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HomeMy WebLinkAbout4877 .. i N 04877 GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109.8th Street Suite 303 • Glenwood Springs, Colorado 81601 (303) 945 -8212 Job Address 4401 County Road 114, Carbondale Nature of Work Building Permit Use of Building Single Family Dwelling Unit w /Double Garage Owner Michael & Minam Berkeley Cc itractor Meldor Associates Amount ofPermit: $ 2,060.23 Date: August 30, 1993 Permit: 1248.50 Plan : 811.93 S. Archuleta Clerk White - Treas. Canary -Office • Pink - Applicant Gold - Duplicate FA "]t 9�' i 11 A / r n GARPIELI) COUNTY APPLICATION FOR BUILDING PERMIT ii BUN PE * 2 5 1993 PERMIT NUMBER c c please print or type DATE g-36)--7.5 A ; u TO 13E 4 I 1) OUT ]3Y A] ?I'LIQANT PLOT PLAN ADDRESS yyo( r_I� 1 /'7 a/'UOAjd a. le NOTE: Show easements, property line dimensions .a SUBDIVISION - / all other / specify north, and street • PILING II LOT 11 _ BLOCK // name. For odd shaped lots, or if space is o W TAX SCHEDULE A _ too small, provide separate plot plan. LEGAL (SEC /TWN /RNG) 11 OF BUILDINGS NOW ON PARCEL ], iv yc rcw.orccY e �^ cC - E, Th i•n'0.� S C�� USE OF BUILDINGS NOW ON PARCEL SGp NAM T MAILING ADDRESS 3ycoI 1 (`� E-4 - — ,, 6 CITY GIch , A s s co PHONE `IYS sg3Z 3'\ / , a-Ca x,.7 . E z M NAME T c ,-...„ '. (c - a._ t�w.c .1 / �‘ a z ADDRESS - �� s, \ a w 4 usµw7 1-4 s. CITY f e �s� Irl;. 5 a NAME 0\eid,rr Assoc.. -- _ s , T .�� H ADDRESS - u _ J - ��ahwy f,/OOdr S F CITY ce.,„6 ay. / -- t. - tcr ! ° a _ l L I vvo/ o b3 - IC LICENSE {.r ---^ _— �_ £.._ - °tfONC 5 _ - -'-- - CLASS OF I]OP,L. 'JEW /c ALTERATION ADDITION DEMOLISH REPAIR _ _ MOVE' MOBILE HOME (make /model) -------n°I.,L S.F. OF BUILDING 3 7 Co S.F. OF LOT - cs - - ao —s 1/ OF FLOORS 1-1 (� , HEIGHT _ _ mow T77 /on ice is en. nOomen ii OF FAMILY UNITS 1 1?, OF BEDROOMS 3 &gegry ur rJZI ✓2w ?Y INTENDED USE OF BUILDING s P 0 _ E.ae4r or% 3 GARAGE: SINGLE_ DEL K CARPORT: SINGLE DBL FRONT PROPERTY LINE FIREPLACE DOCUMENTS ATTACHED _ STREET NAME /ROAD NUMBER WATER SUPPLY -Q CHECK IF CORNER LOT DRIVEWAY PERMIT DESCRIPTION OF WORK PLANNED SITE PLAN BUILDING PLANS ,,- SANITARY SEWER CLEARANCE I hereby acknowledge that I have read this ON SITE SEWAGE DISPOSAL PERMIT application and the above is correct and I OTHER DOCUMENTS (specify) /SOS S)'S70 1 /MST ?LCVJ agree to comply with all county ordinances IN ruly /it sno Fdti S en, /So ° r?L r..r and state laws regulating building constructio !M''rlhptina -\ S/,CTK i w /Yr /Cc s (Pelelir -- "a lilt 4 -u,f' 1/ 1k ?3 / : nn t.. ���,- SIGNATURE /7 FOR OFFICE USE ONLY VALUATION 2 `yo - FLOOD HAZARD PERMIT FEE - $- - ,SPLAN CHECK FEE $S7/.1,3 CERTIFIED BLDG ELEVATION TOTAL FEE K 0 6 2,23 SCHOOL .IMPACT FEE $ 001.2 SPECIAL CONDITIONS DATE PERMIT ISSUED ZONING DISTRICT PROBLEMS WITH PERMIT TYPE OF OCCUPANCY p,-. 3 /'2 / TYPE OF CONSTRUCTION n _,_j_ / ADDITIONAL INFORMATION NEEDED S.F. OF BUILDING6 5- S.F. OF LOT MAX. HEIGHT 2i-f�r " ROAD CLASS. CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR SETBACKS FROM PROPERTY LINE: ERONT ,S - 9'0 0 ` d OR ENGINEER REAR / 200 RIGHT - y'OO' i i-- LEFT 14 ^7 dot r OFT STREET PARKING SPACES REQUIRED - i ,/ f A PPROVED: y�c/ 1 /1_: c!!';i� � :3v -23 APPROVED: ci to � .J, / k � (! .;,'_ Dt1I LDING DEPARTMENT DATE PLANNING DEPARTMENT DATE v ra - ) j 1 t1 a) ) .� 1 V U L ' I C 7 ��!! 1 Z t 7i) W) 0 'O 'O i N UI L L O O Wi' 4 , (0 1 d d 0I r a e .