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POST MILES SHEET TOTAL <br /> $ Elevation References: DIST. COUNTY ROUTE <br /> 8 TOTAL PROJECT N0. SHEETS <br /> g b Top of Rail on south track on south <br /> El <br /> .'•N set of tracks, in line with fog line on <br /> a a east side of Jack Tone Road--Elev. 60.40 <br /> c €: o <br /> Z 8 * �' per Quincy Engineering. ��ti� (n.6-ate QROFESS/p, � <br /> m o $ )REGISTERED GEOTECHNICAL ENGINEER ` N P. Tq Fye <br /> uog000� w X <br /> TBM 21, chiseled "X" on retaining wall on east � � y <br /> ° N �v P _ 2 2A side of Jack Tone Road and on the south side (o/ip 02 No. 816 <br /> = g o g ��) 11 <br /> (1 g��) of the BNSF yard spur line. (N 2146846.8357 PLANS APPROVAL DATE <br /> 6 --E 6376391.8220) elev. 56.53 per Quincy Engineering. EXP. 3-31-04 <br /> gg !; ? - _ TABER CONSULTANTS �F GQ� <br /> ei� a --------------- --------- a2- -------- ---------------- <br /> 3911 West Capitol Avenue xj; �r CHN� <br /> ---- - - -- -------------------------- <br /> ---------------- <br /> �aB • (� g�7) EXISTING JACK TONE ROAD o e �� West Sacramento, CA 95691 F OF CA��FO <br /> s <br /> -- �Z/AA �V a\� ��vyz 1P2/301 /16 LOCATION: 37121-H2:058N: 060W <br /> --------------------- JOB No <br /> N _-_----_-_-__ <br /> BENCHMARK TBM 21 <br /> -��- Quincy Engineering, Inc. <br /> � 77 � -43 B - 4 3247 Ramos Circle <br /> a N 2146846.8357 E 6376391.8220 ��,oz rim ��/ Sacramento, CA 95827-2512 <br /> W <br /> ELEV=56.53 C T2 8c 2 A <br /> a 040 51, 1 <br /> Cb Y CPT I + This sheet replaces sheet 39 of 41 of plan approved <br /> 315+00 'B' Line - - 320+0 Elev 90,77 <br /> �aam '�•�+ F��sR�>a7t^x a 40=To May 15, 2002. <br /> ° To Lockeford y BB 314+73 <br /> E a ev 86,23 -:7B - - NOTES <br /> a a 1. Field classification of soils was in accordance with ASTM D <br /> 8gb <br /> B - 8 p o 0 2488-93 "Description and Identification of Soils (Visual-Manual <br /> O; -� � i 7i7 Procedure)". <br /> � v 2. Standard Penetration tests were performed in accordance <br /> O Z d M �' P / with ASTM D 1586-84 using a safety hammer operated with <br /> OV a�J 1" = 50' cat-head, rope and pully. Drill rods were 1.6 inch diameter <br /> -I J -� "A"-rods; sampler was driven with brass liners. <br /> a. g s 3. The length of each sampled interval is shown graphically on <br /> f E + the boring log. Whole number blow counts ("N") represent the <br /> 56 <br /> ? ? $ y 5 t 0 "standard penetration resistance" interval in accordance with <br /> 11.5 0 ASTM D1586-84. Where less than 1.5 feet of penetration is <br /> m T e <br /> 18 w, ; . achieved, the blow count shown is for that fraction of the <br /> LL Ii v EJ standard penetration resistance interval actually penetrated. <br /> a 8 Ey Where indicated by an asterisk (*) the number of blows shown <br /> W m ° o is for only that fraction of the initial 0.5 feet "seating drive" <br /> w ? g interval penetrated. <br /> J 8 4. Groundwater surface elevations in the borings as indicated <br /> on the Log of Test Boring Sheets reflect the fluid level in the <br /> borings on the