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is DIST. COUNTY ROUTE POST MILES SHEET TOTAL Elevation TOTAL PROJECT NO. SHEETS Top of RaReonresouth track on south p� a gq set of tracks, in line with fog line on 0 �� east side of Jack Tone Road--Elev. 60.40 OFESSIO �on 8 a per QuincyEngineering. REGISTERED GEOTECHNICAL ENGINEER 8 9 g• -. P. Gam_ G-6 0 �� SIN P. � c ° p _ �A TBM 21, chiseled 'Y' on retaining wall on east �Lp = s P - 2 p side of Jack Tone Road and on the south side ro/104 02 `r No. 816 PLANS DATE (� 977) (1 g77) of the BNSF yard spur line. (N 2146846.8357 x} EXP. 3-31-04 � g ---- E 6376391.8220) elev. 56.53 per Quincy Engineering. TABER CONSULTANTS X Its s a - - ____ 3911 West Capitol Avenue `;qFx 7ECNN��'�- 'e s ------------ ------------- West Sacramento, CA 95691 OF CA1�F g � (�_9_ -7> EXISTING JACK TONE ROAD j o v e v e -------------- doe No. 1P2/301 /16 LOCATION: 37121-H2:058N: 060W s -� � -------------- V �- } ---------------------- .�w _- o- ��-- ----- -------------------- Quincy Engineering, Inc. $ 77 BENCHMARK (TBM 21) `' 3247 Ramos Circle W s N 2146846.8357E 6376391.8220 �w�tra �� w� B - 4 Sacramento, CA 95827-2512 Z s ELEV=56.53 C T28c2A g This sheet replaces sheet 40 of 41 of plan approved ten• a Ysnve9"n�BsR$S!i^ 315+00 "B" Line C P T- 320+0 Etev 90 77 �..To EB 321+ May 15, 2002. a a To Lockeford amoo. BB 314+73 _ ev 86,23 g � - Ripon NOTES gb a s o 1. Field classification of soils was in accordance with ASTM D aR ��JJJ R 2488-93 "Description and Identification of Soils (Visual-Manual ° LJ Procedure)". m� § ou QJ� / 2. Standard Penetration tests were performed in accordance with 0 d o & ASTM D 1586-84 using a safety hammer operated with cat-head, p r6$ J J _JP A rope and pully. Drill rods were 1.6 inch diameter "A"-rods; sampler was driven with brass liners. Z $ $ 1" = 100' 3. The length of each sampled interval is shown graphically on the E 0 132-53� 1 3 boring log. Whole number blow counts ("N") represent the "standard M o TE € H W ~ I. . 0 penetration resistance" interval in accordance with ASTM D1586-84. U. ' K gg _? EJ Where less than 1.5 feet of penetration is achieved, the blow count o v ; Y � shown is for that fraction of the "standard penetration resistance" d ax interval actually penetrated. Where indicated by an asterisk (*) the Lu z $ number of blows shown is for only that fraction of the initial 0.5 CD 00 W e "seatinginterval penetrated. Ali J o 8 LO 4. Gro ndwaterrlsurface elevations in the borings as indicated on the XD0011 N Log of Test Boring Sheets reflect the fluid level in the borings on $ & N the specified date. co n 5. Groundwater surface elelvations are subject to seasonal g + fluctuations and may occur at higher or lower elevations depending on the conditions at any particular time. R$ N r> 6. Electronic media for plan view provided by Quincy