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<br />Q
<br />So. Tracy 8/vc/ 5ur-ve&
<br />4 5N sti
<br />Elev,=;,fI'on
<br />0- oF roadway a f cenl-el- of
<br />ex is%in9 bridge-S�a,5f00
<br />Elev, 100,00-A,ssumec(
<br />PLAN
<br />_100 19.9-45 3Y
<br />9Sernl'cornpDcl-) //�A/- bbrownSILTY Pl;e -mecll' IM
<br />PAVSLLY SAND (-F1 0 Compact SILTY fine -coarse GRAVELLY
<br />Loose to dark &owI7 SILTY fine -coarse SAND (fill)
<br />1/7 7 -i,?i I 11,4110 ISAND w;74h Flnc GRAVEL 1123 5 11,41241
<br />90 GRAVELLY a -:,SeM/,C0M/0aC" brown brownbrown.SILTY fine-mecllum SAND
<br />F'e
<br />13 3 CLAYEY SAND- 112,5110 2 11-4117
<br />2 W;�_h ccoarse SAND grid /nGRAVEL
<br />9.. T,3 11,41150f{
<br />1349 11141i50+1
<br />'0111
<br />(50
<br />139 6 ;0 -41/,41721 13217 5V*-1 4 1.41G8
<br />-Y.
<br />=Alk, Dense o very dense brown/ SILTY ?1-)cl
<br />-eat fine �0 F1 cool -,se GRAVELLY F1 .47 CLAYEY 7e, ?y er fine-
<br />14-56 30�
<br />5,11,4 �g
<br />SANDIFIne -coar--se SANDY ' fine GRAVEL
<br />(COBBLY 7crol-,,7 ±18,0 /8,5 7"Y' depth; 3 2.0 - t 33.0 f'f depth,
<br />13-96 611,4_1
<br />70 6120�
<br />Very dct1,5e SILTYand CLAYEY /n7`e/-7/aye/-ed
<br />fine GRAVELLY fire -coarse SANDIFIne-
<br />-7 11.41JIogll
<br />coarse SANDY 701ne-coarse GRAVEL 1396 b 711-41130+j
<br />6 (COSSLYfrom t2l,O-fo ±21,5 Ft dt5pl-h and
<br />60- 1. 17 81/ 4 1/80tj 3 9.5 to 42.0 Ff &ep 7Lh)
<br />1Y
<br />12810 . 1911,41110*1 141 8 Mtn
<br />-1 .9 11,41120+1
<br />wo T,
<br />50
<br />132 3 1011,41105tl
<br />j
<br />V,
<br />/0 1141220*1
<br />z4vil
<br />40
<br />pw
<br />I/ I bl*f 121011
<br />PROFILE
<br />30 8-26-87
<br />4
<br />DATUM
<br />S. J. Co. A55urned
<br />1201.?7 /00
<br />191.27 90
<br />181.27 80
<br />171.27 70
<br />161.27
<br />-60
<br />50
<br />-141-27 - --40--
<br />131-27 30-
<br />LEGEND OF EARTH MATERIALS LEGEND OF BORING OPERATIONS
<br />dneers&Geoiogists
<br />TEST BORING PENETRATION TEST
<br />P+ OH CH MH OL CL I ML SC ISM SPISW GC IGM GPIGW
<br />FOR SOILS <
<br />UNIFIED SOIL CLASSIFICATION SUMMARY MATERIAL SYMBOLS CONSISTENCY OF CLASSIFICATION Plan of any boring CONSU�T �A,
<br />TBF�
<br />% Sands with fines Clean sands Gravels with fines Clean gravels r77--1 Peat or Rotary boring B-No. APPROVED JOB N2 121P.S46mg.
<br />Highly Gravel El B-No. ql
<br />;�,,j 1 "P12-3 1-T-L
<br />Silts and clays Silts and clays > 12% fines < 5% fines > 12% fines < 5% fines organic matter Top hole elev.
<br />organic According to the Standard Penetration Test
<br />21/2" License N2,1 1"o. 91-
<br />Top hole elev.
