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HomeMy WebLinkAbout980 Gray Rock Dr - 210935101008Work Classification: NewPermit P O BOX 659 EAGLE CO 81631-0659 Address Owner Information Permit Status: Active Project Address 210935101008 Permit Type: OWTS Permit Permit NO. OWTS-3-11-5766 Expires: 9/2/2011 Issue Date: 5/5/2011 Parcel No. 000980 GRAY ROCK DR Eagle, CO 81631 Private Wastewater System Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 Phone: 328-2326 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Final Inspection 095 PhoneEngineer(s) (314)567-9000HOSPITAL DESIGNERS, INC Contractor(s)Phone Primary ContractorLicense Number ZEBCO (970)858-4295 Yes38-11 KUMMER DEVELOPMENT CORPORATION Permitted Construction / Details: The permit application is for a 3 bedroom single family residence. The permit is issued for a 1070 gallon, 2 compartment pre-cast concrete septic tank, a Model 120C Eliminite unit with Metarocks, plus a dosing chamber along with 938 square feet of absorption credit via 48 pressure dosed Infiltrator Q4 chambers arranged in 4 rows of 12 chambers per row. Install the system per the revised engineer design signed, stamped, and dated 4/15/11. Follow all Eagle County set backs when crossing the water line on this lot. Do not cover any portion of the system before inspection by the design engineer. Office Copy May 05, 2011 Issued by: Environmental Health Department, Eagle County, CO Date Andrew Jessen CONDITIONS: 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED 3. 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 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX: (970) 328.8788 TOLL FREE: 800-225-6136 www. a lecount .0 EAGLE COUNTY P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us OWTS PERMIT # 0 LLTr5 - -II - BUILDING PERMIT # INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $800.00 MAJOR REPAIR FEE $800.00 MINOR REPAIR FEE 400.00 This fee includes the OWTS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or consultation is needed. The re -inspection fee is $135.00 Make all remittance payable to: Eagle County Treasurer. Property Owner: V—k w 1N'Er Phone: Mailing Address: ?h px>X bs7 CG lK LD email Inll�lt" �tg�Co� ,Cai,,,l 4rl 31 PE - Registered Professional Engineer: i�,"C inc, rd In. CKd-trs6 ,% Phone: 9124 G-6 7 -110M Applicant or Contact Person:" �y k I C�td Phone: (C O) 3.:),6" ;� 35� Licensed Systems Contractor: g l �s c IL License # 0124drA f- 3 - 3 - r1 L1L Company / DBA: (G Wvlro ehone: lci2o 3 ` 5? Mailing Address: 70' -- 30 21 S 15.-AD Permit Application is for: 4—( New Installation Alteration Repair Location of Proposed Onsite Wastewater Treatment Sy tem: _ Legal Description: L li- 1101 r ' � G�>~1- t,,cj , ,' I I 1 . L-G�tp Cats T Tax Parcel Number: F , 0287-743 Ot I o9 - 3 -oI -�gt Size: (o Assessor's Link: www.eataecounty.us/patie/ Physical Address: onleo ! - Kor~k Building Type: Residential / Singe Family Residential / Multi Family )'v Number of Bedrooms: —3 Number of Bedrooms: CommerciI 1 / Industrial's Type of Use: *These systems require design my a Registered Professional Engineer Type of Water Supply: Private Well If Public Name of Applicant Signature: r V Office Use Only . Amount Paid: 00 --- Receipt #: Spring Surface -X- Public Check #: ads Date: 314111 Hospital Designers, Inc. Subsidiary of HBE Corporation, 11330 Olive Boulevard, St. Louis, MO 63141 (314)567-9000 Fax:(314)567-0602 February 12, 2013 Eagle County Department of Environmental Health Attn: Raymond Merry, Managing Director of Sustainable Communities P.O.Box 179 500 Broadway Eagle, CO 81631-0179 Re: 1SDS @ 980 Gray Rock Drive Eagle, CO 81631 Private Wastewater Permit #OWTS-3-l 1-5766 Dear Mr. Merry: As the registered Professional Engineer in charge of the design and construction of the above referenced system, I certify that the system was designed and installed in accordance with the terms of the Eagle County Permit and Eagle County Regulations. Sincerely, Hospital Designers, Inc/ Richard D. Henderson, PE Manager, Civil Engineering Department Cc: Matt Shoulders, Adams Rib Ranch H G(&ech HEPWORTH-PAWLAK GEOTEf HNICAL ! 1, •silo-1'ti1 l[1l. t ;r,1r�clrnt, �,;Icnn, �• �,f : �+r nr�<, C�„I,.