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HomeMy WebLinkAbout2127 Salt Creek Rd - 210730200021INDIVIDUAL 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. 2011-00 BP NO. 13273 OWNER: JEFFREY W. MATHEWS PHONE: 970-390-7131 MAILING ADDRESS: P.O. BOX 3291, EAGLE, CO APPLICANT: SAME PHONE: SYSTEM LOCATION: 2127 SALT CREEK RD., EAGLE, CO TAX PARCEL NO. 2107-302-00-021 LICENSED INSTALLER: EWING TRUCKING, BART EWING LICENSE NO. 59-00 PHONE: 970-926-2770 DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONE NO. 970-926-9088 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 4 BEDROOM RESIDENCE 1250 GALLON SEPTIC TANK (DESIGN CALLS FOR 1500), 1488 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 48 INFILTRATOR UNITS SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED JULY 18, 2000, AND ENGINEER'S LETTER DATED JULY 26, 2000. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS INCLUDING 50 FEET FROM THE IRRIGATION DITCHES. USE SLEEVED SCHEDULE 40 PVC PIPE TO CROSS THE DITCH._ RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. DO NOT BACK FILL ANY PART OF THE INSTALLATION UNTIL THE ENGINEER HAS IN- SPECTED AND APPROVED IT. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN IN- SPECTED AND APPROVED. ENVIRONMENTAL HEALTH APPROVAL: DATE: AUGUST 2, 2000 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 WILL 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: 1488 SQUARE FEET (VIA 48 INFILTRATOR UNITS, AS PER DESIGN_) INSTALLED CONCRETE SEPTIC TANK: 1500 GALLONS IS LOCATED DEGREES AND FEET INCHES FROM SEE ENGINEER'S DESIGN FOR SYSTEM COMPONENT LOCATIONS COMMENTS: THE ENGINEER'S FINAL CERTIFICATION WAS RECEIVED ON MAY 21, 2001. THIS SYSTEM IS LARGE ENOUGH TO ACCOMMODATE A FOUR BEDROOM RESIDENCE. ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. 0 ENVIRONMENTAL HEALTH APPROVAL �� DATE: MAY 23, 2001 Incomplete Applications Will NOT Be Accepted (Sike Plan MUST be attached) ISDS Permit # Building Permit # ' APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631. 328-8755/927-3823 (E1 Jebel) ************************************************************************** * HEDULE * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * SIZING AND SITE VISIT F �-. (WHEN ENVIRONMENTAL HEALTH SIZES THE * SYSTEM USING YOUR SOILS REPORT) * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" ************************************************************************** PROPERTY OWNER: MAILING ADDRESS: APPLICANT/CONTAC LICENSED SYSTEMS COMPANY/DBA: T -R • 3;�9 ( PERSON: J E(-v CONTRACTOR :tCa �� ��►�✓c, ADDRESS: PHONE: t I 1 P PHONE: PHONE: *************************************************************************** PERMIT APPLICATION IS FOR: ""- NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: / Legal Description: rr--c� �o ►� Seel • Ale 19 13017,5 Z � • F 3 � v/(-f+ I. W awe sde - Tax Parcel Number • 210 7- 3027 - 00- ® z I Lot Size: Physical Address: 2 Z 7 51'-2l — CMek P-o,,j BUILDING TYPE: (Check applicable category) Residential/Single Family Number of Bedrooms" ( ) Residential/Multi-Family* Number of Bedrooms ( ) Commercial/Industrial* Type *These systems require design by a Registered Professional Engineer TYPE OF WATER SUPPLY: (Check applicable category) (X Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: APPLICANT SIGNATURE: Date: -7-2 1--od AMOUNT PAID � : �RECEIPT # : 1(�j� �� DATE: -I CHECK # : !�,'1' CASHIER-.-- Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com May 23, 2001 EAGLE COUNTY, COLORADO Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 Jeffrey Mathews P.O. Box 3291 Eagle, CO 81631 RE: Final of ISDS Permit #2011-00, Tax Parcel #2107-302-�00=021. Property location: 2127 Salt Creek Rd., Eagle, CO. Dear Mr. Mathews: 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, 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 Date: August 2, 2000 EAGLE COUNTY, COLORADO TO: Ewing Trucking & Construction FROM: Environmental Health Division Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Issuance of Individual Sewage Disposal System Permit No.2011-00. Property Location: 2127 Salt Creek Rd., Mathews residence. Enclosed is your ISDS Permit No. 2011-00. 