+ �N CJ II �� � O C d a) t ( 7 - 0 O O ^ Q II O 1 �' N C 1 O O • -s a C7 -a t I- 4cd 0 'C1 0 Ci O 0 CV; a C e . o C rI �°".p ky Q d U 0 t o, �'"ri a) U cwi u up S d q' U p , 0 CI a = 61/i en ri rn = d7 = 1141 A�bFI W _ L- Q t d C d 'Z' b 4-1 C 41 Cm) ; › t' I O , C G� Q O V) O A N > h �Ny re a) tU (C C U Ct r. Q +7 a) .` O U 0 0 0 • J N ea d I G cn r a j d U , - 0 r i p ., N v •-• tu C:4,1) ti p / I G d {„ t) _ �; F ._. v a. IO q A ° y ' r o 1p■l RP • 117-1 d U a c \ v • 5 o P+M CI d r r �I ,p d C'1 *' r U C ry -4 6 r4 .E ` U w o U � r ) 1 W VI � e u v % sx y v '-I I I N 1 c� - ;y U ;n q .� r Q v di . - .0 a I r�I` .ty Q C7 „a .s. 7 � a i.. c: rn i S.I �7 N r b -._1 r p M C 0 0 3 I it G V \ ; j • t. 3 a . , t J , 1 f I > %U . " c P ol 7 t - N (� � ' Qfl f rn Ol is e CJ • l .� ▪ ('� .q rn '-), .r-i +' F C rt) - 1010 el I J I Li) ▪ e9 N =, 21 w q p HQ 0 h v r {y a) On ' 0 �\ O er r U m a w di J a r 7 ' j .1 , � {C1 V .• •� t il i . w H r ri ' .v ,- 0 6 M CJ r'D� 4' ti o . � . � -.: yr . . ,.:, .., �„� •... .. _ .� _ 'r° P 1 0P i t ril li tf ;T r I rl O a N ti ; n1a VVESTERN ' SLOPE SALES OFFICE -- 11C Contunr a. Sheet • • Suite 11 • • Glu.ric CT) E'C 3Li 719 '3763 DAVID SACK Tot 81- RiC F27 I— ‘' HAkb /7 I f Tr-R5 643-Ai &pet_ fife A Nic 44_ Petwt /Ai • 4 A) //0M i— WP--84/z j B46fler 4J/it Sco,s op_ r-- cr_=. VilLi4A FoR„ fors 147ES 50 ic- f 44-Ticno 1st- ei 3 . _ .fe) / 1 °El-) 17 • „kook I D [2:1 /TT- A 7 T t/e K /w f A/7 '3' L; /77' i/At lot) - p ( RAS1 X 7 # 7- 679 .P0 F7 • C72's2/52 / cif 1./Aka minolt1 c VA 1. ie A7 Al • c# 1 7 1 / 7 el frit LS u .3 tERti ir /2-1/7or! 6 .; 0 , -671-670 .1 c' rt-r- JoB NAME: JOB # LOCATION: SALESMAN: _ 'ATV ?±,,7 , - , , / (0?(7O • -GT; is t. Jr irc• 67 JC gaile P 7 i"Lt d 4 sa -ctir L v etc r, o ,_ tuit 07 if:3 CO (Alm t, Es trAtet ( s 4 "09. __ J N I ; � i '��II l Consulting Engineers and Sclanhsls 1 5060 Road 154 Glenwood Fp Colorado 61601 303 945.7450 1 303 945-2363 Facsimile 1 1 1 1 1 SUBSOIL STUDY PROPOSED BERKELEY RESIDENCE 1 LAKE SPRINGS RANCH GARFIELD COUNTY, COLORADO 1 JOB NO. 4 403 93 1 JULY 16, 1993 1 1 1 PREPARED FOR 1 MR. MICHAEL BERKELEY 3961 COUNTY ROAD 114 GLENWOOD SPRINGS, CO 81601 1 i I 119 4 44'i 1,2 ' '' i 1 , 1,?;; Consulting Engineers and Scientists 5080 Road 154 Glanwnnd Sp Colorado 81601 303 915 -7158 ' July 16, 1993 808945 -2363 Facsimile Mr. Michael Berkeley ' 3961 County Road 114 Glenwood Springs, CO 81601 Subject: Subsoil Study, Proposed Berkeley Residence, Lake Springs Ranch, Garfield County, Colorado Job No. 4 403 93 Gentlemen: 1 At your request, we have performed a subsoil study for foundation design at the site of your proposed residence at the Lake Springs Ranch in Garfield County, Colorado. The work was done is accordance wit our agreement for geotechnical services to you dated May 24, 1993. Subsoils encountered at the site consist of soft silt and clay that is moderately compressible and collapsible. The proposed residence can be founded on spread footings placed on at least 3 feet of structural fill and designed for an allowable hearing capacity of 2000 psf. As an alternative the residence can be founded on a drilled pier foundation system. The report which follows describes in detail our investigations, 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, CHEN - NORTHERN, INC. Thomas L. Allen, P.E. 1 Enclosure cc: Mr. Norm Bacheldor 1 1 1 TABLE OF