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HomeMy WebLinkAboutpitkin.eh.264326403006 (1985)QU43 s OU4 ASPEN*PITKIN ENVIRDNMENTAL HEALTH DEPARTMENT � INDIVIDUAL SEWAGE DISPOSAL PERMIT NO._ TYPE OF PERMIT: Xnitial construction ( )Emergency Use ( )Repair Work,(Pi�evious Permit 1 .) ( )Alteration of an existing system, installation (Previous Permit 1 ) ( )Use Permit as a result of Sale ( )Others ISSUED TO: DATE OF ISSUE. Owner`J%1/yl �/r��D�QF Home Phone Business Phone Mailing Addressi�DlAnl P�M-r- LA�1E /✓EX�s(DE O�g79 Agen t__t Mai -Ling Address Phone 20 ' - Sewage Disposal System Work to be performed by This permit valid only for premises location by the following legal descriptions Lrje Z p LOT SItE t.-3 Ae+Q�S WATER SUPPLY Sup DA/J ON , AVERA��G''E PERCOLATION RATE. This Individual Sewage Disposal Permit is granted with regard to the following use:�J�rVtj%G!/'sr%/%if�CSlji�/1�G N%x.tber of: Dodreoms 1_ Lofts0_ Garbage DisposalsDishwashers Clothes Washers CALCULATED AVERAGE DAILY WASTE LOAD 5/1570 GALLONS. THE NATURE OF THE SYSTEM � INCCLUDED UNDER THIS PERMIT: rE Type of Tank or Treatment Unitsr/!(,''/ rn� Tank Capacity, 1000 Gallon Hinimua Method of Final Disposals AooAPno�rrec oe—s I Absorptioa .Area 7,2Q Square Feet Hinimum Description (including brand name, if any) of other equipment or appurtnaneess Dosmc, -S) s� LPI -11- Z11J6 i A ANIN .Other condition! or Specifications: E/ AILA67 SYSTEM 0 BE`-DA19FQ CTED F01-�oW 1 N6 �c�F/Gq �oNs UAQ DEM�V 96WIOA) DF �t//IfUE•S��/4�vc/A7ES' STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ' ( )Before Excavation (� Upon completion of excavation and prior to placement of gravel (�fBefore covering distribution ' `system of absorption field (Prior to backfill of any component ( ;Other, Specify: N 0 N E Plans and specifications of the proposed sewage disposal system have been reviewed and are considered satisfactory. Pernission i:: hereby granted to the owner or his agent to perform the work indicated above in accordance with the Pitkin County Individual Sewa,c Disposal Rc.sulations in effect on the date of issue. In addition to general provisions act forth on the reverse hereof, this Permit is subject to the following additional terns and conditions: NoNc. ... • 1 FOR ISSUE By' -7 M The alxivc individual acuage disposal system installed by S��C�✓/eIMP hes tx en inapcctcd for use by a representative of the Aspcn I'ii in L'nvironmenta renponsibil►ty in caii'OOU12L ore of n.3dequac of this sewage disposal system. PA277A�' DATE INSPECTION r -2- n • BY • V"1 Health Department. -Inc owner asnunwa o Complete as -built drawing attached. TITLEC_ KNtC01A 130 South Galena Street Aspen, Colorado 81611 303/S25-2020 ASPEN*PITKIN ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL• PERMIT l,,�o\bS0 _ Name of OWNER �n.r�-�S PHONE :"address of OWNER \o Name of APPLICANT PHONE C(ao 5-� P£RM27 TO BE: ( )Picked Up * wiled tot TYPE TYPE OF PERMIT: X�}i�ew Installation ( )Repair )Owner 1�Applicant /.( )Emergency Use ( )Alteration NOT due to failure LOCATION OF PROPOSED SYSTEM: ������ v���c�� C S �C9 Legal Description .� � q Lot 'Z � Block filing Subdivision 5 s� Size of Lot acres uDo you plan any further additions to the TYPE OF STRUCTURE: ingle Family Dwelling ( )Other: residence? ( )YES ( )NO No: of Automatic Dishwashers No. of bedrooms No. of Lofts No. of Garbage Disposals r.o. of Automatic Clothes Washers or ('•'JPublie, Name of System WATER SUPPLY: ~ ( )Private Well, Depth ( )Spring ( )Stream or creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: '. �Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Mound ( )Recycling, potable use ( )Recycling, other use ( )Vault Privy ( )Other: The initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Department (925-2020. 