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HomeMy WebLinkAbout03041 • f . Y > I GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N°_ 3 0 A 4 t • • 109 8th Street Suite 303 Assessor's Parcel No. a' p`i Glenwood Springs, Color d o 81601 f 4 y Phone (3) r A 6 -6 12 r 1 I This does not constitute U; • 1 . INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. 3 /" � t PROPERTY 1 pp / � �!1 t� f� • �/ Q - t t 6� 4 11 6 0 C/ e Pre sent Address4 ) OW I C ee ,4 �3r Phone l a � "S5a7 ! . Nam 1 1 J l �ry1 I,, ,9 1 System Location tgOO (QUn1`1 Re. I C ((late c 1 'O f 1a'- (eg c e P0rc\ J . f i Legal Description of Assessor's Parcel No. 55 �� /( SYSTEM DESIGN C 0 "K 0 so � N r L y `1-r, c L . A u et ( 0 .../ t.v A r c4. & t J ' I ! ( 1 5 n (.) O eptic Tank Capacity (gallon) 1 i Other , r S' • + 2 D / t �J Percolation Rate (minutes/inch) Number of Bedrooms (or other) { 1. i Required Absorption Area - See Attached C r t Special Setback Requirements: t • 1 Date Inspector k i. q u f f FINAL SYSTE INSPECTION AND APPROVAL ( as installed) r ' Call for Inspection (24 hours notice) Before Covering Installation y is , ( H A D i) S /I1ICH COO�(7& & S j . System Installer - 1, Septic Tank Capacity 1 S O ( i i r,e S Septic Tank Manufacturer or Trade Name ('0 r Lc A `�/ { t Septic Tank Access within 8" of surface ✓ S' Absorption Area n U -2 ,k( IT T S 1 1 . f P T n C WC tit S c0 F 1 S £' a- • , 1 te Inn S ; Absorpt Area Type and /or Manufacturer or Trade Name �- 7 n A 1. • { Adequate compliance with County and State regulations/requirements �/ C 1 t C Other i y i -e 8 Ae. 1 t. I. { Date 9 Inspector • f RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE 1 t •CONDITIONS: f ` 1 All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 9 I 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 - r -. nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a 9 ' requirement of the permit and cause f or 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). s a White - APPLICANT Yellow - DEPARTMENT HEPWORTH- PAWLAK GEOTECHNICAL, INC. • TABLE 11 PERCOLATION TEST RESULTS JOB NO. 198 301 HOLE NO. HOLE DEPTH \ LENGTH OF WATER WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL DEPTH AT AT END OF WATER PERCOLATION (MIN) START OF INTERVAL LEVEL RATE INTERVAL (INCHES) (INCHES) (MIN./INCH) (INCHES) P -1 64 15 8 14 6 2 y 8 4% 1% 4 K 3 A 1 3y 2% 1 water added 7 • 6 1 6 5 1 • 5 4 1 4 3'b % 20 P -2 52 15 814 7 1 ' 7 5 2 5 3% 1 3% 2% 1 water added 7 5 3 4 1 Y 5 3 4 4'k 1 Y 4 '% 3 3 4 3 4 3 93 2 3 4 1 17 P -3 66 15 9 3 4 6 '/ 3 'b 8Y 4% 1 3 4 4% 3'4 1 y • 3 % 2'% . 3 4 water added 6 3 6 '4 1 % 6 6X 1' 5'% 4'% 1 4'b 3 `4 1 16 I ' I Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 11, 1998. Percolation teats were conducted on May 12, 1 598. The percolation rate was based on the last two readings of the test. . ✓ 4 INDIVIDUAL SEWAGE DISPOSAL SYS'l' M APPLICATION OWNER 6 G7f 6 F_ 511/F dlr./ ADDRESS W f a owC Gni< / no � �Fti PHONE g SIa7 CONTRACTOR ADDRESS PHONE PERMIT REQUEST FOR (x) 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: Near what City of Town CA-a !i c.- f ire F Size of I ,ot a d— /¢ C Legal Description or Address S te R?TAa+ /IE -y - (or,..