CONTENTS 1 PURPOSE AND SCOPE OF STUDY 1 PROPOSED CONSTRUCTION 2 1 SITE CONDITIONS 2 1 FIELD EXPLORATION 3 1 LABORATORY TESTING 3 SUBSURFACE CONDITIONS 4 1 ENGINEERING ANALYSIS 4 DESIGN RECOMMENDATIONS 6 1 FOUNDATIONS 6 SITE GRADING 7 1 SURFACE DRAINAGE 7 LIMITATIONS 8 1 1 FIGURE 1 - LOCATION OF EXPLORATORY TEST PITS FIGURE 2 - LOGS OF EXPLORATORY TEST PITS 1 FIGURE 3 - LEGEND AND NOTES 1 FIGURE 4, 5, 6 AND 7 - SWELL- CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS 1 CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES 1 1 1 1 Chen @Northern, Inc. Consult ng Engineers and Scent ars 1 1 - 1 - 1 PURPOSE AND SCOPE OF STUDY 1 This report presents the results of a subsoil study for a proposed residence to be located 1 on a subdivided lot of the Lake Springs Ranch, near Colorado Mountain College in Garfield 1 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 1 with our agreement for geotechnical engineering services to you dated May 24, 1993. 1 A field exploration program consisting of excavating two exploratory pits was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration ' were tested in the laboratory to determine compressibility and engineering characteristics of the 1 on -site soils. The results of the field exploration and laboratory testing were analyzed to develop ' recommendations for foundation types, depths and allowable pressures for the proposed residence foundations. The results of the field exploration and laboratory testing are presented 1 in the report. ' This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil 1 conditions encountered. Design parameters and a discussion of geotechnical engineering ' considerations related to construction of the proposed residence are included in the report. 1 1 1 1 II leper Vol there, Inc. Consulling Engineers and Scients's 1 1 -2- 1 PROPOSED CONSTRUCTION 1 The proposed residence will be a two story, log home, covering an area measuring about 1 66 x 40 feet in plan view. The drawing provided to us indicates the finished first floor elevation 1 will be close to elevation 7102, or about 2 feet above the existing site elevation. We anticipate the residence will have a crawlspace below the first floor. Grading for the structure is assumed ' to be relatively minor, limited to that necessary for foundation construction. We anticipate wall 1 and column loads will be heavy in comparison to typical residential construction. Based on experience, we estimate wall loads will be in the range of 3,000 pounds per lineal foot and t column loads could approach 20,000 pounds. 1 If building loadings, location or grading plans change significantly from those described 1 above, we should be notified to reevaluate the recommendations contained in this report. 1 SITE CONDITIONS 1 The proposed residence site is located on a small knoll along the south side of a larger 1 hillside. Natural topography surrounding the site slopes steeply downward in a southerly 1 direction. Total elevation change across the proposed building site is about 2 feet. Grades are typically between about 20 to 40 percent. Natural vegetation consists of grasses, sagebrush and ' scrub oak. At the time of the field exploration, the precise structure location on the site had not been finalized. 