8:30-9:30 a.m.) C•efore a permit can be issued. The individual sewage disposal permit must be issued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORTION OF THE SYSTEM. poral per, t is hereby submitted. The undersigned acknowledges that the above Information Application for an individual sewag d is true and that false informatio w invalidat the application and any subsequent per DATE Signature of Applicant (This application becomes. invalid 12 �from above date. NOTE: PLOT PLAN must be filed with this application. Please locate the following items by measured distances: 1. Property lines and dimensions. 2. Proposed and existing water wells on subject property and adjacent property. 3. Domestic water service lines. 4. Proposed and existing buildings, driveways, and other structures. 5. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject property. SUBMIT A REVISED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGINAL PLAN. The undersiq A hereby acknowledges receipt of this individual sewage disposal permit plic tion andbya permit fee i,Ri the amount of S ,Z� a7L Receipt Number Date Fee Received N fidialnistrativo Officer 130 South Galena Street Aspen, Colorado 81611 303/925-2020 SCHMUESER October 14, 1985 Mr. Bob Nelson, Environmental Heal Pitkin County 506 East Main Street Aspen, Colorado 81611 NGINEERS & CONSTRUCTORS ASSOCIATES RE: Individual Sewage Disposal System James K. wollosoff, Starwood Subdivision Dear Bob: The purpose of this letter is to summarize the site visit which took place on Thursday, October 10, 1985. We met on the site with repre- sentatives of the general contractor, Hansen Construction of Aspen, for the purpose of determining an acceptable solution for the installation of a standard leach field for the above -referenced residence. It was agreed that a dosing system would be utilized using a minimum 172 gallon dosing siphon. It is anticipated that the septic tank and dosinct tank will be located relatively near the building envelope. A total of 240 feet of trench will be required, that distance based on a 300 foot requirement (in turn based on perc test and house characteris- tics previously determined), with a 20% credit due to the dosing installation. Our rough calculations in the field indicated that the 170 gallon dose would totally fill the distribution piping and give us a complete dose per cycle. The system will consist of 4" piping, the trench beinq 3 feet wide with a minimum of 6" washed stone below the distribution piping. We agreed that we would avoid the upper area of the proposed leach field site by constructing four 60 -foot lines on the middle and lower portion of the site. The field, therefore, will be constructed immediately adjacent to and uphill of the 50 -foot offset line from the irigation ditch. You will be notified when construction begins and any further sub- surface exploration that needs to be done will be completed at your direction during the course of the installation. In summary, I think it is in everyone's best interest that we came up with a workable solution for the use of a standard leach field system as opposed to an engineered system. I would like to thank you for your cooperation in working out a workable solution. Sincerely, SCHMUESER & ASSOCIATES, INC. Dean VCrdon, P.E. Prip6ipa,JEngineer DWr:11eC,43I U9 xc: -Mr. Peter Louthis, Hansen Construction -Mr. Larry Boge, Chen & Associates SCHMUESER & ASSOCIATES, INC. 1512 GRAND AVENUE, SUITE 210 • GLENWOOD SPRINGS, COLORADO 81601 • (303) 945-5468 G ooa i 4,4o � a 2 C Aj IE r F 5 Pel ,y Tq I o . C. Go / X 3 / w y -r A I I" © F GRAVEL, %6":rW L-►NeS (,f FF:C-C;r7V f AREA - /090 0) 4 N chen and associates CONSULTING GEOTECHNICAL ENGINEERS 5080 RD. 154 GLENWOOD SPRINGS. COLORADO 81601 303/945-7458 SOIL AND FOUNDATION INVESTIGATION PROPOSED RESIDENCE, LOT R-28 STARWOOD II, ASPEN, PITKIN COUNTY, COLORADO Prepared For: James K. Wolosoff c/o Barry Edwards, Attorney 600 E. Hopkins Avenue Aspen, CO 81611 Job No. 26,781 OFFICES: CASPER • COLORADO SPRINGS • DENVER • SALT LAKE CITY November 30, 1983 TABLE OF CONTENTS CONCLUSIONS SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS SUBSURFACE CONDITIONS FOUNDATION RECOMMENDATIONS FLOOR SLABS UNDERDRAIN SYSTEM SITE GRADING PERCOLATION TESTS SURFACE DRAINAGE LIMITATIONS 1 1 1 2 2 4 5 6 6 8 9 9 FIGURE 1 - LOCATION OF EXPLORATORY HOLES AND PERCOLATION HOLES FIGURE 2 - LOGS OF EXPLORATORY HOLES FIGURE 3 - LOGS OF PROFILE & PERCOLATION HOLES FIGURE 4 - LEGEND & NOTES OF EXPLORATORY HOLES FIGURE 5 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 6 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TABLE II - PERCOLATION TEST RESULTS CONCLUSIONS The proposed residence may be founded with spread footings bearing on the natural subsoils or bedrock materials below all topsoil and designed for a maximum soil bearing pressure of 4,000 psf. Design and construction criteria related to subsurface conditions at the site are discussed in the body of this report. SCOPE OF STUDY This report presents the results of a soil and foundation investi- gation for a proposed residence to be located on Lot R-28, Starwood II, north of Aspen in Pitkin County, Colorado. Location of the lot along South Starwood Road is shown on Figure 1. This report has been prepared to summarize the data obtained and to present our conclusions and recommendations based on the assumed type construction and the subsurface conditions encountered. Recommended design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed facilities are included. PROPOSED CONSTRUCTION At the time of this report, only conceptual building plans were available.- We understand the structure will be one story of concrete masonry block with foundation and floor levels stepping down the hillside. Uphill and intermediate walls at changes in grade will probably act as retaining structures and be a maximum one level height. We assume the lower floor level will be slab -on -grade construction or a combination of slab -on -grade and crawl space. For the purpose of this report, foundation loadings are assumed to be relatively light. Retaining walls surrounding a terrace area are proposed up to 10 feet in height. A septic drain field for sewage disposal from the residence is proposed to the northwest of the residence. The proposed building envelope and septic field area _2 - are shown on Figure 1. When building and grading plans have been developed, we should be notified to provide geotechnical review and to re-evaluate the recommenda- tions contained in this report. SITE CONDITIONS The site consists of vacant property situated on a west -southwesterly facing hillside. About 6 inches of snow covered the site at the time of the field work. Grades across the site are somewhat irregular and range from moderately steep to steep (about 25% to 35%) within the building envelope. Downslope of the building envelope, grade steepens to a maximum -df about 40%. Scattered cobbles and boulders to about 1� foot maximum diameter are exposed on the ground surface in the area of the proposed residence. An apparent bedrock outcrop consisting of siltstone- sandstone was observed about 30 feet northeast of Hole 2. At this location, the bedrock was porous, highly weathered and fractured. Relatively shallow cuts to about 4 feet typical were observed along the western and southern edge of the lot for South Starwood Road and an access road to the water tank. No severe problems with the cuts were observed. A large irrigation ditch extends across the northwest portion of the lot and was dry at the time of our field work. The site is vegetated with grass and weeds with moderately thick sagebrush in the area of the proposed building. To the northwest and south of the proposed construction, the site is vegetated in moderately thick oak brush to about 4 to 10 feet in height. SUBSURFACE CONDITIONS The subsurface conditions were evaluated by drilling three exploratory -3 - holes at the locations shown on Figure 1. Additional holes were drilled to evaluate conditions in the leach field area as discussed below