Engineering. ss` 70 V _ C a !S v 70 w J z 1 o 60 00 N m 59.9 B-4 s I . / B-7 1.9 9 1.4 1 112 t5 Soft black CLAY (fill) 60 coli°oo ; .; 8 1 54.1 Stiff black CLAY (fill) y.. A. , / /// o - - $ a 50 / -(Stiff) black CLAY 20 2.5 1 9 6 Hard moderate brown SILTY CLAY 9'8 46 1.4 2 113 16 Very stiff moderate brown CLAY with trace 50 - :I:! me o me wm In F ~ $� 4 (Compact) moderate brown fine SANDY SILT 45 2.5 3 95 15 12.4 35 1.4 3 ' 108 19 par 1.0 tt 1.4 4 102 17 Ver stiff moderate brown CLAY with fine to Semicompact moderate brown SILTY fine to medium SAND Y medium SAND Hui �' � 40 30 2.5 5 \ 1_06T17 6.4 34 1.4 4 111 19 �}y�+ 2.4 19 1.4 6 113 13 40 i3 Y r 58 2.5 7 \ 105 21 1.9 24 1.4 5 117 13 ompac modern e brown C Y Y ine to medium �, st Very stiff medium to light gray fine to medium SANDY SILTY CLAY 3.1 28 1.4 8 103 23 SAND &" s �g & Denselight gray to light brownish gray SILT with trace fine SAND 3.5 42 1.4 9 \ -88-T372 Hard light gray CLAY 30 and5.8 62 1.4 6 91 30 Cr Very dense Ii ht brownish gray fine SANDY SILT 30 0 319 ® ® E;®(felt Dense light brownish gray SILTY fine to medium SAND 7.6 70 1.4 10 t09 19 14.01 73 11.4 f7 % 94 28 Cr j. Hard moderate brown CLAY with fine SAND CD 202.6 62 1.4 11 112 16 37 1.4 i Dense moderate brown SILTY fine to medium SAND ^0 Stiff light gray SILT with CLAY and fine SAND o Very dense light brownish gray SILT with fine SAND and L ` 4.7 0. 1.4 12 2.4 11 1.4 9 r 88 32 G A CLAY, slightly cemented \ 117 15 mow" W w "g u Dense moderate brown SILTY fine SAND with CLAY ! Very hard moderate brown SILTY CLAY _ a 10 3.1 41 1.4 13 112 16 7.5 4/0. 1.4 10 / 114 19 V o / 10 o kQ } w Compact moderate brown CLAYEY fine to coarse SAND 2 t 26 1 4 t4 112 11 77 1.4 1t / 94 19 Z �} �, ° o Dense modertate brown SILTY fine to coarse SAND Lu 7.3 102 1.4 12 112 19 z1 4 Z z� 0 2.0 54 1.4 15 1 j 109 6 W / J v� r7S t5 ul ul(7{ OR O Ver dense moderate brown SILTY fin medium 53 1.4 is / 106 7 7/0. 1.4 13 89 t2 SAND with thin SILTY CLAY layers O L 10-12-01 Y E E 3 Very dense moderate brown SILTY fine SAND with \ No free groundwater encountered 0 3.2 87 11.4117 115 14 Z r 9 z w b L r v - 0 CLAYEY SILT layers i ` 00 50 ° ° 315+00 No free groundwater encountered L V• 0 0 LL PROFILE 320+00 a a UN . $ nun ov E 1" = 10' Vertical y W g gFFg o r 01" = 100' Horizontal Z � y NU O yC U N a . o DRAWN BY T. M. Arkus/M. D. Robertson IN W. McIlroy PREPARED E ❑ R BRIDGE N°. JACK TONE ROAD GRADE SEPARATION Z o o N M O Z DESIGN OVERSIGHT FIELD INVESTIGATOR U tl ' a I I I ^ COUNTY OF SAN ,�IIAQUIN PROJECT ENGINEER < Na= ^ " CHECKED BY M. W. McIlroy DATE October 2001/June 2002 POST MILE LOG OF TEST BORINGS No. 3 SIGN OFF DATE 06/05/02 1P230116c.dwg 1=1 ORIGINAL SCALE IN INCHES FOR REDUCED PLANS 0 1 2 g DISREGARD PRINTS BEARING REVISION DATES PRELIMINARY STAGE ONLY SHEET OF EARLIER REVISION DATESO6 02 1 1 1 1 140R1 1 41