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HomeMy WebLinkAbout02169 IR - y r , t i GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit H_ 2 1 6 109 8th Street Suite 303 A is Parcel No. Glenwood Springs, Colorado 81601 Phone (303) 945 -8212 This does not constitute INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. PROPERTY Owner's Name Herb & Peggy Mooney Present Address P.O. Box 1275, Basalt Phone System Location 0831 Sun Xing Drive, Oak Meadows, Glenwood Springs Legal Description of Assessor's Parcel No. per. et"- ,vc SYSTEM DESIGN • /2 5 0 A44 Septic Tank Capacity (gallon) Other 17 ,2 et_ Percolation Rate (minutes /inch) Number of Bedrooms (or other) 3 pine y .r .7 fG' CY 5;•e,I Required Absorption Area - See Attached TO !/'c /J f'.c rG 6 ' 1 " ' a // M :CI ?V/ a yo Special Setback Requirements: Date Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as Installed) ?'j, Call for Inspection (24 hours notice) Before Covering Installation 2 System Installer / !k _ A - r Septic Tank Capacity 1 2 .5 fi'6' • Septic Tank Manufacturer or Trade Name C- +,' - LloiN- • 4 Septic Tank Access within r of surface /...------ ,.,,/ Absorption Area / -» -r, -a ilk ?5 , 0 / � /v//s � 4 Absorption Area Type and/or Manufacturer or Trade Name ' 7 �'J 7 'r �1 L �'r ! - i Adequate compliance with County and State regulations/requirements '� 1 J Other r ' '},.�^t_� -v� / r) Pn/.2 Date /�- / - / 3 Inspector f ��% [` ' 1 ( . 2,t4 r- 4. RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or Installs an Individual sewage disposal system In a manner which involves a knowing and material i variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine -8 months in Jail or both). Applicant: Green Copy Department: Pink Copy • j Application ` INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION Approval by County Official: OIINER , ab \'dChes nev ADDRESS 1() ? nL \c 1S g0.Sc,,(4- @L) PRONE �$! /�� CONTRACTOR_ � nm�(o� �rnAl>n e,nk i (� 0_,70 !/ ADD RESS � S Ia2. 4b ( n I le'aU S PHONE 9'R- e — PERMIT REQUEST (Vj New Installation ( ) Alteration ( ) Repair Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes. (See page 4.) LOCATION OF PROPOSED FACILITY: County % k Dirt_) Near what City of Town '►! ,.i..7 '.a k. i Lot Size —c:,\ CI-N VJ Legal Description ) is a A ft r. ! \�. - -- WASTES TYPE: ( ` Dwelling ( )'Transient Use ( ) Connercial or Institutional ( ) Non - domestic Wastes ( ) Other - Describe BUILDING OR SERVICE TYPE: \h>I,0 • Number of bedrooms •25 Number of persons c :-,\ ( Garbage grinder ( -) Automatic washer ( —) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: ( ) well ( -) spring , ( ) stream or creek Give depth of all wells within 180 feet of system: — If supplied by community water, give name or supplier: (Dri.k) ^ YtItl.(A9'l L a— c GROUND CONDITIONS: Depth to bedrock: — Depth to first Ground Water Table: Percent ground slope: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to community system? TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ( ✓f Septic Tank ( ) Aeration Plant ( ) Vault ( ) Vault Privy ( ) Composting Toilet ( ) Recycling, potable use ( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use ( ) Chemical Toilet ( ) Other - Describe: FINAL DISPOSAL BY: ( ) Absorption Trench, Bed or Pit ( ) Evapotranspiration ( ) Underground Dispersal ( ) Sand Filter ( ) Above Ground Dispersal ( ) Wastewater Pond ( ) Other - Describe: WILL EFFLUENT BE DISCIIARGED DIRECTLY INTO WATERS OF TIIE STATE? • • 0IL PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer.) Minutes per inch in hole No. 1 Minutes _ per inch in hole No. 3 Minutes per inch in hole No. 2 Minutes _ per inch in hole No. :ante, address and telephone of RPE who made soil absorption tests: :ame, address and telephone of RPE responsible for design of the system: %pplicant acknowledges that the completeness of the application is conditional upon such urther mandatory and additional tests and reports as may be required by the local health Iepartment to be made and furnished by the applicant or by the local health department for purposes of the evaluation of the application; and