under "Percolation Tests." A track mounted drill rig was required to gain access to the lot due to the steeply sloping terrain. Graphic logs of the profiles encountered are presented on Figures 2 and 3. The results of laboratory testing, including swell -consolidation, gradation and other index properties are presented on Figures 5 and 6 and summarized in Table I. The subsoil conditions encountered are generally uniform and consist of a relatively thin organic topsoil layer and sandy gravels overlying intermixed claystone, siltstone and sandstone bedrock. The upper gravels are slightly clayey, silty and generally dense to very dense. The results of gradation analyses performed on relatively small diameter drive samples (minus lz inch fraction) are presented on Figure 6. The upper gravels contain cobbles and occasional boulders. Bedrock was encountered at a shallow depth in all of the exploratory holes. The bedrock depth ranges from 3 to 7 feet at the test hole locations. The upper portion of the bedrock is weathered and fractured to a variable depth and becomes more competent with depth. The results of swell -consolidation tests performed on samples of the bedrock (Figure 5) indicate a nil to moderate compressibility when loaded and wetted. The bedrock is generally firm to hard and contains occasional cemented sandstone layers. Refusal to auger drilling equipment due to material hardness was encountered in one of the exploratory holes. No free water was encountered at the time of drilling or when checked three days later. r is -4- FOUNDATION RECOMMENDATIONS Considering the subsurface conditions encountered in the test borings and the proposed construction, we recommend the facility constructed on the site be founded on spread footings placed on the natural granular subsoils or bedrock materials below all topsoil. The design and construction criteria presented below should be observed for a spread footing foundation system: 1) Footings placed on the natural granular subsoils or bedrock material below the topsoil may be designed for a maximum soil bearing pressure of 4,000 psf. Settlements should be tolerable for the proposed type construction and are estimated to be less than 1 inch total and 3/4 inch differential. 2) Spread footings should have a minimum width of 16 inches for walls and 2 feet for columns. 3) Exterior footings or footings constructed in non -heated areas should be provided with adequate soil cover above their bearing elevation for frost protection. A 4 foot depth should be adequate. 4) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Relatively rigid foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure based on an equivalent fluid weight of 40 pcf. Walls should also be designed for appropriate surcharge loading. Backfill should consist of granular soils compacted to at least 90% of standard Proctor density (ASTM D-698). Backfill surface should be sloped away from the structure a distance equal to at least the backfill depth. An underdrain should be provided to prevent hydrostatic pressure buildup behind the wall. Additional recommendations for retaining wall design are presented -5 - below under"Site Grading." 5) Areas of loose or soft material, existing fill or topsoil encountered within the foundation excavation should be removed and the footings extended down to the firm natural subsoils. 6) All footing excavations should be observed by a representative of the soil engineer prior to concrete placement. 