1 1 CheneNorthern, Inc. consuuina Engineers and 6clenbsrs - 3 - I FIELD EXPLORATION 1 The field exploration for the project was conducted on May 25, 1993. Two exploratory pits were excavated at the locations shown on Figure 1 to evaluate subsurface conditions. The pits were dug with a backhoe, and were logged by a representative of Chen - Northern, Inc. Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Relatively undisturbed samples were obtained by hand driving a thin walled tube ' sampler, and disturbed samples were taken from the backhoe bucket. Depths at which the ' samples were taken are shown on the Logs of Exploratory Pits, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. 1 LABORATORY TESTING Samples obtained during the field exploration were taken to the laboratory where they were observed and visually classified in accordance with ASTM D2487, which is based on the Unified Soil Classification System. Representative samples were selected for testing to determine the engineering characteristics of the on -site soils in general accordance with ASTM or other approved procedures. These tests consisted of moisture content, dry density, percent passing No. 200 sieve and consolidation tests. Results of all field and laboratory tests are summarized on the enclosed figures and table. These data, along with the field information, were used to prepare the Logs of the Exploratory Pits shown on Figure 2. 1 Ch en0Northern, Inc. Consulting Engineers and Scientists 1 -4- 1 SUBSURFACE CONDITIONS 1 The subsoil conditions encountered at the site are shown graphically on Figure 2. The subsoils consist of about one foot of topsoil underlain by silt and clay, having varying 1 percentages of sand. Below a depth of 5 feet in Pit 1 the soils transition to a slightly gravelly silt and sand mixture. ' Results of consolidation testing performed on relatively undisturbed drive samples, 1 presented on Figures 4, 5, 6 and 7, indicate the materials are moderately compressible at the ' natural moisture content but have a high potential for settlement when wetted under constant light surcharge (collapse) and are highly compressible upon additional loading. The laboratory 1 testing is summarized in Table I. ' No free water was encountered in the pits at the time of excavation and the subsoils were generally moist. 1 1 ENGINEERING ANALYSIS 1 The soils at this site have a very low in -site density and are therefore highly compressible 1 and collapsible when they become wet. Surface run -off, irrigation and utility line leakage are possible sources of water which could cause wetting. There is a high risk of settlement for 1 footings supported directly on the natural soils. Therefore, conventional footings on the natural 1 soils are not recommended. Spread footings should be placed on structural fill which extends at least 3 feet below 1 1 Chen No'thern, Inc;. Consulling Engineers and Sc en[isls 1 - 5 - 1 the bottom of footing elevation and 3 feet beyond the edges of the foundation. By densifying 1 a zone of soil below and beyond the foundations, the compressibility and collapse potential of the soil closest to the foundations is reduced. The compacted zone also reduces moisture infiltration into the underlying soils. The structural fill should consist of the fine grained on -site 1 soils. Use of a more permeable granular imported material, such as road base, is not recommended for this site because it will increase the risk of surface water infiltration into the ' underlying soils. In the event the subsoils below the structural fill become wetted differential 1 settlements could occur which could cause structural distress. Site drainage recommendations to help reduce infiltration into the foundation soils are presented in the "Surface Drainage" ' section of this report. 