></ 14,90 /a3 Gin s& /41444 WASTES TYPE: ( ) DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES Y,) OTHER - DESCRIBE /kri If a mr-.J -' 73-€7 BUILDING OR SERVICE TYPE: Number of Bedrooms /5 1 — 3 /S *T Number of Persons oZ ( ) Garbage Grinder ( ) Automatic Washer ( ) Dishwasher SOURCE AND TYPE OF WATER SUPPLY: }.WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: /0 An i le 5 Was an effort made to connect to the Community System ? /V Q A site plan h required to be submitted that indicates the following MINIMUM distances; Leach Field to Well: 100 feet yC 5 &F nyp-" "POT -' Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System to Property Lines: 10 feet YOUR INDIVIDUAL, SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE IS,SIJED WITHOUT A SiTF PLAN, - /l. a 6 t o >' G's /77or C(ROT JNI) CONDITIONS: /9-7779 Depth to first Ground Water Table Percent Ground Slope 2 t r TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: 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 DISCHARGED DIRECTLY INTO WATERS OF THE STATE? /-' • PERCOLATION TEST REST TITS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Sk ` /* P CEc ACA ,i R—` rc ^/ Minutes 7 C per inch in hole No. 1 Minutes / .5 per inch in hole NO. 3 Minutes / 7 per inch in hole No. 2 Minutes / 7 5 per inch in hole NO/9 y G Name, address and telephone of RPE who made soil absorption tests:. CE. D UG 50ao /!oq -n /SY © cc .0. G/ 7ri— 7V - 2gfl -- Name, address and telephone of RPE responsible for design of the system: 96994. 77.ESZ o F a/a /1- 4-61.46. q7G- (4. - Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations 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 same for purposes of issuing the permit applied for herein. I further understand 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 perjury as provided by law. Signed // rrr Date 9/ c r PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! & 4f - G A 6 C 1 "ltr 3 01 ORA Do • PARCEL. A A TRACT OF LAND S/nww /N LOT 6 AND A PORmOW OF LOT 12 OF SECTION 13, 7O$' '#P 7 SOL" AIktt so MIST or THE 6174 PM, PORTIONS OF LOT T AND 2 OF SitIPON 24, TOWNSHIP 7 SCUT" RAW( 66 WEST OF 711E am P.M AND PORTIONS OF . LOT! 11 AND 7 Or =nom 7e4 TOWNSHIP 7 SOUTH, RANGE 87 *sr OF 711E 6711 P.M., MAW PARTICULARLY orsot ACD AS FOLLOWS: ' IMPI NVMR 47 A POINT ON 774E EASTERLY RAOHT -OF -WAY OF COUNTY ROAD TAT Ni A MIR AND GAP, Li AND. NSW *PENCE .4 * ASS C4P FOUND IN PLACE MD PROPERLY HARKED FD? 171E SVThE5$ CORNER TO ME NORM QUARTER CORNER OF SW SaC7oy 24 9I6411s & snort g. an MT; THENCE S. 99'$54 45t E. • ; . 044P . S 10�Ad W =V ALONG OF 24 , s OF SW )N LOT I! = 73 70 A ROAR AND ALLMN(IM GAP, L.S NO. 15710 EIE7NC TINE L IFT OF SAID LOT 12, SECTION l.J, THENCE ALONG THE WESTERLY 80UNP4Rr OF LOT SECTION /J N. Or,J'1t W. 106.29 I'ECT 7O A RE84R ANO G4P LS ?C M50 BEIW PE NORTHWEST CORNER Or SAID LOT 6, SEC770N 73; MENGE N. 88•48'41` E IJJ&73 fSFT ALONG INC NORM BOUNDARY LINE of 5Aro LOT 9, SECiI7N 13 TT) A POINT ON 771E EASTERLY BOUTIAIRY UNE OF SECTION 1J BEING PC NORTHEAST CORNER OF S410 LOT Q SECTION 13 AND 9AIN1O A MAR AND GIP, L.S. W. 269541 BENCE & 0t'OJ'2t' E 57179 rift ALONG S410 EASTERLY BOUNDARY LAN' TO A BIKES cm fWNVO IN PLACE AMP PROPERLY AMflflP FUR 711E EAST WARIER OOIIM OF SAW SECTION lJ• THENCE CONTINUING KONG SAID EASTERLY BOLMVO4RY UN£ S 40 W. 2147.21 PUT' � 70 A wove AND CAP. L.S. NO. 26950• PENCE S. 4WW107" E. J100 RAT 70 A 1M9 C4P, LS NO. 28950: PEACE M • 00'5535 E 81.648 PUT TO A RED4R M1D CAM L.S MO 7972.