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 bearing walls and columns with an expansion joint which allows unrestrained vertical movement. Floor slabs should be provided with control joints to reduce damage due to shrinkage cracking, and the slabs should be adequately reinforced. We suggest that control joints be provided on the order of 15 feet on center. A minimum 4 -inch free draining gravel layer should be placed beneath floor slabs. This material should consist of aggregate with less than 5% passing the No. 200 sieve and more than 50% retained on the No. 4 sieve. Fill placed beneath floor slabs should be a nonexpansive material compacted to at least 95% of the maximum standard Proctor density (ASTM D-698) at a moisture content near optimum. Prior to fill placement, the ground surface should be stripped of vegetation, topsoil, or existing fill and debris and compacted to 95% of the maximum standard Proctor density. The natural soils or well broken rock devoid of vegetation, topsoil or oversized rock should be suitable for use as structural fill. X -6- UNDERDRAIN SYSTEM Although free water was not encountered during our investigation, it has been our experience in mountainous areas such as this, that local perched ground water may develop during times of heavy precipitation or seasonal runoff. Therefore, the lower level and each level cut into the hillside should be protected from wetting by installation of an underdrain system. The underdrain system should consist of a perforated pipe installed in a gravel filled trench placed along the building perimeter and at the bottom of subsequent steps in grade at least 12 inches below the lowest adjacent finished level and sloped on a minimum 1% grade to a suitable gravity outlet or a sump where water can be removed by pumping. The underslab gravel should be connected to the perimeter drain. The gravel drain material should contain less than 5% passing the No. 200 sieve and more than 50% retained on the No. 4 sieve. The drain should also act to prevent the buildup of hydrostatic pressure behind retaining walls. SITE GRADING An approximate 10 foot high retaining wall is proposed downhill from the residence. Other landscape retaining walls may also be required. Retaining structures must be designed to resist lateral earth pressures. The lateral earth pressure acting against walls is determined by the backfill type and geometry, wall construction and the subsurface drainage. Based on a predominant granular backfill, we recommend cantilevered retaining walls be designed to resist a lateral earth pressure based on an equivalent fluid weight of 35 pcf. This assumes the walls are capable of slight rotation or deflection, drainage is provided to prevent hydro- static pressure buildup and the backslope is horizontal. Additional -7 - surcharge pressures such as that from a sloping backfill, vehicular traffic or snow storage should be considered in the wall design. The resistance of retaining walls to overturning will be a combination of passive earth pressure against the side of the footing plus the sliding resistance of the footing base. Passive pressure can be calculated using an equivalent fluid weight of 350 pcf and a coefficient of sliding can be taken as 0.4. Fill placed against the foundation in the passive wedge should consist of granular soils similar to the on-site soils and be compacted to at least 95% of the maximum standard Proctor density (ASTM D-698). In non -paved areas, the upper 3 feet of the fill depth subjected to passive resistance should be neglected in the calculations. Wall backfill can consist of the on-site soils or similar granular fill and should be compacted to between 90% to 95% of the maximum standard Proctor density. Care should be taken not to overcompact the wall backfill as this can cause excessive lateral pressure on the wall. An underdrain should be provided at the base of the wall to prevent hydro- static pressure buildup. This can consist of an underdrain similar to the one previously discussed for foundation walls. Weep holes through the base of the wall may also be used. The upper 2 feet of wall backfill should be a clayey type soil to reduce surface water infiltration. Because of the moderately steep to steep slope of the lot, there is a risk of construction induced slope instability caused by large cuts and fills. The proposed grading consisting of stepped foundation