1 Construction of the structural fill will cause a significant shrinkage of the volume of excavated soil. Depending upon the depth of the crawlspace, it might be necessary to borrow additional on site material to use as structural fill. 1 As an alternative to reduce the risk of settlement and structural distress the proposed ' residence can be founded on a drilled pier foundation system. The drilled piers would bear on relatively incompressible soils below the low density silty soils and would be capable of 1 supporting heavy loads with low settlement risk. Additional subsurface exploration consisting 1 of exploratory borings to determine the depths to a suitable bearing soils would be required. If this alternative is selected we would be available to perform the additional exploration and 1 provide recommendations for drilled pier design. 1 1 1 Chen @Northern, Inc. Consulting Engineers and Colonists 1 1 -6- 1 DESIGN RECOMMENDATIONS 1 FOUNDATIONS The design and construction criteria presented below should be observed for a spread 1 footing foundation system. The construction criteria should be considered when preparing project documents. 1 1) Footings placed on structural fill should be designed for an allowable soil bearing 1 pressure of 2000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. Additional 1 differential settlement of 1 to 2 inches could occur if the bearing soils become wet. 1 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet 1 for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate 1 soil cover above their bearing elevation for frost protection. Placement of foundations 1 at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span an unsupported 1 length of at least 15 feet. 1 5) Existing topsoil should be stripped from the building area and the exposed subgrade should be moisture conditioned and compacted prior to fill placement. 1 6) The zone of structural fill should extend at least 3 feet below the foundation elevation and 1 laterally beyond the edges of the footings a distance equal to the depth of fill below the footings. The excavated on site soils should be recompacted to at least 98 percent of 1 Cheri @1 1orthern, Inc. Genii ng Engineers and ScienEisls 1 ' -7- ' maximum standard Proctor density at a moisture content within 2% of the optimum. 7) A representative of the soil engineer should observe placement of the structural fill and perform tests to verify compaction. 1 1 SITE GRADING The risk of construction induced slope instability at the site appears low provided the ' building is located on the level portion of the knoll as planned. Embankment fills and foundation backfill above the structural fill should be compacted to at least 95 % of the maximum ' standard Proctor density near optimum moisture content. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter. 1 SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations should be avoided during construction. 2) The ground surface surrounding the exterior of the building should be sloped to drain 1 away from the foundation in all directions. We recommend a minimum slope of 1 12 inches in the first 10 feet surrounding the residence. 