the` expected""excavation depths. , The=existing irrigation 'ditch` is proposed to be relocated andained:which; could result in ower,.groundwater levels. However, it has been our experience in the area that groundwater levels can rise and 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 andbasement 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 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 H-P GEOTECH Whitehead Investments November 23, 1998 Page 4 Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 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.Yalkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on November 6, 1998 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 hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The test holes were protected from freezing overnight with rigid foam insulation. The soils exposed in the percolation holes are similar to those. exposed in the Profile Pit shown on Fig. 2 and consist of silt and sand to the pit depth of 8 feet. Groundwater was encountered at a depth of 71/z feet. The percolation test results are presente m Table II. he percolation tests indicate an infiltration rate between 11 and 17 minutes per inch with an average of 14 minutes per inch. Test hole P-3 could not be performed since the pit had been deepened by others after preparing the hole on November 5 and prior to testing on November 6. Additional testing could be performed at the time of construction, if needed. 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. H-P GEOTECH Whitehead Investments November 23, 1998 Page 5 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. Sincerely, HEPWO PAWLAK GEO a Jordy Z. Ad son, Jr. .E. Reviewed By: c Daniel E. Hardin, P.E. JZA/ksm attachments 29707 C. H-P GEOTECH AP 3 0 ■ PROFILE P 2 PIT APPROXIMATE SCALE 1 " = 40' P 1 PIT 2 ® PROPOSED BARN I I PROPOSED RESIDENCE I PIT 1 PROPERTY BOUNDARIES MAYNE STREET 198 751 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES PIT 1 PIT 2 PROFILE PIT 0 0 WC=20.6 ;.� DD=83 i -200=66 WC=30.0 1 DD=83 WC=36.3 -_-200=59 I 5 1 DD=83 Z. 5 I L = -200=84 0 a - L_=27 WC=29.9 a 0 PI=5-200=20 a�i n -- 0 _ J 10 10 LEGEND: TOPSOIL; sandy silt, slightly clayey, organic, firm, slightly moist, dark brown. SAND AND SILT (SM—ML); slightly clayey, occasional gravel, medium stiff to medium dense, very moist to wet, brown. SAND (SM); silty, medium dense, very moist to wet, brown. 2" Diameter hand driven liner sample. 0,1 Free water level measured in pit and number of days following excavation measurement was made. Disturbed bulk sample. _ J 19 Indicates slotted PVC pipe installed in pit to depth shown. NOTES: 1. Exploratory pits were excavated on November 5, 1998 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were not measured and logs 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. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. • 7. Laboratory Testing Results: WC = Water Content ( %) LL = Liquid Limit ( % ) DID = Dry Density ( pcf ) PI = Plasticity Index ( % ) —200 = Percent passing No. 200 sieve l 198 751 HE WORTH ICA .AWLA I LOGS OF EXPLORATORY PITS I Fig. 2 I Moisture Content = 20.6 percent Dry Density Weight = 83 pcf Sample of: Sandy Silt From: Pit 1 at 1.5 Feet 0 1 2 0 V) 0 0 3 i Compression upon wetting - E 0 U 4 5 0.1 1.0 10 100 APPLIED PRESSURE — ksf 198 751 HEPWORTH - PAWLAK GEOTECHNICAL, INC. SWELL -CONSOLIDATION TEST RESULTS Fig. 3 LO 00 rn U) J D LU U) UJ I— LiJ J m Q f--- a c co a cn r 5 ~ o % 5 U O � N 0 ! 1 VJ � '^ VJ i > V '^ ''�^^ VJ lam^ '�^ 0 VJ 'co (n ''�^^ VJ ❑ W W > _ LL- a O a ¢ v g � Z O N � U - U X H rN a ❑ o LO � J a W W a ❑ a � _ � N U In W r^^ W y V T VJ O W a o N (0 CO Lo N a a Z ❑ z Z O W. r Q O Q Ccc7 � Q � C7 J F ry� M ry� H" ❑ W G ICY) W ply"/ Nl ply')/ 00 z ❑ z J ¢ z cr H O 6) N — OY z o O CO N N C) Q o W LO a Q a r- N HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TFST RFCI11 TC InQ nln '1no -7r---1 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) -- ---- WATER DEPTH AT START OF INTERVAL (INCHES) ----- WATER DEPTH AT END OF INTERVAL (INCHES) vvu DROP IN WATER LEVEL (INCHES) I V. 1JO /J1 AVERAGE PERCOLATION RATE (MIN./INCH) P-1 60 15 water added 11 8 3/4 2 1 /4 17 8 3/4 7 1/4 1 112 7 1/4 6 1/4 1 6 1/4 5 1/4 1 5 1/4 4 1 1/4 8 1/2 7 1 1/2 7 6 1/4 3/4 6 1/4 5 1/4 