and floor levels to maintain cut depth to a maximum of 1 level (10 feet or less) will help to reduce this risk. Under these conditions, we do not anticipate significant slope instability although some raveling of steep temporary excavation slope should be anticipated. Fill depths to about 10 feet maximum should be feasible provided the subgrade is prepared by 11 -8- is stripping and benching and the fill is properly placed and compacted. Permanent unretained cut and fill slopes should be graded no steeper than 2 horizontal to 1 vertical and they should be protected from erosion. Compaction of embankments below buildings, drives or slabs should be to at least 95% of standard Proctor density, and to at least 90% of standard Proctor density in miscellaneous fill areas. The on-site soils and well broken bedrock material free of vegetation, topsoil and oversized rock should be suitable for use as structural fill. Excavation into the bedrock should be feasible with heavy duty earthmoving equipment. Large rock in the upper soils and cemented zones or hardness of the underlying bedrock may make the excavation difficult. Rough grading to various building pad levels should be possible with large ripper type equipment generally available in this area. More difficult conditions may be experienced in confined excavations such as for utilities. PERCOLATION TESTS Subsoils encountered witin the proposed septic drain field area consist of topsoil and sandy gravels overlying bedrock materials at depth 3 to 4 feet. No free water was encountered. Results of percolation tests performed within 4 inch diameter drill holes are presented on Table II. The results indicate percolation rates from about 10 to 15 minutes per inch. The granular soils as well as the fractured nature of the upper weathered bedrock probably accounts for the relatively high percolation rates. Because of the shallow bedrock depth, an engineered disposal system such as evapotranspiration will probably be required to satisfy local regulations. As an alternate, relocating the disposal area in a deeper soil area and/or mounding to -9 - achieve a minimum 4 foot depth of soil below the drain bed may also be feasible. We recommend a civil engineer familiar with these types of systems be engaged for the design. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the facility has been completed: 1) Excessive wetting or drying of the soils exposed in the foundation excavations and underslab areas should be avoided during construction. 2) Miscellaneous exterior backfill should be moistened or dried to near optimum and compacted to at least 906 of the maximum standard Proctor density. 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. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITATIONS This report has been prepared in accordance with generally accepted geotechnical engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory holes drilled at the locations indicated on the exploratory hole plan. The nature and extent of variations between the exploratory holes may not become evident until excavation is performed. If during construction, existing fill, soil, rock and water conditions appear to be different from those described herein, this office should be advised at once so RW -10- 40 that re-evaluation of the recommendations may be made. We recommend on- site observation of excavations and foundation bearing strata by a soil engineer. 0Aa9s4, CHEN AND ASSOCIATES INC. •�4�,p0 REQ/f • By s 20640 Michael J Byle, P.E. •• ' '40NAL - i o Reviewed By MJB/sb Steven L. Pawlak, P.E. cc: Charles Johnson 145 140 13S 130 wf--120 115 110 `--105 1 0 Hole 1 Hole 2 Hole 3 E1. = 125' E1. = 138' E1. = 145' 145 ! 'j 1 14W, 50/6, 70/7 140 20/0 60/6 1 0 p �7\ WC = 8.8 a� !�0 50/5 —200=53 120 w 70/3 1,30/6 tJ WC = 9.2 DD =124.0 -200= 58 115 110 105 #26,781 chen and associates, inc. LOGS OF EXPLORATORY HOLES Fig. 2 22/12 o WC = 3.6 o• ° -200= 24 135 45/12 16/6, 66/12 WC = 3.9 200=12 NF 130 26/1200 -- i IVC = 6.2 :WC = 4.5 *' DD =110.7 :_200 = 27 -200= 28 L NP _-: v 125 oo 10i 18/12 a C 20/0 60/6 1 0 p �7\ WC = 8.8 a� !