3) Roof downspouts and drains should discharge at least 10 feet away from the exterior foundations. 4) Landscaping which requires regular irrigation should be located at least 10 feet from foundation walls. 1 1 Chen0Northern, Inc. Consulting Engineers and Saenlisls 1 -s - 1 LIMITATIONS 1 This report has been prepared in accordance with generally accepted geotechnical 1 engineering principles and practices in this area at this time. We make no other warranty either 1 expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory test pits excavated at the locations indicated on 1 Figure 1, the proposed type of construction and our experience in the area. Our findings 1 include interpolation and extrapolation of the subsurface conditions identified at the test pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear to be different from those described in this 1 report, we should be notified at once so re- evaluation of the recommendations may be made. ' This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our exploratory information which has not been described or documented in this report. 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 1 appropriately interpreted. Significant design changes may require additional analysis or 1 modifications of 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 1 soil engineer. 1 1 1 ChenONorthern, Inc. Consulting Engineers and Scientists 1 1 - 9 - If you have any questions or if we can be of further assistance, please contact our office. 1 Sincerely, CHEN- NORTHERN, INC. t✓ crc ' John M. Pool, P.E. \\ t`P�a u. f //i ' Reviewed By: L AS q(� �. y • 28301 • 9 p Thomas L. Allen, P.i y /� ss'OhA` . * � JMP:ss 1 1 1 1 1 1 1 1 1 Ch en0Northern, Inc. Consulling Engineers and Scien[isls 1 �_ r U NS . ' ;, MIL U T hE MA E ; UNLE , I THIS CARO L3 : O ON THE I 2411011 RS NiD'lt''E BF QUIRRED FOR INSP:MCTIONs IJ�L PER IT ARFIELD COUNTY, COLORADO " iIte Issuedf.! . 9 o ne d Area Permit No._..J s` AGREEMENT 4.$2•16 considetation of the issuance of this permit, the applicant hereby agrees to comply; with : all lay..''a!rd regulations related -to the zoning, location; construction and erection of the X37 ±- �iroposetl` structure for which this paLmit is granted, and further agrees that if the atioye ,, said r•egulatibns- are not fully ,complied with in the zoning, location, erection and , Q ctoiistrticti'br of the above desc i led, structure, the permit may t n be revoked by notice 'I pprs sing In • o a t M' T 1 LYWH i �� , ILL i' VO[D t Caw t I $A{ i � ;r y 4 1^ y ,��w A �Ire or Legal Description_ , t rvn o f - ± , ,o .. y r de ontractor ,s. • • r - i Setbacks: .. Front Siue � ;;_8ide Rear - `` This Card Must Be Posted So o It Is Plainly Visible From the Street Until — Final Inspection. -- '- 1'..ra' - ° " l l "Y.-INSPECTION RECORD Zoning dimIe/ S a, Roof Covering "rv`l Ileetric=s a r•i(Jo I.1 ,t l l imocclor) (..41 - `f i 1 'SE/ 6 Found lli, C7.-- ' 3 ff ' I L Plumbing"-- U'ndergroiluna 9 -/ }-9 r 1 ddd Gas piping �9 3 Heating Ventilation, / 1 Frame / -J7'-- 3 .3-i ; \ Insulation ,7 4 � 7e �� Dr Plumbing -Rough � �� ,}' i r, trio -Rou, h i n i , - t l /z�Sl =2 t 5 ' � 1i ^ I ATE Final 7— / 1 99 / /x,11 . ALL LISTED I E 4, MUST BE INSPECTED AND APPROVED BEFORE COVERING — JJ WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. ,I, THIS PERMIT IS NOT TRANSFERABLE Phone 945 -8212 109 8th Street, County Courthouse, Glenwood Springs, Colo. /APP' • VEIQ _ l x in �+r,,,, 1 I . Date it L • BV /' t r WI' �' " 1,'. IF PLACED OUTSIDE - COVER WITH CLEAR PLASTIC - L ( y ap .. 