• ANEIVCE N. BLN' T8'3 r E. 702.41 PUT 70 A POINT ON 774E EASTERLY flI O4RY LIVE or 540 • LOT 7 3iGCflON 18 LMiN'.' A AiFAR AND 04P, LS /A0: 29930: THENCE KONG SAID =CRY 169 BOUNDARY LAVES 0 �IT FEET 7O A TO A .S warmly rJ fir` .r :' 801.41r LIE 0 LOT n. SIPHON id WINO A RPM? AND GIP, L.S NO. 28930; • Peat N. Mawr C JOE 78 FEEL ALA SW NE51EWLY BOUNDARY LAVE IV A IIA7iIR AND CAP, LS y NO 2895 PEACE N. 90'0000 W. 101.80 70 FEET 7O A PEW � . � P THENCE 9 W 145.51 FEET 7 70 0 .4 P13MR AN AND � ' L.S. N0. S: OOTTIPT8�W. 809.57 F 7O A ROAR AND CAP. L.5. AO. 28950�p'39'S4 W. 684.73 FTET 70.4 PONT ON VC CENTERLINE Of COUNTY ROAD 105 *WNW A WITNESS CORNER BEARS S. 89'.'19'54 E. so.00 FEET 714741: S. Orsttr W: 74403 FEET KONG 3410 otaromure 70 A POINT IN ONE flit TIW G OW EvLIN Y• RAID 105 WHENCE A WITNESS CORNEIR BEARS N. 903030" W. fir; 1101VOE LOOPS, WO CENTERLINE N. 90'170'08 W 367.10 FEET 70 A ROW AND GAP, LS. N0 28950' 7NOCE N WNW' W. 84.68 FEET 70 A 141141 AND OW,, L.S. N01 8 ,HENCE N. 0058?T W. 157.75 FEET TO A 1E841 AND G40 L.S. Na 26950'? Pea 5. 8 W. 590.74 FEET To .4 RE34P AND C.41 LS. NO. 2 _newt S flat' W. 735,99 FEET 70 .4 MOW MOW AND CAP, L.S. NO 14111; PdNC N. 872158E .724.87 FEET TO A PORT ON 7NE FAS7ERLr PIQNr- Or-w4r of MUMy ROAD 103 BON A REGO ANO GIP, L.S. NO. 26940; »4WCf N. 0170'35" E 137.79 PEET ALONG SAO EASTERLY RIGHT O` LINE Bf/NC A wave MID GAP. L.S. N0. 26950 Newer N. 0176'76' w 7001.51 FEET ALONG 54/0 RIONT- OF-WW TO THE MINT OF 9EC/NNING. 54/D PARCEL CONTAINING' 761.92 ACRE'S. AN011•E OR LESS ;VMS. LTD. MoLauahlin Wader Unainoore 210 A AABC Aspen Co. 81611 970- 925 -1920 970- 925 -1974 fax Email mweaspenmrof.net pates June 10, 1998 TEL. GARFIELD County Environmental Health & Colombo International Prom' Dean Derosiers McLaughlin Water Engineers, Ltd. EL. Shifrin Residence Indoor Arena - Septic System Design Notes The following are my design notes for the SNIBRIN RESIDENCE INDOOR ARENA Septic System design on Cerise Ranch in Garfield County. The indoor proposed to have 1 bedroom and 3 bathrooms. I have designed the system to be oversized for the 2 bedrooms and to accommodate the additional bathrooms and arena use. Z have also recommended to the owner that the horse wash bays be separated from the new septic system. The grey water from the wash bays should be diverted through a 500 gallon sand trap prior to • daylighting out into one of the fields. Caretaker unit, - 1 - Bed rooms, 3 bathrooms - Approx. 1,000 Square Feet of living area - 100 gallon per day per person - 17.5 minute per inch pert rates (avg) - Pere Test by N P Geoteoh from Glenwood Tank sizing - 2 - Bed Rooms only require a 750 gallon tank, with the additional bathrooms and arena use ; recommend a 1.000 gallon tank TANK SIZE - 1.000 GALLONS Flow ■ Q a 2 bed rooms x 2 peo/br x 100 gal /day /per x 1.75 ■ 700 gallons per day Area of Septic field reauired a A A a (Q \5) x square roots of the perc rate (AVG) - 700/5 X SR(17.5) A a 585 square feet Infiltrators allow for a 30% reduction in size . A . 490 S8 Infiltrators ■ 15.5 square feet /unit . 