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MILES bg DIST. COUNTY ROUTE TOTAL PROJECT SHEET TOTAL PROJ CT NO. SHEETS $_ g S b Z € sv PI L ^ ^ QROFESSIO,ygl - 2A L A REGISTERED GEOTECHNICAL ENGINEER P G3 N s 1977) (1977) 6 10 o2_ N0. 816 s Y a NS%li PLANS APPROVAL DATE EXP. 3-31-04 `f gN ms ------------------ --- - - -- ------------------------------------------ TABER CONSULTANTS cF GQ\ �� (t97.7) _ EXISTING JACK TONE ROAD West Sacrame911 West nto, CA n95691 s9lFOFCCA\FO��\P 21-I o ------------------ f~J7T}"------- ------------ 1P2/301 /16 8 � � ----- ---------- ------" JOB No. LOCATION: 37121-H2: 058N:060W Elevation References: v Top of Rail on south track on south 77 BENCHMARK (TBM 21) Quincy Engineering, Inc. set of tracks, in line with fog line on �, N 2146846.8357 E 6376391.8220 3247 Ramos Circle 8 east side of Jack Tone Road--Elev. 60.40 Q ELEV=56.53 C T28c2A Sacramento, CA 95827-2512 G3 - per Quincy Engineering. P 8 TBM 21, chiseled 'Y' on retaining wall on east 315+00 'B' Line CPT- This sheet replaces sheet 38 of 41 of plan approved side of Jack Tone Road and on the south side To Lockeford t11t1tttt� B 314+73 May 15, 2002. Ali ° n"•°= =8a87687s=x of the BNSF yard spur line. (N 2146846.8357 ev 86,23 a N E 6376391.8220) elev. 56.53 per Quincy Engineering. a A a F B - 8 `� o � � 0 0 Egg OO 1. Field classification of soils was in accordance with ASTM D 5 g -� 0, 0i o 2488-93 "Description and Identification of Soils (Visual-Manual U) = dE Procedure)". J J J 2. Standard Penetration tests were performed in accordance with ASTM D 1586-84 using a safety hammer operated with cat-head, & rope and pully. Drill rods were 1.6 inch diameter "A"-rods; sampler 3 was driven with brass liners. Z g 8 r0 3. The length of each sampled interval is shown graphically on the E �1 11 � �� boring log. Whole number blow counts ("N") represent the "standard r m ' E 9 m �" o penetration resistance" interval in accordance with ASTM D1586-84. LLK ° E Where less than 1.5 feet of penetration is achieved, the blow count $$ P A N shown is for that fraction of the "standard penetration resistance" U E interval actually penetrated. Where indicated by an asterisk (*) the w� El I SW 1" = 50' feet number of seatinglows driveh�ntervalwn is for penetratedthat fraction of the initial 0.5 „°is°� 16 , , , in 4. Groundwater surface elevations in the borings as indicated on the ' ' a Log of Test Boring Sheets reflect the fluid level in the borings on ° < � 00 N the specified date. < & N Co 5. Groundwater surface elelvations are subject to seasonal $ 00 +, + fluctuations and may occur at higher or lower elevations depending ' x/18 SPS a „� M on the conditions at any particular time. a M 6. Electronic media for plan view provided by Quincy Engineering. 6Cn 70 0 .J tE $ga $;gaga „ a c c c J V J _1 a, 60 0 s C e _ CPT-1 W„° 0 60 j ..: , s 54.9 54.5 54.9 o Stiff black CLAY 61 12.51 1 11 9 11.1 16 1.4 1 115 14 G A Stiff dark gray to black CLAY as a8 Stiff and ver stiff moderate brown fine SANDY CLAY 3.0 17 1.4 2 108 19 $ $ O Y 7Stiff to very stiff CLAY with SILT and trace 50 E Q 32 12.513 4.2 16 1.4 2 108 19 Cr fine SAND 3.8 27 1.4 4 (Compact) moderate brown fine SANDY SILT 74 2.5 5 112117 Mgt s 40 Dense moderate brown CLAYEY fine to medium SAND 5.7 36 1.4 6 / 3.1 20 11.413 96 27 Cr s 40 Hard light brownish gray CLAY with SILT 73 2.5 7 103 22 �+ E 4.8 21 1.4 4 yI��'I` p $ •� 5.6 111 19 T Y 50 1.4 8 � 118 14 � YOV O W Dense light yellowish brown SILTY fine to medium SAND 44 1.4 � 12.8130 11.415 \ 123 12 & k 30 (Dense) light brownish gray fine SANDY SILT with CLAY Dense light brownish gray SILTY fine SAND 30 < a8 " 1.6 95 1.4 10 103 22 64 1.4 fIEEE slightly calcareous and cemented with SANDY 0 ® ® I_1®L 8,1� / SILT layers Stiff and very stiff moderate brown SILTY Dense light brown fine-medium SAND with SILT 46 1.4 1.2 19 1.4 7 96 28 CLAY, slightly cemented with occasional 20 Dense light gray SILT with CLAY orange mottling 20 a< v 3 3.7 26 1.4 8 109 18 °o w Z 0 with SILT and occasional very thin fine-medium o w SAND lenses. 4� O u 4.0 44 1.4 13 110 17 12.8122 1.4 9 98 25 � 0 10 10 o m 3.0 51 1.4 to 1051211 3.7 40 1.4 10 iia 17 Cr Dense moderate brown SILTY fine-medium o � ySAND LLO 'S -�+i ' m venetwentilsLAY cemented with calcareous Z IS' o > Q o u r 7.7 62 1.4 15 105 20 1.1 /Q 1.4 11 ' j 20 10 Cr J � asas 0 0 as as © n° r 2.9 0. 1.4 16 27 11 S• �i C ' ,- 12% 8% 4% 100 200 300 400 500 o o 10-07-01 y r / Fmbm Rota, Fs/V(� TV Resistance, Qt(19a) 8 w E ; 2.8 68 1.4 17 103 21 2.1 49 1.4 13 121 14 Z, - N r = r r -10 5-29-02 10-11-01 -10 Q o ` > > > 0 m No free groundwater encountered No free groundwater encountered 315+00 320+00 U n O � LLI' a _� ° PR0FI LE rn 0. .✓ O U E aE VI g r 8 2 E o 1" = 10' Vertical > J S 0) c 1" = 50' Horizontal Z U_ 5u BRIDGE NO. N r DRAWN BY T. M. Arkus/M. D. Robertson M. W. McIlroy PREPARED F ❑ R JACK TONE ROAD GRADE SEPARATION N ° zl DESIGN OVERSIGHT FIELD INVESTIGATOR Z i 9 o j n o N o PROJECT ENGINEER ° a N a? ' N COUNTY OF SRN JOAQUIN POST MILE SIGN OFF DATE CHECKED BY M. W. McIlroy DATE October 2001/June 2002 LOG OF TEST BORINGS No., 1 106/05/02 1P230116a.dwg 1=1 ORIGINAL SCALE IN INCHES DISREGARD PRINTS BEARING REVISION DATES PRELIMINARY STAGE ONLY SHEET OF FOR REDUCED PLANS 0 1 2 3 EARLIER REVISION DATES 106/05/021 1 1 1 1 1 1 1 1 1 38R1 1 41 I