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. Please note any special requirements that may have been added to the design by this department. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. 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. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files LKP Engineering, Luiza Petrovska Engineering, inc, C1V1WGE0TECHMCAL May 21, 2001 Mr. Jeff Mathews P.O. Box 3291 Eagle, CO 81631 Attention- Jeff. RE,1AW01on of Septic System Installation 2127 Salt Creek Road Eagle County, Colorado Project No. 20128 - pemit No. 2011-00 ,At your request, on September 13, 2004, we visited the construction site at 2127 Salt Creek Road, Eagle County, Colorado. The purpose of our site visit was to observe the installation of the septic system.. Also, on May 11, 2001, we received the photographs of the cleanouts, installed on both, sides of the double encasement across the irrig$tion ditch. They installed the system in overall compliance with the septic system, design, Drawing No. 20128SD.DWC, dated July 18, .2000. The system was installed as shown on the above -named drawing. They installed a 1500 gallon, two compartments, a precast, concrete septic tank. . Forty-eight: Standard Infiltrator Chambers were installed in threes trenches. Eaob row of trenches contained sixteewinfiltrators. —1be infiltrators were connected with serial distribution. In the first and in the last infiltrator of each trench, inspection ports were installed. Horizontal distance from center to, center of the trenches, wast9 c-et or more l^roin the first row of infiltrators to tla."epptic taiG�lc �ra514 feet_ From the septic tank to the double encasing under the irrigation ditch was'375`feet. The length of the doublei encasement-was-30 feet=lirom the north side of the encasement to the cleanout at the building was 23 feet. From the cleanout to the building was 2.5 feet. All piping was SDR-35, 4-inch PVC, except for the pipe for the double encasing, which was schedule 40 pvc. Mr. Bart Ewing, had excavated one trench, about 25 feet wide and about 2.5 to 3 feet deep. if you have any questions, please do not hesitate to call_ Sincerely, ee:PEJD LKP Engineer �Zuiza � tl Petrovs a,.. President -,�� VVI cc: Ms. Laura Fawcett, Eagle County EnviroDmental Health. Division, fax: 328-0349 C:IA4yFile;lcOre)tloCllt��^CS124� 2$49T. WPD P.O. Bozo 2837, Edwards, CO 81632, (970) 926-9088 Tel, (970) 926-9089 Fax M. %V ' 4 rMrAA Mnkl MA.-7AMM TM. Crle-1 C -MI Iki-rW =kll1 LI=nl -r" Mni=-4 Lam LIY5.i11YGGfSA.IIJU� LIYU rF_4Q= U1 LKAIATA Engineen w July 26, 2000 Mr. Jeff Mathews P.O. Box 3291 Eagle, CO 81631 Dear Jeff: The fallowing lettez 4t ' V6nt to the sept lgtr, Drawing No. 20128SD.DWG, dated July Laura Fawc4W.the,JltoeCounty Environmental l lealth Department was con—abft-,the creek crosOWiftft building sewer on your site at 2127 Salt Creek Road, Eag'va:Calvr�td4. In aeon amended pipe~ encasement under the creek, : btgld� sewer line shy le" 2 PVC. If you have any quest. , ply do not hesiw ..p ll ' y i4a 1XP Engineel"AI[ f P1E 111'za..l}etrovskay&e. President�:(•l.�''r,.,�+t, cc: Ms. Laura Fawcett, ft-01i Cdift Envtrunmen '' td1*l . ivision fax: 328-0349 �:.�r,�yl�itrs�careldodWPD�JCS12gi28cr-2o3p�W�k�f� ;;,'. •, •• .' . P.O. Box, 2837, Edwards, 926-9©88'1 ;'' ? -9t)S9 F>sx, E-mail; lkpeag@Finawea�.net JHL-26-2000 WF7 Al : -;1 PM Tn: FAf.,I F rnrrr-JTY PHIF HFAI TH ' °" " Parr=- 1 -�Ptech Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone:970-945-7988 Fax:970-945-8454 , hpgeo@hpgeotech.com 3 March 24, 2000 ���- 1_ TOW �Eyov E o�msw Jeff Mathews ��UN� P.O. Box 3291 001 Eagle, Colorado 81631 Job No. 100 220 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, 2127 Salt Creek Road, Eagle County, Colorado Dear Mr. Mathews: . 