31 infiltrators - USE 30 INFILTRATORS System Design is for a total of 30 unite, 15 infiltrators in each of the 2 - 90 foot long trenches. The system is to be installed below the lowest horse paddock. Piping from the arena to the tank and from the tank to the trenches will be 4■ SDR 35 PVC laid at a minimum of 1%. Insulate lines with less than 5 -foot of cover or in uninsulated crawl spaces. Trenches shall be infiltrator units, with 15 units in each trench set at the elevations noted on the drawings or field determined by the engineer. Trenches shall be 12 -feet minimum apart with a minimum of 6 -foot of undisturbed soil between each trench. Adjustments to fit site contours; may .bs._ made .per approval -of- the engineer. Elevations of the tank and trenches shall be finalised in the field by the engineer. Inetellptiop and operation shall be approved by the engineers prior to final ce Milt;;,.! 3 stem must most all OCMR and NNE standards. O. D t oe r, P.` • �;� }�, �� 4 1 AVM 1„ YYL Y�� Y � - NAL E10$140 okunimmoun • • • • HLI`WORTH- PAN'LAI< GLOTE.CHNICAL, INC. +020 Road 15 Gv n woad Springs, C(1 816(11 I a, 970 915.845: May 29, 1998 Phone 970 94c-7988 Revised June 3, 1998 George Shifrin c/o Colombo Inte national, Inc. Attn: Steve Buetton 520 East Cooper Avenue, Suite 205 Aspen, Colorado 81611 Job No. 198 301 Subject: Preliminary Subsoil Study for Foundation Design and Percolation Test, Proposed Indoor /Outdoor Arena, Douglas -Cerise Ranch, Crystal Springs Road, Eagle County, Colorado Gentlemen: As requested, Hepworth - Pawlak Geotechnical, Inc. performed a preliminary subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our proposal for geotechnical engineering services to George Shifrin dated April 30, 1998. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed arena will be a large one story steel frame and metal skin structue. The building will have a footprint of about 218 feet by 137 feet with the roof supported on columns. We assume cut depths will not exceed about 10 feet. Foundation loadings for this type of construction are assumed to be light to moderate and typical of the proposed type of construction. The septic disposal system is proposed to be located downhill to the southeast of the arena. When building location, grading and loading information have been developed, we should be notified to re- evaluate the recommendations presented in this report. Site Conditions: The site is currently on irrigated pasture and was vacant at the time • of our field work. The ground surface on the property is rolling with a gentle to moderate slope down to the south and east. There is about 30 feet of elevation difference across the property. Two irrigation ditches are located in the northwestern portion of the property. The lot is vegetated with grass and weeds. There are deciduous trees and brush along County Road 103 on the west side of the site. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating five exploratory pits on the property and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1 • The locations of the pits were determined by theclient. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of medium stiff to stiff sandy silty clay. Basalt fragments up to boulder size in a sandy silt matrix were encountered • George Shifrin • • May 29, 1998 Revised June 3, 1998 Page 2 beneath the clay in Pits 2 and 4 at depths between 4 and 5 feet. Results of swell - consolidation testing performed on relatively undisturbed samples of the clay, presented on Figs. 4 and 5, indicate low compressibility under existing moisture conditions and light loading and a minor to moderate collapse potential (settlement under constant load) when wetted. The samples generally showed moderate compressibility upon additional loading after wetting. The sample from Pit 1 at 5 feet may have become disturbed during sampling. Results of a gradation analysis performed on a sample of the gravel (minus ' inch fraction) obtained from the site are presented on Fig. 6. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of' the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1,500 to 2,500 psf for support of the proposed arena. The soils tend to compress after wetting and there could be some post- construction foundation settlement. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures (if any) should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on -site soil as backfill. Passive pressure against the sides of' footings to resist lateral loads should be based on an equivalent fluid unit weight of 350 pcf. The coefficient of friction on the bottom of footings to resist sliding can be taken as 0.30. Floor Slabs: In the event that slab floors are desired for a portion of the building, the natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on- grade construction. The clay soils could compress when wetted. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free - draining gravel should be placed beneath slabs -on -grade to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. H - P 9EOTECH • George Shifrin . • • May 29, 1998 Revised June 3, 1998 Page 3 All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the arena has been completed: 1) Inuh►dation 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 pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on May 12, 1998 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of about 1 foot of topsoil overlying medium stiff to stiff sandy silty clay. The percolation test results are presented in Table II. The percolation test results indicate an infiltration rate between 15 and 20. minutes per inch with an average of 17 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re- evaluation of the recommendations may be made. H - GEOTECH George Shifrin May 29, 1998 Revised June 3, 1998 Page 4 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 reconunendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and\testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. f , p� RFG /S� Jordy Z. • da ..on Jr., P.E. j - ^ 7O`7 ` i 6 y� obi Review • by: • ..• , ltt `\ t b orn ,‘..:4E Vim Daniel E. Hardin, \P.E. JZA /kmk attachments cc: Maggert & Associates, Inc. - Attn: Dan Fraker • H -P GEOTECH • APPROXIMATE SCALE 1" .• 700' o I o � I 0 • 1 HAWKRIDGE SUBDIVISION 2 IRRIGATION DITCHES PIT 1 ■ PIT 4 PIT 2 • PIT 5 • PIT 3 PROFILE I 1 PIT. AREA I ENLARGED BELOW APPROXIMATE SCALE 1 " :40' P 3 • p ___ • PROFILE p 2 PIT Q • ■ P 1 198 301 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS I Fig. 1 GEOTECHNICAL, INC. \ PIT 1 PIT 2 PIT 3 — 0 0 -..— �,, WC=19.1 — Li — OD ■57 _ Li 1a. I 5 Vital" __ 5 . .� C ^ -20 79 _: WCaa - $' +472 —2005 - ..._ 10 10 ...., PIT 4 PIT 5 PROFILE PIT i — 0 . 0 — _ to u --- O WCa1J.1 d U. ,, — 200=15 LLa41 I 5 P1 =10 Wc�to.7 5 r d — \ J 00 = 96 — $, 0 — — 0 WOe119 — DD■98 — 200-86 ....... 