�0 50/5 —200=53 120 w 70/3 1,30/6 tJ WC = 9.2 DD =124.0 -200= 58 115 110 105 #26,781 chen and associates, inc. LOGS OF EXPLORATORY HOLES Fig. 2 0 10 PH 1 P1 E1. = 127' E1. = 124' o. O• EDo' SO/4 i i i i Profile Hole P2 P3 E1. = 127' El. = 129' 'o O Percolation Holes J 1 x26,7811 then and Associates, lnc.I LOGS OF PROFILE & PERCOLATION HOLES I Fiq. 3 I LEGEND: ® Topsoil, dark brown, moist, moderately organic. UJGravel (SC -GC), sandy to very sandy, cobbles and occasional boulders, slightly clayey, silty, dense to very dense, moist, medium brown. Weathered claystone-siltstone bedrock, sandy to very sandy, firm to very hard, porous, weakly cemented, moist, light to medium brown. Bedrock; sandstone, claystone, siltstone mixed, occasional moderate to highly ■ cemented sandstone layers, hard to very hard, moist, multicolored; medium brown, mottled, slightly porous. Relatively Undisturbed 2 -inch I.D. California Liner Sample; The symbol 22/12 indicates that 22 blows of a 140 lb. hammer falling 30 inches were required to drive the sampler 12 inches. Standard Penetration Test. ASTM D-1586 :Disturbed Bulk Sample TIndicates practical rig refusal to auger drilling. MOTES: 1) Test holes were drilled on November 11, 1983 with a 4 -inch diameter continuous flight power augar. 2) Locations of test holes were measured approximately by taping from features shown on the site plan provided. 3) Elevations of test holes were obtained by interpolation between contours on the plan provided. 4) The test hole locations and elevations should be considered accurate only to the degree implied by the method used. 5) The lines between material shown on the test hole logs represent the approx- imate boundaries between material types and the transitions may be gradual. 6) No free water was encountered during drilling or when the holes were checked three days later. 7) WC = Water Content (a) DD = Dry Density (pcf) -200 = Percent Passing No. 200 Sieve NP = Nonplastic M #26,781 1 chen and associates, inc. I LEGEND $ NOTES OF EXPLORATORY HOLES I Fig 4 CA -1-79 3 4 5 6� 0 0 'n 1 H a. 0 2 U 3 chen and associates, iv 1UU APPLIED PRESSURE — ksf Moisture Content = 9.2 percent DryUnit Weight = 124.0 pct Sample of: claystone-siltstone From: Hole 2 at 24 feet No movemenl ui ion wetti 0.1 1 n APPLIED PRESSURE — ksf #26,781 SWELL -CONSOLIDATION TEST RESULTS Fig._ Moisture Content 6.2 percent Dry Unit Weight 110.7 pcf oil 11 1 111 0 II iv 1UU APPLIED PRESSURE — ksf Moisture Content = 9.2 percent DryUnit Weight = 124.0 pct Sample of: claystone-siltstone From: Hole 2 at 24 feet No movemenl ui ion wetti 0.1 1 n APPLIED PRESSURE — ksf #26,781 SWELL -CONSOLIDATION TEST RESULTS Fig._ 1= V/ V) w w F- O _ to O LU F— J m Q � z F- O m Q z J w LL, U O a) a) 0 X -i F z K r: 10 m c o 0 0 C> i-) N +jCd W � /n En tf) > N i -I 1-J 4-1 �j o r ` r -I .-i J Vv N In N M 00 NQ O Cd d K 1 I N 1 O I U Wm fd g z z U N c O O O N N In 01 r- cd .i •ri .-� R7 .-I (n t V) vU vI U p W W > _ =�v4 Z wWN Q O a ¢ u�r _ � N 7 V N r - X U W p Ci CL t zo z z V y J Q ccJ O C W o r Ko 3° J J... Z = Q W Z � V) - N o0 00 M N N W < �% IL N r4 N In N to Qo N M Z N O 0 < ¢ J U W 0 <C M N u [� O J y a rr� N cc O W Z p r-1 N e -i r•-1 J C F < 2 K:3* N r u 1--z— 'D Q1 N N 00 Zz0 M N M Oi 00 = Y Z r W O W W r I o Nt I M u .--1 U7 Ol N N 0 J W J Q < N W J N O Z TABLE II PERCOLATION TEST RESULTS WATER DEPTH WATER DEPTH HOLE HOLE LENGTH OF AT START AT END DROP IN AVERAGE NO. DEPTH INTERVAL OF INTERVAL OF INTERVAL WATER LEVEL PERCOLATION RATE (In.) (Min.) (Inches) (Inches) (Inches) (Min./Inch.) 1 48 15 33 22 11 6 15 22 16 6 18 1 15 16 12 4 18 16 15 11 8 4 15 16 15 8 6 2 15 30 6 3 3 10 2 46 13 25 - 19 6 15 19 18 1 15 18 16 2 15 16 14 2 15 14 14 0 30 14 11 3 12 3 48 12 36 24 12 15 24 17 7 15 17 13 4 15 13 10 .3 15 10 9 1 30 9 7 2 15