1 P-2 47 15 water added 12 7 1/2 4 1 /2 11 7 1/2 5 1/4 2 1/4 5 1/4 3 1/2 1 3/4 10 1/2 8 1/4 2 1/4 8 1/4 5 3/4 2 1/2 5 3/4 3 3/4 2 3 3/4 2 3/4 1 2 3/4 1 1 3/4 P-3 * could not perform NOTE: Percolation test holes hand dug in the bottom of backhoe pits and soaked on November 5, 1998. The holes were covered with insulation to protect against freezing overnight. Percolation tests were conducted on November 6, 1998. The average percolation rate is based on the last two readings of each test. * P-3 had been deepened after set up and prior to testing and could not be tested. I I+ r+wui III Uwtan UGU t C;L,II I GL • 71 U—y4.7-0q04 mar 1- yy 1 5 15 NO . UU9 F. U1 HEPWORTH-PAWLAK GROTMIXICAL, INIC. March I2, 1999 502011nad 154 Glenwnnd Springs, Co 81601 fax 970 445-3454 Phone 970 945-7999 Whitehead Investments Attn: Steve Whitehead P. O. Box 890 Gypsupl, Colorado 91637 .lob No. 198 751 Subject: Additional Subsoil lnfomiation t`or Septic System Design, Proposed Residence, Lot 28, Horse Pasture, 915 Mayne Strc;et, Gypsum, Colorado Dear Mr. Whitehead: As requested, Hepworth-Pawlak Geotechnical, lnc., observed a profile pit in the proposed septic disposal area at the subject site on March 5, 1999. We previously conducted a subsoil stud and percolation test for foundation and septic disposal designs at the site and presented the findings in a report dated November B, 1998, Job No. 198 751. The additional subsoil information was requested to help evaluate current groundwater levels, During the previous study a free water level of about 7 rz fcct was measured in the Profile 'Pit_ The irrigation ditch through the site has since been concroe lined in an Attempt to lower the site water levels. On March 5, the profile pit was re -excavated and deepened to about 10 lbet to determine the current water levels. 1'he subsoils encountered below about '/a foot of topsoil consist of mediurn dense silt and sand. Coarser sands were encountered in a layer from 5 to G% feet. The silt and sand beneath the coarser sand layyer were very moist but no free water was rarent. Slotted PVC pipe was installed in the pit to allow monitoring of free water ]eve s. High groundwater levels are typical in this ortion of the Horse Pasture development. Lining of the ditch would typically help to lower the water levels, however, water from off site sources could cause the water level to remain near provious levels. We believe that the layer of coarse sands encountered in the pit may he a conduit fior water flow from these off site sources. Monitoring of the water levels could be concluC;ted during the spring and early summer and when the ditch is operational. F.agle County may require; the system be designed by a civil engineer. Other recommendations presented in our previous report, which are applicable, should also be observed. If you have any questions or if we may be of further assistance, please call out, office. Sincerely, HEPW TH-PAWLAK GE C "IN ADA J or dyZ.. am on Jr. P.E 12 ev. 13y: )AY cc: Eagle County Nivironmental Health - Attn: Ray Merry /s8ta Ai 4i16i00 .Lu.°!I rtL.& nrV0c4-Lule xutlnx MIA Iusu I001 FAX COVER SHEET WHITEHEAD INVESTMENTS P.O. BOX 590 GYPSUM, CO 81637 (970) 52444" (970) 6244979 FAX S i D TOProm/ Agn: � X Data 9 Phare No. 5 2 6 GI A O Re: l`8x No. r' 014mal VAT be ffaw -� Yesf INoC..11�� U tlrgoru Reply ASAP Please comment ❑ Please ravlaw U For your Imlonrallom Total pages; dm*dug cover. Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone:970-945-7988 Fax:970-945-8454 hpgeo@hpgeotech.com November 9, 1999 Whitehead Investments Attn: Steve Whitehead P.O. Box 890 Gypsum, Colorado 81637 Job No. 198 751 Subject: Water Level Measurements for Septic System Design, Proposed Residence, Lot 28, Horse Pasture, 915 Mayne Street, Gypsum, Colorado Dear Mr. Whitehead: As requested, we checked the water level in the slotted PVC pipe installed in the profile pit from our original study. We previously conducted a subsoil study and percolation test for foundation and septic disposal designs at the site and presented the findings in a report dated November 23, 1998, Job No. 198 751. A free water level of about 71/2 feet was measured in the profile pit at the time of original excavation November 5, 1998. The pit was deepened in the spring of 1999 to about 10 feet. Slotted PVC pipe was installed in the pit to allow for future monitoring of water levels as reported in our letter dated March 12, 1999. On October 20, 1999, the hole was measured and no free water was encountered to the pipe depth of 9 feet. If you have any questions or if we may be of further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK G Jordy Z, Rev. By JZA/ksm Adam on, DEH INC. N Ap,4�';� %07 �v1tlA�ae�\� i.ii &'as iV.