specified date. <br /> $ Y < M M r7 5. Groundwater surface elelvations are subject to seasonal <br /> = R M ro „� fluctuations and may occur at higher or lower elevations <br /> _ <br /> 0 rn + depending on the conditions at any particular time. <br /> 8 <br /> r%> M M 6. Electronic media for plan view provided by Quincy <br /> Rg � do <br /> Engineering. <br /> 70 (n <br /> a <br /> Az 70 <br /> cV J V J U -� U -J <br /> C ' <br /> 60 60 <br /> ch �`' g Z ''aB-2 -3 CPT-2 CPT-2A <br /> Q <br /> Very stiff black CLAY 13.1 26 t.4•1 118 t5 Cr 4•� ® (Stl ) blac CLAY- /- 54• � 54.8 <br /> ° a 50 <br /> 50 <br /> a ll CLAY stiff moderate brown fine SANDY SILTY 2.5 2a L4 2 \ 102 18 Cr \ Very stiff moderate brown <br /> SILTY fine SANDY CLAY <br /> Semicompact yellowish brown SILTY fine to g 40 coarse SAND 17 1.4 3 j110 9 <br /> T 40 <br /> Very stiff moderate brown SILTY CLAY with 2,0 24 1.4 4 116 15 <br /> layers of SILTY fine SAND L <br /> Hard moderate brown and light gray (Very stiff) brownish gray SILTY CLAY to SILTY <br /> 9 9 Y <br /> & 20 (mottled) fine SANDY SILT with CLAY 2.1 36 1.4 5 85 36 G A fine-medium SANDY CLAY <br /> �J 30 <br /> 6t t.4 16% In 8% 42 100 2110 300 466 500 <br /> • azls ® ® �_�®�3zI5,1/ OO I, Dense light gray fine to medium SAND with SILT G <br /> d \ z 16% 12% 0 4% 100 200 300 400 500Friction Ratio, Fs/Qt (%) Tip Resistance, Qt (kPa) <br /> (Compact/dense) brown Friction Ratio, Fs/Qt (%) Tip Resistance, Qt (kPa) <br /> Stiff moderate brown SILTY CLAY 1 17 11.417 N CLAYEY fine to coarse SAND10-07-01 10-07-01 <br /> Cn r r v 20 Semicom act light gray SILTY fine to medium <br /> ¢ v &� < ?o SAND 17 i.4 20 <br /> w � �` i s 1 o m Hard and very hard moderate brown and brownish / (Very stiff to hard) moderate brown fine SANDY <br /> ¢ qq <c^ W 99 W9 u v gray CLAY with SILT CLAY with lavers of CLAYEY SAND <br /> 25 �J c M a 0 3.0 38 1.4 9 / 107 19 <br /> L c u m 5.1 57 1.4 10 / 106 21 0 <br /> VIP <br /> O SV) Q>g c a <br /> 0 VNO U 0011 / <br /> w o gg cc q cc VV L 0 10.6 _66-T-1.4 107 22 <br /> < Z J i5 tS vZ n° o / 0 <br /> c <br /> LAN 5.0 7/0. 7.412 <br /> o _ <br /> O C <br /> Z $ , m TIC E 3 2.0 46 1.4 13 / 108 20 10- 2- 1 <br /> O n _ o $ 0 10- 1-01 No free groundwater encountered -1 0 <br /> Q ' ' ' ' • 0 315+00 No free groundwater encountered 320+00 1 <br /> PROFILE <br /> In N' a ° " $ o v <br /> gi pll ; g °a x g S ° 1" = 10' Vertical <br /> Pa a 9 E <br /> UI o N ; o ' o 1" = 50' Horizontal <br /> �X <br /> s0 <br /> w. 9 <br /> Z 0 9 2I y PREPARED F ❑ R BRIDGE N°. JACK TONE ROAD GRADE SEPARATION <br /> • o DRAWN BY T. M. Arkus M D. Robertson M. W. Mcllro <br /> Z ,� o a N o o � o o z DESIGN OVERSIGHT FIELD INVESTIGATOR <br /> O o> o f N I I PROJECT ENGINEER <br /> x NCL SIGN OFF DATE <br /> N CHECKED BY M. W. Mcilroy DATE October 2001 COUNTY OF SAN JOAQUIN POST MILE LOG OF TEST BORINGS No. 2 <br /> 06/05/02 1P230116b.dwg 1=1 ORIGINAL SCALE IN INCHES DISREGARD PRINTS BEARING REVISION DATES PRELIMINARY STAGE ONLY SHEET OF <br /> FOR REDUCED PLANS 0 1 2 3 EARLIER REVISION DATES 06 05 02 39R1 41 <br />