<br />soils Liquid limit 50 or more Liquid limit less than 50 Sands — 50% or more of coarse Gravels — more than 50% of coarse Diamond core boring Moisture (% dry wt.) Casin
<br />9 N��Niffiow Now
<br />fraction is smaller than W, 4 sieve fraction is larger than No- 4 sieve Sand Fill material 0 set Sample number
<br />NLI of blows Granular Cohesive
<br />Fine -grained soils Coarse grained soils IF -In Dry density (lbs/cu. ft.) Pushed s. P Graphic representation
<br />Auger boring
<br />(50% or more is smaller than N2 200 sieve) (More than 50% is larger than N2 200 sieve 0-5 Very loose Very soft Size of sample (inches) of driving rate SA IV %_/0%A Q UIAI C6 -u ___rA
<br />I - LLAJ Unconfined compressive 10
<br />Shale
<br />60 Silt
<br />12
<br />LABORATORY CLASSIFICATION CRITERIA L J, 6-10 Loose Soft Sample boring strength (tons/sq. ft.) Blows per foot 0� 14
<br />Blows per foot 19 Ll
<br />LK 50 D60 (D30 )2 Designated
<br />GW and SW — Cuher soil tests (Using 140 lb. 21
<br />0 U greater than 4 for GW & 6 for SW; Cc between 1 & 3. Clay Sandstone (Using 140 lb.
<br />X 01 ,, / 21 SOUTH I NACY B0.64LEVARD BRIDGE
<br />D,, x D60 4
<br />0 RM 11-20 Semicompact Stiff i Jet boring C-Consolidation hammer with hammer with
<br />Uj 40 30
<br />41
<br />2.41105124 4) 65
<br />Ci or GP and SP — Clean gravel or sand not meeting requirements for GW and SW. Sandy clay or 11 S -Direct shear 30" drop) 30" drop) ACROSS
<br />I Compact Very stiff A 44
<br />>- 30 GM and SM — Atterberg limits below "A" line or P.I. less than 4. Limestone 21-35 G.W.S. Elev. i�qe
<br />12
<br />A — — 5
<br />clayey sand !2111 JI Test pit E - Expansion V i
<br />GC and SC — Atterberg limits above "A" line with P.I. greater than 7. — T-Triaxial compres'siio—n Date 10 !J r, j
<br />L Conformable material change CORRAL HOLLOW CREEK
<br />36-70
<br />p 20 ly silt or Metamorphic Approximate material change 12
<br />O Sand Gravel Sand
<br />in MH or OH Fines (silt or clay) Cobbles Boulders t
<br />< I Medium Coarse d 21/4" Cone penetrometer 21 W
<br />Fine Fine I coarse Sly San rock Unconformable material change 30
<br />Dense Hard LOG 0 F TEST BORINGS
<br />_j 10 > 70 Very dense Very hard 42
<br />7
<br />101, Sieve sizes 200 40 10 4 3/4" 3' 46 L
<br />ML or OL Silty clay or 21/2" Cone penetrometer
<br />4 __--
<br />Igneous rock @
<br />40
<br />0 Classification of earth materials shown on test boring logs is based on field Date BY: J. 01 D
<br />I I IS-1, —S-2 Date of
<br />I I I I I clayey silt Where standard penetration test has not been
<br />1 1011420 30 40 50 60 70 80 90 100 110 L performed consistencies shown on logs are estimated. I Scale: /'=/O' Date: August, /,987 Drawing: z W
<br />LIQUID LIMIT inspection and should not be construed to imply laboratory analysis unless so stated. Refraction seismic line Blows per foot i
<br />i A & boring Check by: G. D. A.
<br />WIRIMMINell W-M ... 9M
<br />!!a
<br />DATE PROJECT ENGINEER DATE CHECKED P�TE SUBMITTM ED DATE APPROVAL RECMENDED DATE
<br />S, A 0 11 Q LJ I COUNTY Or- i tl 1V SCALF
<br />Q
<br />SHEET TOTAL W
<br />N 0. SHEETS v-
<br />LOG O.F'TEST. BORING's ►PROJf,-.CT- TRACY BLVD. BRIDGE NO. 1692 -- ----
<br />8 8
<br />STATE BRIDGE'NO. 2910-320
<br />
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