the issuance of the periiitt.is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby certifies that all statements made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local .department of health in evaluating the sane for purposes of issuing the permit applied for herein. I further under- stand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for per- jury as provided by law. (fin Date 9 :� Signed ) 7"�-'C PLEASE DRAW AND ACCURATE MAP TO YOUR PROPERTY • Pace 3 _. ._ .._._. • PLOT PLAN AND DESIGN FEATURES: Include by measured distance location of wells, springs, potable water supply lines, cisterns, buildings, property lines, subsoil drains, lake, water course, stream, dry gulch and show location of proposed system by direction and distance from dwelling or other fixed reference object, and additional submissions in support of this application such as data, plans, specifications, statements and conmitments. • Page 4 'Chen0Northern,Inc• ConsoWngEag.nccis and S,o „psi - 5080 woo Road d 1 ' Glen Spri ngs. Colorado 81601 303945 -7458 303 9452363 Facsimile • • • t - SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE, LOT 19A FILING 2, OAK MEADOWS PUI> SUN KING DRIVE, GARFIELD COUNTY, COLORADO JOB NO. 4 334 92 JUNE 24, 1992 1 1 1 1 PREPARED FOR: . HERB AND PEGGY CHESNEY P._O..BOX 1275 BASALT CO 81621 -1275 • A member d the ® g r grp d companies ■ }� •C'hen @Northern,Inc. const, „t . .,,,,,,, Sc car .rs _ 5080 Road 154 • Glenwood Spr.ngs. Colorado 81601 3039457458 303 945.2363 Facsnnao —� June 24, 1992 Herb and Peggy Chesney P.O. Box 1275 Basalt CO 81621 -1275 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 19A, Filing 2, - Oak Meadows.PUD, Sun King Drive, Garfield County, Colorado. Job No. 4 334 92 — Dear Mr. & Mrs. Chesney: As requested, we have conducted a subsoil study for a proposed residence to be located at the subject site. The exploratory pits were dug in the general building and leach field areas designated by you. Subsurface conditions encountered in the exploratory pits excavated in the proposed building area consist of about 3 feet of organic topsoil overlying very stiff sandy clay to the pit depths of about 8 feet. Based on the laboratory test results, the clays have a low to moderate expansion potential when wetted. Groundwater was not encountered in the pits at the time ■ of excavation and the clays were generally slightly moist. The proposed residence can be founded on spread footings placed on the natural clays and designed for an allowable bearing pressure of 4000 psf. The footings should also be designed for a minimum dead load pressure of 1000 psf. Some differential foundation movement could occur if the bearing soils became wetted. The septic field test site appears suitable for use of a conventional infiltration disposal system. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. • If you have any questions regarding this report, please contact us. Sincerely, d CHEN - NORTHERN, INC. Steven L. Pawlak, P.E. Rev. By: DAY SLP /Ir A momoer of me ® group 01 companies 1 _ I1 • TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY 1 PROPOSED CONSTRUCTION 2 SITE CONDITIONS 2 FIELD EXPLORATION 3 SUBSURFACE CONDITIONS 3 DESIGN RECOMMENDATIONS 4 FOUNDATIONS 4 FOUNDATION AND RETAINING WALLS 6 FLOOR SLABS 7 UNDERDRAIN SYSTEM 9 PERCOLATION TESTING 10 SURFACE DRAINAGE 10 LIMITATIONS 11 FIGURE 1 - LOCATION OF EXPLORATORY PITS FIGURE 2 - LOGS OF EXPLORATORY PITS, LEGEND AND NOTES FIGURE 3 - SWELL - CONSOLIDATION TEST RESULTS FIGURE 4 - SWELL - CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TABLE II - PERCOLATION TEST RESULTS = Chen0Northern,Inc. • r • PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 19A, Filing 2, Oak Meadows PUD, Garfield County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for ■ foundation design and to assess the feasibility of an infiltration septic disposal system. The study was conducted in accordance with our agreement for geotechnical engineering services to Herb and Peggy Chesney, dated May 21, 1992. A field exploration program consisting of exploratory pits was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine compressibility or swell characteristics and classification of the on -site soils. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable is pressures for the proposed building foundation. The• results of the field exploration, laboratory testing and percolation testing for the septic disposal system are presented in the report. _a This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the assumed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the residence are included in the 7 report. Chen eNorthern, Inc. const., ,Losalo _$ - 2 - • y PROPOSED CONSTRUCTION -� At the time of our study, design plans for the residence had not been developed. The building is proposed in the area roughly between the exploratory Pits 1 and 2, as shown on . Fig. 1. The septic field is proposed in the Profile Pit area. We assume the building will be one and two story and the excavation will be a maximum cut depth of one level, about 6 to v 8 feet, below the existing ground surface. For the purpose of our analysis, foundation — • loadings for the structure were assumed to be relatively Tight and typical of the assumed type of construction. An on -site septic disposal system is planned northeast of the building in the area of the Profile and Percolation Pits. If building loadings, location or grading plans are significantly different from those described above, we should be notified to reevaluate the recommendations in this report. • SITE CONDITIONS The lot is vacant and generally gently sloping down to the east. The front part of the lot is a grass and wildflower covered meadow. The uphill (western portion) is moderately sloping and covered with scrub oak and other brushy trees. Elevation difference across the designated building area is on the order of 5 feet. Ch en Northern, Inc. Cues(. , ,11L (I itLLIS Ind ,:,•.,,si, - 3 - • FIELD EXPLORATION The field exploration for the project was conducted on May 28, 1992. Two exploratory pits were dug in the designated building area and one pit was dug in the septic disposal field area at the locations shown on Fig. 1 to evaluate the subsurface conditions. The pits were dug with a rubber tire backhoe. The pits were logged by a representative of Chen- Northern, Inc. Three percolation pits were dug near the profile pit and soaked prior to infiltration testing on May 29, 1992. Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are shown on the Logs of Exploratory Pits, Fig. 2. The samples were returned to our laboratory for review by the project engineer, and testing. SUBSURFACE CONDITIONS The subsurface profiles encountered at the site are shown graphically on Fig. 2. Below about 3 to 6 feet of organic topsoil, the subsoils consisted of very stiff, slightly sandy to very sandy clays. Scattered cobble size rock fragments were encountered in Pit 2. Similar clay soils or clay matrix encountered on nearby lots can possess a low to moderate swell potential. Cobble and boulder size rock is also common to the area. Laboratory testing performed on samples obtained during the field exploration included in -situ moisture content and dry density`, grain size analyses and liquid and plastic limits. Swell - consolidation testing was performed on relatively undisturbed drive samples 4 Chen@Northern.Inc. Consulting Intl ncc.sa : ..,,sis 4 of the clay subsoils. The swell - consolidation test results, presented on Figs. 3 and 4, indicate low compressibility under light to moderate surcharge loadings and a low to moderate expansion potential when wetted under a constant light surcharge. The laboratory testing • is summarized in Table I. No free water was encountered in the pits at time of excavation. The topsoil was moist and the clay subsoils were slightly moist. • 0 DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory pits and the nature-of the proposed construction, spread footings placed on undisturbed clay soils can be used for the building support. The expansion potential of the clay subsoils can probably a be mitigated by load concentration to reduce or prevent swelling in the event of wetting below footing level. Surface runoff and utility leakage are possible sources of water which . could cause wetting. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing • project documents. 1) Footings placed on the undisturbed natural clay soils can be designed for an allowable soil bearing pressure of 4000 psf. The footings should also be designed for a minimum dead load pressure of 1000 psf. In order to satisfy the minimum dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by Ch en 0Northern.Inc. COOSUll „(.t 19 „OL,s:, it] sL...,,,, I - 5 - using a grade beam and pad system.. Wall -on -grade construction is not recommended at this site to achieve the minimum dead load. 2) ' Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be up to about 1 inch. There could be additional differential movement of about 1 inch if the bearing soils were to become wetted. 3) The footings should have a minimum width of 12 inches for continuous footings and 18 inches for isolated pads. 4) Continuous foundation walls should be heavily reinforced top and bottom to span local anomalies and limit the risk of differential movement. One method of analysis is to design the foundation wall to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure as discussed in the "Foundation and Retaining Walls" section of this report. 5) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. We recommend foundations be placed at least 42 inches below the exterior grade at this site. 6) Prior to the footing construction, any existing fill, topsoil and loose or disturbed soils should be removed and the footing bearing level extended down to competent d bearing soils. If water seepage is encountered in the excavation, the footing areas should be dewatered before concrete placement. d 7) A representative of the soil engineer should observe all footing excavations prior to q concrete placement to evaluate bearing conditions. 11 Chen eNorthern.Inc. cunsu„„,,,t ntors 1 c 1 6 Nil FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth M pressure computed on the basis of an equivalent fluid unit weight of 65 pcf for backfill ba t consisting of the on -site soils. Cantilevered retaining structures which are separate from the PI residence and can be expected to deflect sufficiently to mobilize the full active earth M pressure condition should be designed for a lateral earth pressure computed on the basis PI of an equivalent fluid unit weight of 50 pcf for backfill consisting of the on -site soils. For an imported granular backfill as specified below, the lateral pressure can be reduced to PI 55 pcf for basement walls and 40 pcf for cantilevered walls. 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 1 placed in pavement and walkway areas should be compacted to 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 1 1 CheneNorthern, Inc. Co,,,,ill„x I 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. 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 0.3. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 250 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 limit 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 at or slightly above optimum. We recommend predominantly granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures. Imported granular wall backfill should contain less than 25% passing the No. 200 sieve and have a maximum size of 6 inches. The upper 2 feet of the wall backfill should be a relatively III impervious material such as the on -site clay soil or a pavement structure should be provided to limit surface water infiltration into the backfill. u U FLOOR SLABS The clay soils possess an expansion potential and slab heave could occur if the II subgrade soils were to become wet. Slab -on -grade construction may be used provided 1 1 Chena Northern.lnc c s „„ Si I III s,t 1 1 _g_ 1 precautions are taken to limit potential movement and the risk of distress to the building 1 is accepted by the owner. A positive way to reduce the risk of slab movement, which is commonly used in the area, is to construct structurally supported floors over crawl space. To reduce the effects of some differential movement, nonstructural floor slabs should 1 be separated from all bearing walls and columns with expansion joints which allow I unrestrained vertical movement. Interior non - bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 2 inches of I r vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Slab reinforcement and control joints should be 1: established by the designer based on experience and the intended slab use. A minimum 4 -inch layer of free - draining gravel should be placed immediately beneath basement level slabs -on- grade. 