�I.,,Ir+ � i f�i'I rFFI �FII' I11 "�,•, ��1i 17{'i'ci �lci ll.i,�111 SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 29, ADAM'S RIB PUD EAGLE COUNTY, COLORADO JOB NO. 110 403A DECEMBER 28, 2010 PREPARED FOR: ADAM'S RIB ATTN: MATT SHOULDERS P. O. BOX 659 EAGLE, COLORADO 81631 101-841-7� 19 •�I � I1(131-}7} • tiVL'1l�lcrp'ill'U TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ................................. ........I_ PROPOSED CONSTRUCTION................................................................................. - 1 - SITECONDITIONS.................................................................................................. - 2- GEOLOGICCONDITIONS....................................................................................... - 2 FIELDEXPLORATION............................................................................................ - 3 SUBSURFACE CONDITIONS.................................................................................. 3 FOUNDATION BEARING CONDITIONS............................................................... - 4- DESIGN RECOMMENDATIONS..................................................................... 5- FOUNDATIONS.......................................................................... - 5- FOUNDATION AND RETATNING WALLS ............................................ .. - 6 FLOORSLABS.................................................................................... - 7 - UNDERDRAIN SYSTEM...................................................................................... - 8- SITEGRADING.............................................................................................. .... 8- SURFACEDRAINAGE......................................................................................... 9- LIMITATIONS........................................................................................................ 10 - FIGURE I - LOCATION OF EXPLORATORY BORING AND PERCOLATION TEST HOLES FIGURE 2 - LOGS OF EXPLORATORY BORING AND PIT FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 5 - USDA GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS TABLE 2 - PERCOLATION TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 29, Adam's Rib PUD, Frost Creek Drive, Eagle County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Adam's Rib dated November 22, 20I0. We previously performed a preliminary geotechnical study for the Frost Creek PUD development under our Job No. 204 174, report dated October 12, 2004. A field exploration program consisting of an exploratory boring was conducted to obtain information on the subsurface conditions. Percolation testing was performed at the proposed septic disposal site to evaluate the subsurface conditions and infiltration characteristics of the subsoils. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The residence will be a single story wood frame structure over a shallow basement level with an attached garage (at the main floor elevation) and located on the lot as shown on Figure 1. Ground floors will be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths between about 3 to 6 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. The on -site septic disposal system is planned to be located to the east of the residence. .fob No. 110 403A Gc tgtech -2- If building loading$, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The lot is vacant and the ground surface appears mostly natural. The terrain in the area of the building site is typically strongly sloping down to the northeast at grades ranging from about 10 to 15%. The grades become moderately steep, on the order of 20 to 30%, in the southern and southeastern (upper) part of the lot. Elevation difference across the proposed building site is about 5 feet and elevation difference across the lot is about 30 feet. There is a drainage and irrigation easement north and west of the building site. Vegetation consists of grass and weeds with scattered brush. GEOLOGIC CONDITIONS Potential geologic hazards that may affect the proposed residence are limited to the potential for subsidence. Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the site. These rocks are a sequence ofgypsiferous shale, fine-grained sandstone and siltstone with some massive beds of gypsum and limestone. There is a possibility that massive gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the lot.- Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, several sinkholes were observed scattered throughout the Brush Creek valley. These sinkholes appear similar to others associated with the Eagle Valley Evaporite in nearby areas. Sinkholes were not observed in the immediate area of the subject lot. No evidence of cavities was encountered in the subsurface materials; however, the exploratory boring was relatively shallow, for foundation design only. Based on our present knowledge of the subsurface conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of future ground subsidence on Lot 29 throughout the service life of the proposed residence, in our opinion, is low; however, the owner should be made aware Job No, 110403A Mach _3- of the potential for sinkhole development. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. FIELD EXPLORATION The field exploration for the project was conducted on December 17, 2010. One exploratory boring (Boring 1) was drilled at the location shown on Figure 1 to evaluate the subsurface conditions at the building site. The boring was advanced with 4 inch diameter continuous flight augers powered by a track -mounted CME-45 driIl rig. The track mounted rig was need due to the moderately steep terrain. One exploratory pit (Profile Pit 1) was excavated with a backhoe at the proposed on -site septic disposal site. The boring and pit were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils in the boring were taken with a 2 inch I.D. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Samples from the profile pit were obtained by disturbed sampling methods. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Boring and Profile Pit, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils encountered in Boring 1, below about 1 foot of organic topsoil, consisted of about 3 feet of medium dense, sandy gravel and silt with cobbles and possible boulders overlying medium dense, silty clayey sand and gravel with cobbles that extended down to a depth of about 12 feet underlain by stiff, very sandy silty clay with shale numerous fragments to cobble size. Below a depth of depth of about 18 feet in the boring, hard claystone/siltstone bedrock of the Eagle Valley Evaporite was encountered that extended Job No. 110 403A GecP�Ch down to the depth drilled of20 feet. Drilling in the medium dense granular soils with auger equipment was occasionally difficult due to the cobbles and possible boulders and several shallow drilling refusals were encountered in the upper gravel and silt soils. The subsoils encountered at the profile pit, below % foot of topsoil, consisted of very sandy clay and silt underlain at a depth of 3 feet by silty clayey sand and gravel with cobbles. Laboratory testing performed on samples obtained from the boring included natural moisture content and density, and gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the soils, presented on Figure 4, indicate low to moderate compressibility under conditions of loading and wetting. One of the samples showed a minor hydro -compression potential. Results of gradation analyses performed on a disturbed sample of the silty clayey sand and gravel with cobbles soils from Profile Pit 1 (minus 5 inch fraction) are shown on Figure 5. The Iaboratory testing is summarized in Table 1. Free water was encountered in the boring at the time of drilling at a depth of 10 feet, and when checked 5 days following drilling, free water level was measured at S% feet deep. No free water was encountered in the profile pit at the time of excavation. The subsoils were slightly moist to moist becoming very moist and wet with depth in the boring. FOUNDATION BEARING CONDITIONS At assumed excavation depths, we expect the subgrade soils will probably transition from the gravel and silt with cobbles in the shallower cuts to the silty clayey sand and gravel with cobbles in the deeper cut areas. These soils possess moderate bearing capacity and generally low settlement potential. Deeper cuts, such as for the basement level, could encounter the more compressible sandy silty clay with shale fragment soils, and possible groundwater. Excavation cut depths should be Iimited to about 6 feet depth to reduce the possibility of encountering groundwater and the need for excavation dewatering and possible subgrade stabilization. Job No. 1 I0 403A G&ReC 1 -5- Spread footings bearing on the natural granular soils at the site appear feasible for foundation support. There is some risk of differential foundation settlement due to the assumed variable bearing conditions. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory boring and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 2,000 psf Based on experience, we expect initial settlement of footings designed and constructed as discussed in this section will be up to about 1 inch. 2) The footings should have a minimum width of 18 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 48 inches below exterior grade is typically used in this area. 5) Continuous foundation walls should be well reinforced top and bottom to span local anomalies and better withstand the effects of some differential movement such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. Job No. 1 I0 403A Cv Ptech M 6) Prior to the footing construction, all topsoil and any loose or disturbed soils should be removed the footing bearing level extended down to the designated bearing soils and the subgrade moistened and compacted. 7) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are Iaterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on -site soils. Cantilevered retaining structures which are separate from the building and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on -site soils. The backfill should not contain topsoil or oversized rocks. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content slightly above optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill'should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. Use of a select granular material, such as road base, and increasing compaction Job No. 110 403A -7- to at least 98% standard Proctor density could be done to mitigate the settlement potential. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.40. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 375 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to Iimit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. 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 6 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 at least 50% retained on 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 granular soils devoid of topsoil and oversized rocks, or a suitable well graded granular material can be imported. Job No. 110 403A tech -8- UNDERDRAIN SYSTEM Free water was encountered during our exploration below recommended excavation depth, however, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff, or groundwater level may rise. Frozen ground during spring runoff can also create a perched condition. We recommend below -grade construction, such as retaining walls, crawispace 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. A minimum two interior lateral drains with invert elevation at least 1 foot below floor slab elevation should be provided below the basement floor slab. 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'/z feet deep. SITE GRADING The risk of construction -induced slope instability at the site appears low provided the cut depths for the basement level will not exceed one level, about 8 to 10 feet. Embankment fills should be limited to about S to 10 feet deep, and be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into the portions of the site exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be Job No. 110 403A CAK1Xr @Ch necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. SURFACE DRAINAGE Positive surface is an important aspect of the project to prevent wetting of the bearing soils. The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 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 paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfilI. 5) Landscaping which requires regular heavy irrigation, such as sod, and lawn sprinkler heads should be located at least 10 feet from foundation walls. PERCOLATION TESTING Percolation tests were conducted on December 2, 2010 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 Figure 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those .rob No. t 10 403A GoMech -10- exposed in Profile Pit l shown on Figure 2 and consist of a few feet of very sandy clay and silt overlying silty clayey sand and gravel with cobbles. The percolation test results presented in Table 2 indicate percolation rates from 7 to 20 minutes per inch with an overall average percolation rate of about 13 minutes per inch. The gradation/hydrometer analyses (USDA gradation) performed on a bulls sample of the silty clayey sand and gravel soils (minus 5 inch fraction) obtained from the profile pit and presented on Figure 5, indicate the soils classify as Very Gravelly Loamy Sand. Long term acceptance rate (LTAR) for these soils based on State of Colorado regulations is 0.72 gallons per square foot per day. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. We recommend an LTAR of 0.72 gallons per square feet per day be used to size the system, A qualified civil engineer should design the infiltration septic disposal system. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory boring drilled and the exploratory pit excavated at the locations indicated on Figure I, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include extrapolation of the subsurface conditions identified at the exploratory boring 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 so that re-evaluation of the recommendations may be made. Job No. 110 403A GoMech -11- 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 recornmend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH�PAWLAK�QWIL,rHNICAL, INC. �' W1. G732David A. Young,-2i6 t Reviewed by: 'OiO `�'ti........