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 February 22, 2000. The data obtained and our recommendations based on the proposed construction and subsurface conditions. encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be a 2 story wood frame structure over a walkout basement level located on the site as shown on Fig. 1. Ground floors are proposed to be slab -on -grade. Cut depths are expected to range between about 3 to 10 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located 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 site is presently a vacant mowed hayfield located on the south facing slope of the Salt Creek drainage. There is about 12 feet of elevation difference in the building area. The lot is vegetated with grass and scattered sagebrush and small juniper trees. There is an existing driveway cut above the building area as shown on Jeff Mathews March 24, 2000 Page 2 Fig. 1. Salt Creek is located about 500 feet to the south of the building area. An irrigation ditch separates the proposed septic disposal site from the building area. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating 2 exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot ,of topsoil, consist -,of sandy clay and silt. Clayey silty sand and gravel was encountered in Pit 2 below a depth of ,4 feet. Results of swell -consolidation testing performed on relatively undisturbed samples of sandy clay and silt, presented on Fig. 3, indicate low compressibility under existing moisture conditions and light loading and a slight collapse potential and moderate compressibility when wetted and loaded. Results of a gradation analysis performed on a sample of the gravelly soils (minus 3 inch fraction) obtained from Pit 2 are presented on Fig. 4. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the . exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1,200 psf for support of the proposed residence. The soils tend to compress after wetting and there could be some post -construction foundation settlement if the bearing soils were to become wet. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. The topsoil and loose disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. The exposed soil should then be moistened and compacted. 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 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 soil as backfill. H-P GEOTECH a Jeff Mathews March 24, 2000 Page 3 Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A.minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50 % passing the No. 4 sieve and less than 2 % passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace 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 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/z feet deep. An impervious membrane, such as 20 mil PVC, should underlie 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 H-P GEOTECH Jeff Mathews March 24, 2000 Page 4 avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90 % of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2"feet of the on -site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the .limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from the building. Percolation Testing: Percolation tests were conducted on March 7, 2000 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 soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of -sandy clay and silt. The percolation test results, presented in Table II, ranged from 20 tto 27 minutes per inch, with an average percolation rate of::22 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface H-P GEOTECH Jeff Mathews March 24, 2000 Page 5 conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further .assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GE9XQCHNICAL, INC. Mark Mackie Reviewed by: Steven L. awlak, P. MM/ksm attachments H-P GEOTECH APPROXIMATE SCALE P 3 A P 2 A 7315 PROFILE PIT 7310 P 1 7320 0 I I � 1 \PIT 2 EXISTING \*" DRIVEWAY I PROPOSED\ j BUILDING SITE PIT 1 , I 7325 I 7310 7315 7320 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig.1 100 220 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES PIT 1 PIT 2 PROFILE PIT ELEV. = 7310' ELEV. = 7321' ELEV. = 7303' 0 0 we=13.9 DD=107 WC=8.3 I WC=15.9 DD=95 5 DD=101 -200=57 5 -200=76 J wC=5.3 Q Q . +4=48 -200=19 -H 10 10 LEGEND: TOPSOIL; silt and clay, sandy, organic, soft, moist, dark brown. ,CLAY —AND- SILT (CL—ML); sandy, with some scattered gravel, stiff, moist to slightly moist, reddish brown to light brown, porous and calcareous. SAND (SC—SM); clayey, silty, with coarse gravel and occasional cobbles, medium dense, ' slightly moist, light brown. 2" Diameter hand driven liner sample. _.j Disturbed bulk sample. NOTES: 1. Exploratory pits were excavated on March 6, 2000 with a small trackhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of Pits 1 and 2 were obtained by interpolation between contours on the site plan provided. Elevation of Profile Pit was measured approximately by hand level. 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) +4 = Percent retained on No. 4 sieve —200 = Percent passing No. 200 sieve 100 220 1 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. a d V_ I s a m in C 0 2 Q. E 0 3 ►I u vMoisture Content 13.9 percent rrom: Pit 1 at 2 1/2 feet ■1111 111 IIIYI 0.1 9 1 c 2 0 N N C- 3 E 0 U i u 5 1.0 10 APPLIED PRESSURE — ksf 100 Moisture Content = 15.9 percent Dry Density = 101 pcf Sample of: Sandy Clay and Silt From: Pit"I at 4 feet Compression upon wetting 0.1 1.0 10 100 APPLIED PRESSURE — ksf 100 220 HEPWORTH — PAWLAK SWELL —CONSOLIDATION TEST RESULTS Fig. 3 GEOTECHNICAL, INC. U Z J a U_ z V W F- 0 `wLU V 1 a J a 0 a W O N N O O r CJ z m 0 W -j W Q F- J W F- M W } C 0 MQ 0 co J LL_ 0 } Q J +1 41 ` a N � ¢ '0 'a U) o N c0 > � c w A m f0 Lll cC U U U A A A U y c c c cc +� cc ca Cn co Cn cm Cf) cn 0 W > x 2 N H a o a¢. ¢ z 0 w � U U x FLu (A ca z a LU s W 0 ~ a 5 d j J W N N � W W ¢ p rWW a a Z r� LO s— °za C) M z 0 m F c a � J S 00 d' J . ¢ N V O O LO 2 � M M a O O M LO 00 LO 2 2 U Z 0 o = N ro a U LO O J J a oai a r N HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS IJOB NO. 100 220 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MINJINCH) P-1 41 10 9 %2 8 3/a % 20 8 % 87/4 7/2 8 7/4 7 - 2/4 1/2 7 3/4 -/7 / 1/2 1/4 7 Y2 6 % % 6% 6A %2 P-2 40 10 9 1/4 8 % 1/2 27 8 % 8 1/4 1/2 8 1/4 7 7/8 3/8 7 7/8 7 %2 3/8 7 1/2 7 1/8 3/8 7 1/a 6 '/a 3/8 P-3 45 10 9 1/4 8 % 1/2 8 % 8 1/4 1/2 8 % 7 Y2 % 7 1/2 7 1/2 7 6 1/2 1/2 7 1 Note: Percolation holes were hand dug in the bottom of shallow backhoe pits, filled with water and covered with foam board insulation on March 6, 2000. Holes were cleaned out, refilled with water and tested on March 7,2000. Rates shown are based on the average of the last three readings of each test. 2011-00 Tax #2107-302-OU-U21 JOB NAME 2127 Salt Creek Rd. MATHEWS Tract 68A, Block 19130, T5S, R83W,-Eagle JOB NO.5L 130' `73 r� -_ I .• .• - DATE BILLED - L�_'.%/ �_� I i/ LR2 .//L .- i///I_// /ice 1 /�4 rX, Y; Nl �_/ N8,i. ®r! 10--0 �..I `_'--� �!: _I ✓. � iJa � • i— � �= —� / I I .l�i / i Yf r_. a�� 1. / .III L/ �� �� � � C "A F01 " 11 Fol W_ 5 11—M In 11 111, 111 M-�WANF AMM M-0 W=4_ Mm =111 .E� . TOTAL SELLING PRICE j M2. p� TOTAL- ONE El/ �m 1.0 1, ME 11 INSURANCE _ `,� l , lMR.. "_-� WJ /A _ I 11 • rMN. TOTAL JOB• GROSS PROFIT LESS OVERHEAD . % OF SELLING PRICE _■ JOB FOLDER Product 278 JOB FOLDER Printed in USA