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. The free - draining gravel will aid in drainage below the slabs and should be connected to the perimeter underdrain system. a Required fill beneath slabs should consist of imported granular material, excluding topsoil and oversized rocks. The fill should be spread in thin horizontal lifts, adjusted near optimum moisture content, and compacted to at least 95% of the maximum standard Proctor density. All vegetation, organic topsoil and loose or disturbed soil should be removed prior to fill placement. The less organic deeper topsoil may be left in -place beneath slab areas. Ch en a Northern, Inc. co ,_ „ l Log +unot rrs a Kt 5. oni sis -9- The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested and repaired as necessary before backfilling to help reduce the potential for wetting. UNDERDRAIN SYSTEM Although groundwater was not encountered during our exploration, it has been our experience in mountainous areas and where clay soils are present, that local perched _ groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen _ ground during spring runoff can also create a perched condition. Therefore, we recommend f — below grade construction such as crawl space and basement areas be protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation and retaining walls. The underdrain system should consist of a drainpipe surrounded by free - draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade, and sloped at a minimum 1% grade to a suitable gravity outlet. Free - draining granular material used in the drain system 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. The drain gravel should be at least 2 feet deep. A PVC liner may be placed beneath the drain gravel and pipe to prevent drain water flow to beneath the foundation. Chen allorthern,Inc. co s, not • 111111 • -10 - -'M PERCOLATION TESTING The percolation test results are presented in Table II. Due to the topsoil depth, P -1 and P -2 tests were based in the less organic topsoil and the P -3 test was based in the underlying clays. Considering the subsurface conditions identified and the percolation test results, a conventional infiltration septic disposal system appears feasible at the test site. We recommend the leach field area be oversized due to the stiff clay soils. Additional percolation tests may be warranted for the final design depending on the location and depth of the system. M SURFACE DRAINAGE Positive surface drainage is an important aspect of the site to reduce distress to the structure. The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the II clay soils. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement areas and to at least 90% of the maximum standard Proctor density in landscape areas. Granular wall backfill should be capped with about 2 feet of the on -site 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 Chen @Norlhern,lnc. • ! • : . . -11- 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. NI 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 1 II 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet i ll from foundation walls. i LIMITATIONS NI This report has been prepared in accordance with generally accepted soil and 1 foundation engineering practices in this area for use by the client for design purposes. The Il 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 assumed type 1 of construction and our experience in the area. The nature and extent of subsurface 1 variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described NI herein, this office should be advised at once so