�r $��+ f Daniel E. Hardin, P.E. DAY/ksw cc: Steve Brody — (SBrody cf,hbecorp.coin) Job No. 110 403A -Ptech BORING 1 ELEV.=7429' 0 TTTTT 15/6,15/5 WC=144 v' DD=110 p�-200=43 10 20 25 110 403A 5 ;4: 30/12 ° WC=13.4 11/12 WC=15.1 D0=118 30/4 PROFILE PIT 1 ELEV.=7416' -f G=41 lap SIC =21 1 A 5 10 151 20 25 Uj uU LL s a. Note: Explanation of symbols is shown on Figure 3, LOGS OF EXPLORATORY BORING AND I FIGURE 2 '��o�NL PROFILE PIT LEGEND: TOPSOIL; organic sandy silty clay, moist, dark brown. Q; GRAVEL AND SILT (GM-ML); sandy, clayey, with cobbles, possible boulders, medium dense, moist, red -brown, low to non -plastic fines. CLAY AND SILT (CL-ML); very sandy, stiff, slightly moist, red -brown, low plasticity, porous. 9 SAND AND GRAVEL (SM-GM); with cobbles, silty, clayey, medium dense, moist to very moist with depth becoming wet near and below free water level, brown, low to non -plastic fines. HCLAY (CL); silty, very sandy, gravelly, with shale fragments, stiff, wet, grey, low to medium plastic fines. CLAYSTONE/SILTSTONE; hard, moist, grey, gypsiferous. Eagle Valley Evaporite. Relatively undisturbed drive sample; 2-inch I.D. California liner sample. 30/12 Drive sample blow count; indicates that 30 blows of 140 pound hammer falling 30 inches were required to drive the California sampler 12 inches. Disturbed bulk sample. 0.5 Free water level in boring and number of days following drilling measurement was taken. —1 Depth at which boring had caved following drilling. NOTES: 1. Exploratory boring was drilled on December 17, 2010 with 4-inch diameter continuous flight power auger. The exploratory pit was excavated on December 1, 2010 with a backhoe. 2. Locations of exploratory boring and pit were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory boring and pit were obtained by interpolation between contours shown on the site plan provided. Baring and pit logs are drawn to depth. 4. The exploratory boring and 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 boring and 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. No free water encountered in the profile pit Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) G = Percent gravel and cobbles per USDA Soil Texture Classification DD = Dry Density ( pcf ) SIC = Percent silt and clay per USDA Soil Texture Classification H 110 403A ��Ptech I LEGEND AND NOTES FIGURE 3 z O w X a 2 O U 43 q 0 w z O 2 w rr 0- 2 3 O U 4 Moisture Content = 14.4 percent Dry Density = 110 pcf Sample of: Silty Clayey Sand and Gravel From. Boring 1 at 3 Feet Compression upon wetting 0.1 MIJ APPLIED PRESSURE ( ksf ) 10 100 0.1 1.0 10 100 APPLIED PRESSURE ( ksf ) 110 403A C-je(fttech I SWELL -CONSOLIDATION TEST RESULTS I FIGURE 4 a LI z LU LU cr z LU U cc LU d I[ TIME READINGS US. STANDARD SERIES CLEAR SQUARE OPENINGS 24 MR. 7 HR (mm) (MM) (mm} 65 MIN. 15 MIN. 60MIN. 19MDL 4 W4. 1 MIN. •200 000 k50 Y30 016 as b4 3�/9' 3!4' 7 �C! 7 g 8' (0.001) (0.002) 10.005) (0A M (0.019) MD37) 10.074110 SM ROM M AM re.1 m i� u1 r oil I I�r NINE -._. 10 100 low DIAMETER OF PARTICLES IN MILLIMETERS CLAY SWD GRAVEL SILT STONES UOR vr� rwF vrnuu cowtE rCwm>: �M411 MEDIUM LFAGE Gravel Gravel 41 % Sand 38 Liquid Limit % USDA Soil Type: Very Gravelly Loamy Sand ro tiIIt 16 % Clay 5 % Plasticity Index % From: Profile Pit 1 at 3 to 5 Feet 100 90 Bo X so 0 z �a a z w U Cr LU IQ CL w 0 a 110 403A I i USDA GRADATION TEST RESULTS I FIGURE 5 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS HOLE NO. HOLE LENGTH OF DEPTH INTERVAL (INCHES) (MIN) P-1 45 15 Water added P-2 1 33 1 15 Water added P-3 1 42 1 15 JOB NO.110403A WATER DEPTH AT START OF INTERVAL (INCHES) 9% WATER DEPTH AT END OF INTERVAL (INCHES) 5%z DROP IN WATER LEVEL (INCHES) 33/4 5% 33/4 13/4 33/4 2% 1 %2 9'/ 73/4 1'/2 7'/ 7'/2 BY4 5'/ 1 %2 2% 2'/ 3 13� �+Y2 6Y2 4 2Y2 R3/41 2 6'/4 2 1'/ 5 1'/4 42 %3/4. 1 AVERAGE PERCOLATION RATE (MINJINCH) 10 7 20 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on December 1, 2010. Percolation tests were conducted on December 2, 2010. The average percolation rates were based on the last three readings of each test. Tests P-1 and P-3 performed in sand and gravel soils, and Test P-2 performed in clay and silt soils. _Z x Lou V I— m% } O 0 L o c� a 3o mg a~O Ae 3 W I vl 3 alfl� �UC 0 is p & th cn m a� 0 LL OdL a 38" Q. DC Z � _ Z a 0. a _ z 00 M a a 0 00 M a sJ L H `7 z t�l z M O Q -mol ay} aapun a!glssod puawxa. 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