%I rnd VIV044.LVIM 402 Pq November 9, 1999 Whitehead Investment Attn: Steve Whiteheac P.O. Box 890 Gypsum, Colorado 81 Subject: Water Hepworth-P&lwlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Mae: 970-945-7988 Fax:970-945.8454 hpgeo@hpgeatecti.com Job No. 198 751 :1 Measurements for Septic System Design, Proposed Lot 28, Horse Pasture, 915 Mayne Street, Gypsum, Colorado Dear Mr. Whitehead: As requested, we checked the water level in the slotted PVC pipe installed in the profile pit from our original study. We previously conducted a subsoil study and percolation test for foundation and septic disposal designs at the site and presented the findings in a report dated November 23, 1998, Job No. 198 751_ 1 A free water level of about 71/a feet was measured in the profile pit at the time of original excavation November 5, 1998. The pit was deepened in the spring of 1999 to about 10 feet. Slotted;PVC pipe was installed in the pit to allow for future monitoring of water levels as reported in our letter dated March 12, 1999. On October 20, 1999, lithe hole was measured and no free water was encountered to the pipe depth of 9 feet. 1 If you have any questions or if we may be of further assistance, please call our office Sincerely, HEPWORTH - PAWLAK GEO INC. Jordy Z. Adamson, r; P Rev. By: DEH '+ JZAlksm �{?NM I iy-1.�,aa au.Yr rAA VIV04%1nrb XV91;A1 Ltil"1'N (,;UNU 1003 HEPWORTH-PAWLAK Gr.OTECHNICAT,, INC. 5020 Road 154 Glenwood Springs, C:n 81601 Pax 970 9C-8454 November 23, 1998 Ph011e 970 94s-79BB Whitehead Investments Ann_ Steve Whitehead P.O. Box 890 Gypsum, Colorado 81637 Job No. 198 751 Subject- Subsoil Study for Foundation Design and Percolation Test, Proposed. Residence, Lot 28, Horse Pasture, 915 Mayne Street, Gypsum, Colorado Dear Mr. Whitehead: 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 November 4, 1998. 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 single story wood frame structure located on the site as shown on Fig. 1. A small basement area will be located below a portion of the structure for mechanical equipment. Ground floors will be slab - on -grade. A barn is proposed to the northwest of the residence. Cut depths are expected to range between about 4 to 6 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 will be located about 180 feet to the northwest Of the proposed residence. The irrigation ditch in the building area is planned to be relocated and concrete lined prior to construction. 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 is an irrigated pasture that was vacant at the time of our field work. The ground surface is relatively flat with a gentle slope down CO the west. There is about 10 feet of elevation difference across the site. An irrigation ditch is located in the building area. Vegetation consists of grass and weeds. The vegetation is very call adjacent to the irrigation ditch. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are ­ -.. -v # ream VIVUA%lLvta t(MAX Mi.N UUNL; 1604 Whitehead Investments November 23, I998 Page 2 presented on Fig. 2. The subsoils encountered; below about 1/2 foot of topsoil, consist of medium stiff to mediurn dense silt and sand. Coarser sands were encountered below the silt and sand at depths between 5 and 61/z feet. Results of swell -consolidation testing performed on a relatively undisturbed sample of the silty sand, presented on Fig_ 3, indicate low to moderate compressibility under conditions of loading and wetting. Atterberg limits testing indicate the soils have low plasticity. A summary of laboratory testing is presented on Table I. Free water was measured in the pits at depths between 51h and 71h feet at the time of excavation_ When checked the next day, water level had risen to 41/2 to 51/z feet. The upper soils were slightly moist very to moist. Slotted PVC pipe was installed in the pits at the request of the client to measure future water levels. Foundations Recomra ttdations: 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 1,000 psf for support of the proposed residence. The soils tend to compress and there could be some post -construction foundation settlement. Footings should be kept at least 2 feet above high groundwater levels. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be compacted or 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 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies and limit the effects of potential differential settlement such as by assuming an unsupported length of at least 14 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 45 pcf for the on -site soil as backfUl. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The soils tend to be compressible which could result -in slab distress. 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 Whitehead Investments November 23, 1998 Page 3 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 moisti re content near optimum. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. Underdrain. System. Free water was encountered near the expected excavation depths. The existing irrigation ditch is proposed to be relocated and lined which could result in lower groundwater levels_ However, it has been our experience in the area that groundwater levels can rise and 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. 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 l 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 1 th 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 H-P GEOTECH - - -- iv.:. aaaa 11VlIAL 2111V % Unu i9lou Whitehead Investments November 23, 1998 Page 4 Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 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) hoof downspouts and drains should discharge well beyond the limits of all backfill. ]Percolation Testing: Percolation tests were conducted on November 6, 1998 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 hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The test holes were protected from freezing overnight with rigid foam insulation. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of silt and sand to the pit depth of 8 feet. Groundwater was encountered at a depth of 71/a feet. The percolation test results are presented in Table IT. The percolation tests indicate an infiltration rate between 11 and 17 minutes per inch with an average of 14 minutes per inch. Test hole P-3 could not be performed since the pit had been deepened by others after preparing the stole on November S and prior to testing on November 6. Additional testing could be performed at the time of construction, if needed. 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. H-P GEOTECH &af4.s.iCIO LV.'31 rnb utva7C4iviu XULAX M'n UUN% 1007 Whitehead Investments November 23, 1998 Page 5 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_ Sincerely, HEPWq PAWiAK GE II\ Jordy Z_ A on, r. P. y e 9707 f Reviewed By: M X Daniel E. Hardin, P.E. JZA/ksm attachments H-F GEOTECH iir s�.i as iv. Me lmn oI VVG,*.Lar J L%V411i ally VUst, lQf v6 -.6 /VO LU.'21 VAA of VUA4.L71V PIT 1 AVt1RY min UUM, PIT 2 PROFILE PIT 11009 a 4 wc--20.6 ..: •. .;. . " DD=83 ® -200=56 wC--30.0 1 a0=83 w0=38.3 , , -20Q=59 LL- •• 00-83 0 •;M 5 r -200=84 a - rL=27 _ T _ j wC=29.5 •. o m Q K-5 _200=20 , C 0 '' d 1a 1a LEGEND: ® TOPSOIL; sandy silt, slightly clayey, organic, firm. slightly moist. dark brown. •: SAND AND SILT (SM—ML); slightly clayey, occasional gravel, medium stiff to medium dense, very moist to wet, brown. :R. SAND (SM), silty, medium dense, very moist to wet, brown. •...1f 2" Diarneter hand driven liner sample_ Disturbed bulk sample. _a — Free water level measured in pit and :yw.• Indicates slotted PVC pipe installed number of days following excavation r' .; in pit: to depth shown. measurement was made. NOTES: 1. Exploratory pits were excavated on November 5, 1998 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features an the site plan provided. 3. Elevations of exploratory pits were not measured and logs 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. G. Water level readings shown an the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7_ Laboratory Testing Results WC Water Content ( 7 ) DID = Dry Density ( pcf ) —200 = Percent passing No. 200 sieve LL = Liquid Limit ( % ) Pl = Plasticity Index ( % ) 198 751 I HEPWORTH -- PAWLAK I LOOS OF EXPLORATORY PITS I Fig. 2 GEOTEGHNICAL, INC.