reevaluation of the recommendations may IIII made. We recommend on -site observation of excavations and foundation bearing strata and testing of 'structural fill by a representative of the soil engineer. Sincerely, CHEN- NORTHERN, INC. rf • 6 req • 1 - r • - ' : 15222 l *; f Steven L. Pawlak, P.E. 4r 1 1.1, s : • _ Reviewed By ,1 ``alf OF CaN- 7 David A. Young Chen € Northern , Inc. P 2 �P 3 D API PIT I ■ 1 ' 7 • P ROFILE PIT 125° &/ac Tenn I ' PROPOSED ifirazn/aio rysfen BUILDING I rim vcn pcs «'9 res I, AREA 1 6 (7 9+ 33 7`f / qO I � • PIT 2 4 _ I � - I LOT I9A, FILING 2 is I m a J ■ LOT / — BOUNDARIES / .S. • APPROXIMATE SCALE _ / =, - I = 60' HO IN 4 334 92 Chen"Northern, LOCATION OF EXPLORATORY PITS Fb• I • • Pit 1 Pit 2 Profile Pit —:0 0__ — WC =18 ti — — DD =90 /t/ -- - e24 WC =13 — ~ WC =15 DD =105 -- 4., — a °1 / - 2 00 =46 u S DD =107 5 --, u. LL =47 1 PI =29 _ WC =15 ° IVC =13 _� DD =110 — 00 =112 - 200 =84 ° ----10 - 200 =85 -- Legend: 10 Y, black /dark brown, moist, less organic with depth. ® Topsoil; organic cla N Q Clay (CL); slightly sandy to very sandy, very stiff, slightly moist, light brown, scattered cobbles Pit 2. 11 . Relatively undisturbed hand driven liner sample. I l Notes: -I,� 1. Exploratory pits were excavated on May 28, 1992 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from I. features shown on the plan provided. 3. Elevation of exploratory pits were not measured and logs of exploratory borings are drawn to depth. 4. The exploratory pit locations and elevations should be considered accurate only r to the degree implied by the method used. 5. No free water was encountered in the pits at the time of digging. in.. Fluctuations in water level may occur with time. I • 6. Laboratory Testing Results: WC = Water Content (%) I DD = Dry Density (pcf) m -200 = Percent passing No. 200 sieve LL = Liquid Limit ( %) I - PI = Plasticity Index ( %) . iS 4 334 92 ChenONorthern.lnc Logs of Exploratory Pits, Legends and Fig. 2 Notes 9 - — - 1 I_ Moisture Content = j5 percent Dry Unit Weight = 107 pcf Sample of: sandy clay ' r Front pit 1 @ 5 c O .. In c 1 O d X W 1 cho 0 0 1 O . .N N tn N U E :pa on .inc er constant p-estu -e die to wett:ntt LJ 7 10 100 APPLIED PRESSURE — ksf ■ Moisture Content = 13 percent Dry Unit Weight = 105 pct Sample sand f clay I . From: Pit 2 @ 4 c I 0 _I,. to c 1 . m o. W - oW 0 1 • 1 •H 'u to H \ \ - -- b- H . \ _c U i■ Exyans: o t t nder constart pressure c L e to wet tint: - al 1.0 10 ioo I APPLIED PRESSURE — ksf • _ 4 334 92 Chen0Northerninc SWELL- CONSOLIDATION TEST RESULTS Ff9. 3 I -Isa t Moisture Content It 15 percent `1 I Dry Unit Weight = 10 pct Semple of: _ sandy clay From: Pit 2 @ 8 - c 0 In c i� X W - d e Q K 0 - _ N 2 U 3 4 \ Exransion under constant 1 - prcsstre due to wetting • - - - 0.1 - - 1.0 - - - - - - 10 - 100 APPLIED PRESSURE — ksf 4 334 92 ChenoNorthern,Inc. SWELL- CONSOLIDATION TEST RESULTS Fig. 4 • r r t c w U.,.. 0 U U C C; NC d b b b z OCC cd A A . r p 0.. N A A V1 0 ti CO P- .4 CO il x II UJ CC • F- en Bx w 1 11 N mil Ill 0 ~ 2 . C v W I � J 1-• 1; m v a m r i cc • 1— 0 1 C co CO IE V cc • U. 1 0 1 a M .. C a 1 0� o 1 rill in 0 2 a D � W CO g! ri e co 1n M M LA Z 0808 1 r ST N LA N •t CO W •-1 N Job No. 4 334 92 May 29, 1992 BEM TABLE II -1 PERCOLATION TEST RESULTS WATER WATER LENGTH DEPTH AT DEPTH AT DROP IN AVERAGE HOLE OF START OF END OF WATER PERCOLATION HOLE DEPTH INTERVAL INTERVAL INTERVAL LEVEL RATE NO. (In.) (Min.) (Inches) (Inches) (Inches) (Min. /Inch) — P -1 58 15 9 7 2 (topsoil) 20 7 4 3/4 2 1/4 15 4 3/4 2 1/2 1 1/4 — •15 9 8 1 15 8 8 1/4 3/4 15 8 1/4 7 1/4 1 15 7 1/4 5 1/2 3/4 17 P -2 60 15 8 5 1/4 23/4 (topsoil) 20 5 1/4 2 3/4 2 1/2 J 15 23/4 1 1/2 1 1/4 •15 8 63/4 1 1/4 II 15 63/4 6 3/4 15 6 5 1/2 1/2 15 5 1/2 4 1/2 1 20 1 P -3 .60 15 9 3/4 8 1/2 1 1/4 'I (clay) 20 8 1/2 • 7 1/2 1 15 7 1/2 7 1/2 15 7 6 1/2 1/2 15 6 1/2 6 1/4 1/4 15 6 1/4 5 1/2 3/4 15 51/2 51/4 1/4 34 `indicates water was added. /7v . ,z y Note: Percolation holes were hand dug 12 inches in diameter by 12 inches deep in bottom of backhoe pits and soaked on May 28, 1992 prior to testing on May 29, 1992. Chen0Northern.Inc.