10 10 198 301 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. (( LEGEND: TOPSOIL; slightly sandy silty cloy, organics, roots, medium stiff, slightly moist to moist, brown. ^7 CLAY (CL); silty, slightly sandy to sandy, with roots, scattered fragments of basalt up to cobble size, medium stiff to stiff. brown to light brown, calcareous. slightly porous. GRAVEL (GM); silty, sandy, scattered cobbles and small boulders, medium dense to dense, slightly moist, light brown, fragments of basalt. 2 Dlometer hand driven liner sample. Disturbed bulk sample. J T Procticol backhoe refusal. NOTES: 1. Exploratory pits were excavated on May 8, 1998 with a bockhoe. 2. Locations of explorotory pits were measured approximately by pacing from features shown on the site pion provided. 3. Elevations of explorotory pits were not measured and logs of exploratory pits are drown to depth. 4. The explorotory pit locations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Woter Content ( R ) D0 = Dry Density ( pcf ) +4 = Percent retained on No. 4 sieve —200 = Percent possing No. \ 200 sieve LL - Liquid Limit (R ) PI = Plasticity Index (X ) • 198 301 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS Fig. 3 GEOTECHNICAL, INC. Moisture Content a 11.4 percent Dry Density Weight - 76 pcf Sample of: Sandy Silty Clay From: Pit 1 of 5 Feat 1 2 Compression upon 3 wetting 4 o . % r.) I 6 7 _ 9 10 O 11 0.1 1.0 10 100 APPLIED PRESSURE — ksf 198 301 HEPWORTH — PAWLAK SWELL— CONSOLIDATION TEST RESULTS Fig. 4 GEOTECHNICAL, INC. Moisture Content = 19.1 percent Dry Density = 57 pcf Sample of: Silty Cloy with roots From: Pit 2 of 2 Feet 0 - 1 • No movement • upon 2 wetting v • v 3 0.1 1.0 10 100 APPLIED PRESSURE — ksf Moisture Content = 10.7 percent Dry Density = 96 pcf Sample of: Sandy Silty Cloy From: Pit 5 of 5 Feet 0 K Compression upon wetting 2 3 • 0.1 1.0 10 100 APPLIED PRESSURE — ksf 198 301 HEPWORTH — PAWLAK SWELL— CONSOLIDATION TEST RESULTS Fig. 5 GEOTECHNICAL, INC. . I 100110WEIER TOE IEA02105 I US 2TA70A1m ale GM i MAME aZAR SWMt OPEN= 24 MR. 7M IOO�s11S M. 00 all Mt M 4 11114. M. ma — . 1 MK roc 160 930 /is 0 M 3,r i 3/4T 1 ,/Y r ve r 0 — a C = — a a — - - - - p�. WOOER -- — it — . — Y --- en — Omr -- 110 — — — 10 o — toname la Mono -- -_ am wetsaa a ass aim _a — a — — NIP■ini•a• mom - -1•, lain= — b �� .� 10 — WO __ —s— MS MN -- •� wt -� — — MINN @a ma _ _ _ a 70 30 assa sa. _ __ mason _ -- S W s was as ___ ars V) . _ _ - an -- _ _ o ■•110.. -�._ -- — ¢ LIJ Fm am masa assa -- asms = — - -- mans am 8 - - — ce as — a —= — 4o �_ _ _ a so — _� _ � _ - - — — — — NEI_� - - — ONIMOIN — � � .. . •mow — MO — — — •— 10 _ __ — 7o — — — a �� a ass so — OM= — — __ — — — — — 20 — --- -assa ass 50 — ..�-- - -�� —. _ anima swan a a — :� - -- - err-- a — — a sass 10 — — a ___ _ — — — — �.ir� -- a ass s a sae -- a _ ___ a a Oa MINION ����� p 100 .001 .002 .005 .009 .010 .037 .074 .150 .300 .000 1.10 12e 4.75 0.6 10.0 37.5 7E2 1115 203 DIAMETER OF PARTICLES IN MIWMETERS Our 70 51-7 1111111111110111111111111111a021=11 F II. - 41� +r.. t ;•1.?:+N GRAVEL 72 X SAND 23 X SILT AND CLAY 5 % LIQUID LIMIT X PLASTICITY INDEX 9. SAMPLE OF: Slightly Silty Sondy Gravel FROM: Pit 2 at 6 to 6.5 Feet • 198 301 HEPWORTH - PAWLAK GRADATION TEST RESULTS Fig. 6 GEOTECHNICAL, INC. A ' \� T.) p. > • m ro c w- a c) e g >. O Q N t N 10 CO m > ._ V .0 L N ' la W Ol N N N N N ' N N z r2 I J D V a Z V : W F. I- 0 cc c 11E W Y m a J d u. = o CC CC 3 2 5 W 0 i E N Z Q n LC) 0) CO z I 71. r N r n W .: 6 f') O M r r r r 1 1 i N O M tO i N k r N It In