1 1 1 1 TP- 1 TP -2 1 1 — 0 0 1 - 200 =58% 200 =70% _ WC =24% DD =74 pcf WC =34% — 5 DD =77pcf I - WC =24% - 200 =69% 5 — -200=51% DD =83pcf — WC =12% ; — 1 — DD =78pcg — 10 10— 1 — — 1 —15 15- 1 1 1 1 1 1 1 1 1 4 403 93 Chen0Northern,Inc. LOGS OF TEST PIT5 Fig. 2 1 • LEGEND: k -I Topsoil; silt and sand with roots and organic material.. 1 Sandy silt (ML); soft, moist, very low plasticity, red- brown, calcareous: 1 Sandy clay (CL); firm to stiff, moist, low plasticity, blocky structure, red - brown. © Silty clay (CL); soft, moist, low plasticity, dark brown to light brown. 1 M Sand and Silt (SM -ML); gravel soft to firm, moist, low plasticity to non plastic, light brown, calcareous_ I 7 Hand driven liner sample. 1 k_ Disturbed bag sample. 1 1 Notes: 1. Exploratory pits were excavated on May 25, 1993. 1 2. Locations of exploratory its were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory pits - were obtained by interpolation between contours on the site plan provided. 1 4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavation. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: 1 WC =Water Content ( %) DD = Dry Density (pcf) -200 = Percent passing No. 200 sieve 1 1 4 403 93 Chen0Northern,Inc. LEGEND AND NOTES • Fig. 3 ' z0 Moisture Content = 24 i percent 1 C Dry Unit Weight = 74 ampe of: pcf 0 : 1 Sample sandy silt N 0 From: I v T P I 1 @ .3' 0'2 0 U 1 3 . 1 4 (( Additional compression I 5 under constant pressure — due to wetting 6 O. 1 7 . 1 8 1 9 1 10 1 11 1 12 . 1 13 1 14 15 - 1 16 \ ID 1 . 1 0.1 1.0 1a 100 1 APPLIED PRESSURE — ksf 4 403 93 Chen ONOrthern,Inc. SWELL- CONSOLIDATION TEST RESULTS Fig. 4 1 ' Moisture Content = 12 percent Dry Unit Weight = 78 pcf Sample of: sandy silt with gravel 1 From: PIT -1 @_ 7 '0 0 .N 1 ' N i d E 2 0 1 3 ' 4onal compression under constant pressure due to wetting ' 5 1 6 7 1 8 1 9 1 10'' 1 1 ' 12 ' 13 1 1 ' at 1.0 10 100 APPLIED PRESSURE — ksf 4 :403 93 ChenONorthern,Inc. SWELL- CONSOLIDATION TEST RESULTS' Fig. 5 1 Moisture Content = '3 percent ' Dry Unit Weight = pcf Sample of. sandy clay From. PIT 2 @ 3' 0 ' O 1 O 0. Additional Compression I 0 2 �' under constant pressure - due to wetting 3 1 4 1 5 1 6 7 1 a I 9 1 10 D 1 11 1 1 ' 6.1 1 10 100 APPLIED PRESSURE — ksf 4 403 93 Chen 0 Northern ,Inc. SWELL- CONSOLIDATION TEST RESULTS Fig. 6 1 1 Moisture Content = 24' percent ' Dry Unit Weight = ' 83 pcf Sample of: sandy clay From: .i 1 PIT 2 @ 5' 1 ,p, I), -------14 I ° 1 n n — Additional compression E 2 under constant pressure I 0 due to wetting U 3 I I 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.1 1.0 10 100 ' APPLIED PRESSURE — ksf .4 403 93 Chen0Northern,Inc. SWELL - CONSOLIDATION TEST RESULTS Fig. 7 1 1 w 1 aF O N i O r � a I w I, 3 -0 0 9 O 'O 'O C C 0 0 N N N R CO C1 Cl Cl 1 1 a I F zc R ii o U - II O ti F H 2 I �" a a � co) v a W a • w FH I r41 d p O O F" W Z Z c> 0 Z d CO w 4g � ' Z 0 .a aQd� o M O w p z U I P4 Z g -, d CO v ' a F qz `d, N N r- w 1 Z C 1 FFZi v - v r C O O v N n N <00 1 F G4 z W m r m h .7 O G I U O F N a 1 1 i . CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Chen - Northern, Inc. ASTM Designation: D 2487 - 83 (Based on Unified Soil Classification System) Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group Symbol Name' . Coarse-Grained Soils Gravels Clean Gravels Cu24 and 1<Cc<3` GW Well graded gravel' More than 50% retained on More than 50% coarse Less than 5% fines' No. 200 sieve traction retained on Cu<4 and /or 1>Cc>3' GP Poorly graded gravel' No. 4 sieve Gravels with Fines Fines classify as ML or MH GM Silty gravel' `" I More than 12% fines' Fines classify as CL or CH GC Clayey gravel "" Sands Clean Sands Cu26 and 15_Cc SW Well- graded sand' I 50% or more of coarse Less than 5 %lines° fraction passes No. Cu<6 and /or 1>Cc >3' SP Poorly graded sand' 4 sieve Sands with Fines Fines classify as ML or MH SM Silty sand° "' ' More than 12% fines° Fines classify as CL or CH SC Clayey sand` "' Fine - Grained Soils Silts and Clays inorganic Pl>7 and plots on or above CL Lean clay' " 50% or more passes the Liquid limit less than 50 "A" line' No. 200 sieve ' PI<4 or plots below "A" ML Silt' `" line' organic Liquid limit- oven dried<075 OL Organic clay "" Liquid limit - not dried Organic silt' ` "° ' Silts and Clays inorganic PI plots on or above "A" line CH Fat clay' `" Liquid limit 50 or more PI plots below "A" line MH Elastic silt "" I organic Liquid limit - oven dried <0 .75 OH Organic clay'` "' Liquid limit - not dried Organic silt' ` "° Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat i 'Based on the material passing Ibe 3 -in. (75 -mm) sieve. Kiwi/ 'Go= Os° /Dm Cc =Dm Cw 'II Alterberg limits plot in hatched area, mil is CL -ML. 91 field sample contained cobbles or boulders, or bulb, silty clay. add "with cobbles or boulders, or both' 10 group name. If mil contains 1510 is predominant. No. 200. add 'With sand" or 'Gravels wills 5101214 lines require dual symbols: '11 soil contains B sand, add'w,lh sand" to group 'Wilk gravel'. whichever ver is predominant. GW -GM well - graded gravel with silt name. •I1 soil contains 230%plaS N0- 200. predominantly sand. GW -GC well gravel with clay °II lines Glassily as CL -ML. use dual symbol GC-GM. or add "sandy to group name. GP-GM poorly graded gravel with silt SC-SM. - If soil contains 230% plus No. 200. predominantly gravel. GP-GC poorly graded gravel with clay 'I1 lines are organic, add 'with organic lines" lo group add "gravelly 10 group name. 'Sands with 510 12% lines require dual symbols: name. •P24 and plots on or above' P1 line. SW -SM well-graded sand with sill 'If soil contains 215 % gravel, add with gravel" to group ° PI<4 or plots below' A line. SW-SC well-graded sand with clay name. 'Pl plots on or above 'A' line. SP -SM poorly graded sand with sill ° PI plots below "A' Inc. i SP -SC goody graded sand w)1h clay SIEVE ANALYSIS 60 1 SCREEN -1N 1 SIEVE NO. I r°`-- -"^' "— dnn<•9rei weoas and /' 32191 % M 4 10 20 45 60 140200 IIrK'Y'a tractional an"'ag`N"etl / 100,1„■■■■■..' ° 50 — 5 - lion d - iine // ,111■■■■■..1 Horizontal al Pl =alo4= 25.5. - y v c s � W 1111■■■■■.1■1 20 E— ales P1 0.73 (LL -201 �[. ,p Q � 1111ti,ismm MIM1� ° o ymiwaILLLU I-line to Pl - ) • ilj „11�,■■■■..' alien P1= 0.91LL -a) II i ad ,1,t.'■■■..1 m : F 30 1111I■\\D =_2.5— 2 Q ' 20 1111•�HENEM1 a 20 — , ; ., MH OH 1 1111 ■■• ■\is -0.075 a o 11 1111111111.111.11111 na 1 1 1 1 '1' I 10— so 10 5 1.0 0.5 0.10 7 — ML Oe OL ' PARTICLE SIZE IN MILLIMETERS 4 — / / /// 0 0 0 10 16 20 30 40 50 60 70 80 90 100 110 L 0 , = 15 = X � q V - L= ID,,)' 12.51- =5 D., 0.075 0.,•10, 5275115 LIQUID LIMIT (LL) 1