` �+.. ��..... iv.: a na o r •+ter s1a a Avtlal M11N l usu 11010 0 1 c 2 0 y N E d 5 198 751 I 100 Fig_ 37 Moisture Content = 20.6 percent Dry Density weight S3 Pcf Sample of: Sandy Silt From: Pit 1 of 1.5 Feet Compression upon wetting I ti 0_1 HEPWORTH GEOTECHNICAL, — PAWLAK to APPLIED INC_ SWELL PRESSURE —CONSOLIDATION 10 — ksf TEST RESULTS _z min %,_%, m 11 $ ■ � 6 _ 0 3 F � § w co; § » � . c = i -Z § . $ �2 qa -• E § ¥ § � ■o§. § o n o ) B © co« q . . . . � R CA . o � ) � n m o k k z i 2 !rD 00 . ■ Cl) o CN . . & � e � � © . ■ � __, -. __ -- a ra..a a r V,Jc'!1 V r a AVI.RY aliN klus : 4 12 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 198 751 HOLE NO, HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION (MIN) INTERVAL INTERVAL LEVEL RATE (INCHES) (INCHES) (INCHES) (MIN./INCH) P-1 so 15 11 8 3/4 2 114 8 3/4 7 1/4 1 1/2 7 1 /4 8 1 /4 1 6 114 5 1/4 1 5 1/4 4 1 1/4 water added 8 112 7 1 1/2 7 6 1/4 314 6 1/4 5 114 1 17 P-2 47 15 12 7 112 4 1 /2 7 112 5 114 2 114 5 1/4 3 1/2 1 3/4 water added 10 1 /2 8 1 /4 2 1 /4 8 1/4 5 214 2 112 5 3/4 3 3/4 2 3 3/4 2 314 1 2 3/4 1 1 3/4 11 P-3 * could not perform NOTE: Percolation test hales hand dug in the bottom of backhas pits and soaked on November 5r 1998. The holes covered with insulation to protect against freezing overnight. Percolation tests were conducted on November The were S. 1992- average percolation rate 'is based an the last two readings of each test. " P-3 had been deepened after set up and prior to testing and could not he tested. ++.i�ioo iv.si rna atV.7cllala XUUAX 91TA UUNU IM13 �^ HI', WORTTI-PAWLAX GP:oTF.CHNiC'AL, INC- 5020 R*Jd •154 Glenwood Spr;ng,, CO R1601 March 12, 1999 r,A 970 945-8454 Phone 970 945-7988 Whitehead Investments Attn: Steve Whitehead P. Q. Box 890 Gypsum, Colorado 81637 Job No. 198 751 Subject- Additional Subsoil Information for Septic System Design, Proposed . Residence, Lot 28, Horse Pasture,.915 Mayne Street, Gypsum, Colorado Dear Mr. 'Whitehead: As requested„ Hepworth-Pau--Jak GectecIxi-ical, Inc., observed a profile pit in the proposed se tic disposal area at the subject site on March 5, 1999. We previously conducted a subsoil study and percolation test for foundation and septic disposal designs at the site and presented the fndings in a report dated ?November 23, 1998, Job No. 198 751. The additional subsoil information was requested to help evaluate current groundwater levels. Donut the Previous study a free water level of about 7!/2 feet was measured in the profile Fit, The imgation ditch through the site has since been concrete lined in an attempt to lower the site water levels. On March 5, the profs le pit was re -excavated and deepened to about 10 feet to determine the current water levels. The subsoils encountered below about rz foot of topsoil consist of medium dense silt and sand. Coarser sands were encountered in a layer from 5 to 6Y2 feet. The silt and sand beneath the coarser sand layer were very moist but no free water was apparent. SIotted PVC pipe was installed in the pit to allow monitoring of free water levels. High groundwater levels are typical in this portion of the Horse Pasture development. Lining of the ditch would typically help to lower the water levels, however, water from off site sources could cause the water level to remain near previous levels. We believe that the layer of coarse sands encountered in the pit may be a conduit for water flow from these off site sources. Monitoring of the water levels could be conducted during the spring and early sununer and when the ditch is operational. Eagle County may require the system be designed by a civil engineer. Other recommendations presented in our previous report, which are applicable, should also be observed. If you have any questions or if we may be of further assistance, please call our office. Sincerely, HEPWORTH-PAWLAK GEO C 0 Jordy Z. A ams n, P.E. �; 707 i, Rev. By: AY ��,, JZA/ksrn ";F"ONAL ' cc: Eagle County Environmental Health - A.ttn- Ray Merry Pei 4-"7 1 - 1-vt3 ll..'f� crl-- I it ATTACHMENT Individual Sewage Disposal System Permit #1841 is issued to this site contingent upon a groundwater elevation investigation to be performed by Hepworth-Pawlak Geotechnical, Inc., or any other licensed professional engineering firm. The evaluation will be performed to assess the evidence of high groundwater as it changes with spring and summer irrigation. A four feet separation between the evidence of high groundwater and the bottom of the absorption area must be maintained. This permit requires a shallow trench configuration buried no more than two -and -a -half feet deep. If the four feet separation can not be maintained with these conditions, an engineer designed system will have to be installed. HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 Road 154 Glenwood Springs, CO 81601 March 12, 1999 Fax 970 945-8454 Phone 970 945-7988 Whitehead Investments Attn: Steve Whitehead P. O. Box 890 Gypsum, Colorado 81637 Job No. 198 751 Subject: Additional Subsoil Information for Septic System Design, Proposed Residence, Lot 28, Horse Pasture, 915 Mayne Street, Gypsum, Colorado Dear Mr. Whitehead: As requested, Hepworth-Pawlak Geotechnical, Inc., observed a profile pit in the proposed septic disposal area at the subject site on March 5, 1999. We previously conducted a subsoil study and percolation test for foundation and septic disposal designs at the site and presented the findings in a report dated November 23, 1998, Job No. 198 751. The additional subsoil information was requested to help evaluate current groundwater levels . During the previous study a free water level of about 7%2 feet was measured in the Profile Pit. The Irrigation ditch through the site has since been concrete lined in an attempt to lower the site water levels. On March 5, the profile pit was re -excavated and deepened to about 10 feet to determine the current water levels. The subsoils encountered below about %2 foot of topsoil consist of medium dense silt and sand. Coarser sands were encountered in a layer from 5 to 6%2 feet. The silt and sand beneath the coarser sand layer were very moist but no free water was apparent. Slotted PVC pipe was installed in the pit to allow monitoring of free water levels. High groundwater levels are typical in this portion of the Horse Pasture development. Lining of the ditch would typically help to lower the water levels, however, water from off site sources could cause the water level to remain near previous levels. We believe that the layer of coarse sands encountered in the pit may be a conduit for water flow from these off site sources. Monitoring of the water levels could be conducted during the spring and early summer and when the ditch is operational. Eagle County may require the system be designed by a civil engineer. Other recommendations presented .in our previous report, which are applicable, should also be observed. If you have any questions or if we may be of further assistance, please call our office. Sincerely, HEPW TH-PAWLAK GE C. o �0 eQ Jordy Z. am on Jr. RE �•' 9707 r e e Rev. By: A ®�*' IY 99 ,,.•'\��' JZA/ksm F0S/QNAI. cc: Eagle County Environmental Health - Attn: Ray Merry FAX COVER SHEET WHITEHEAD INVESTMENTS P.U. BOX 890 GYPSUM, DO 81637 (970) 52444" (970) 524-1979 FAX SE,vb TD Daft 7 Pliom No_ I f Re: jf ha- / (e Fox No. df d 7' arngwal WE be majed.- Yes No Urgent [] Reply ASAP IJ Please camme,C ❑ Pismo rovlow F1 For your lnlorm Mw fatal pages, lholudng cover. 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CA^m Y- ---. r — 11,- 11 -11. 1 ..-.., - 1 1841-99 Tax# 211-084-02-016 Lot #28, WHITEHEAD JOB- NAME Horse Pasture Subdivision 915 Mayne St., Gypsum JOB NO. b G 4. V ' OB LOCATION BILL TO DATE START DATE COMPLETED DATE BILLED oti n _ G (/1� v L S a �% '� Cry k, lV N�►' , lU � GlS JA C� LU P k- fe L6 t3-W hat w 12l urn i l i ►'1� 1a yCA YA JOB COST SUMMARY D'. a�h I (XU wMf r (cve t, w, TOTAL SELLING PRICE s `�' c Q (rl 1 I t.C. t ryl' TOTAL MATERIAL �� (� I lI ( (/U r ► 1 c(��'' (�(� f �f I TOTAL LABOR a 4/ Is INSURANCE Mir, iNiru W JU I SALES TAX will issue, a h MISC. COSTS Uyu s c °. + ` TOTAL JOB COST %% GROSS PROFIT / L� `� 9 �+- !mod • ��-�-- lf-'P ov�� LESS OVERHEAD COSTS % OF SELLING PRICE -��— NET PROFIT JOB FOLDER Product 277, 1,-�/q Printed In U.S.A. ltltqlj� I ol-lmlq,? (i) Recycled Content 10% Post -Consumer IJdZ/1141 f s