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NOTE I l
<br />Elevation reference: San Joaquin datum iiI I I
<br />tt t
<br />120 Ae shown
<br />-1
<br />J 17.0-, 3„
<br />Very soFt-5tiPf gray E� brawn layered
<br />61LTY CLAY & SANDY 6LAY
<br />/ / C) �ic�`��•t\`t/,�1// � � 2.51 75 134 / I (/• 4 1 {O 1
<br />Ae Shown
<br />J J7,4 �O4
<br />O
<br />I
<br />I
<br />I
<br />f�
<br />�- EXi5tin9 brig a 2
<br />i
<br />Exi5tin9 bridge -�
<br />`I
<br />1
<br />t '
<br />PLAN
<br />1
<br />j Scale : 1 " = 20'
<br />A5 ,-.Jhoavn
<br />13ridge deck �Itg 0
<br />-,U
<br />jStream watersurface i Ground sur{ece �--
<br />10.9183134,/�- 2 I 1.41 7 1 ` 20' Rt C- Elev. /02.7 interbedded very soff gray SILTY GLAYr `
<br />N
<br />7-24-7¢ j
<br />__100 se gray very fine- fine SAND tvit v _y
<br />S 1,4 d - - - _ -- - - - - -.- - -- 5 8/ 4l Y.' f 14 P
<br />1p� 1 �rJ ( } 1 - - _ _ - - _ _ _` - - _ _ scattered ORGANIC MATERIAL ° 1 1 I I
<br />Call
<br />7-/7-74 7-Z- _q
<br />very soff black F� gray ORGANIC CLAYEY\ 54 7777 - z I r.a i 7
<br />SILT Fes' O1L7-Y CLAY wifh few thin �\� 4 I /•41 5 Interbedded ll gray very fine-medr'um
<br />PEATY layers
<br />r. ` 5 /.4 -�- SAND f� very sol"l blue -gray SILTY C 197127 3 1,4
<br />9n
<br />r'�Srt A
<br />\411.414�
<br />0,7 179 143 ,� <0 11.41 !o � 4 4
<br />Very soft F� soFf blue. -qra y - Z` c :
<br />�� S'ILTY CLa Y j 7 I/•41 5 292 o•7I 710,
<br />2 5 Ill
<br />Qo
<br />37•4fi 1 2.dj /a21 24
<br />Cr�rripact _F� desasereen =gray' 'very {';ne -
<br />39 O-;Ff green -gray vr•AVDY CL4y vl a Few j
<br />5.2 5emicom act fine CLAYEY SAND la ers
<br />medium SILTY 3ANj� ;�•t P lag
<br />ens
<br />13,8 1 /05122 S. 9 11.4150 1 7 45 71 t.41151
<br />W �rr I t53 '
<br />' I 2L;
<br />u 1 I 1I 80 3¢ B 11.4-191
<br />Sti �F blue -gray CLAYEY SILT /.91 /oo 26 , /0 1.4 12 _(-J 112 �
<br />Jig; 50-ff 6' GtiFf green -brown 5ILTY CLAY `\
<br />SANDY CLAY 1 z
<br />2 !OB IB tI 1 /,4irv3 9 1/,¢ 30_
<br />;rr
<br />209 0
<br />105 22 ;o;_ /2 11,411001 1011.4I761
<br />Dense -very dense light green very Pine eGz Compact dense ln bronvery Pine -very 1
<br />J S ill gradir�y to very Coarse with JIo coarse SQNO Ivifh scattered Pine GRAVEL.
<br />e-_/e v.a u�or1 I 57
<br />U1 -50 =sea f t L. ;' !�12
<br />14 � !
<br />- xo ZGS
<br />14 11.4. 180 I 311 ° /2 1.4 77
<br />437
<br />-.- - .-�354
<br />1030 7-/6 74-
<br />40//8 1, 'a /51/.4.190 l i f` 1414
<br />43
<br />1
<br />":.• Jie l
<br />17/ F
<br />94
<br />•• bG 1
<br />• 1 B5 225 1
<br />azs'
<br />°ff rJ
<br />-7 - 146 jV7 �rM 1
<br />I
<br />500 400 300 YAO 100 7-24-74 300 Z00 100
<br />NOTE SECONDS PER FOOT
<br />SECONDS PER FOOT Boring5 B-34, 5-4 & B-5
<br />Conn O.-ne- trometer driver) :
<br />Mc Kiernan -Terry #2 air hammer
<br />at ll5 P.45 .
<br />PPOF/LE
<br />5 ca le .
<br />j Nori Z : I "= 20'
<br />`iR AW u
<br />4e3 Shown
<br />1 J -7.4 . 0� As Shown A5 ,53A
<br />-�
<br />PUS _,4
<br />44
<br />�13
<br />X
<br />23
<br />30
<br />23
<br />41
<br />43
<br />34
<br />32
<br />40
<br />4.4• r
<br />42
<br />45
<br />a42
<br />43
<br />40
<br />40
<br />5C
<br />/77
<br />.4:
<br />1/06
<br />146
<br />/24
<br />No
<br />291
<br />22!
<br />/52
<br />130
<br />/33
<br />S'f
<br />/06
<br />131
<br />//!o
<br />/2o
<br />/23
<br />93 9
<br />124�
<br />tale
<br />lg233
<br />IN
<br />//¢
<br />/So
<br />403
<br />680
<br />720
<br />rt
<br />iJ/27
<br />7-25-74
<br />I15.5
<br />/ NcR
<br />5ofl- black ORC74NIC 51 L7-Y CLAY
<br />s •j
<br />S
<br />•. I
<br />F431 81 J I t4 1 5} P
<br />tream watersurface
<br />,13
<br />'Rt, / E/ev. 101,2 O �1 45I N: 2 12.5I5 1 Z 1
<br />` Interbedl very soft E;r S0H gray SILTY 29
<br />CLAY & very loose fo loose f-7-NUil-Q. 95.3
<br />3 -
<br />gray Fine 64ND wifh scatted 7 25 74
<br />3a _ 411,413 3
<br />ORGL1NlC MATERIALL'. Cor9a•+Ic 5
<br />!rO
<br />�0.4188133 5 114-1 e I e 8
<br />� � 9
<br />22
<br />O 97 26 &2,5 /O 1 22
<br />24
<br />r4
<br />1 /5
<br />a ,l
<br />�,.319113J 7 11,¢19
<br />/.. 24
<br />42s
<br />11.13 1 Jcn1 24 / B I r 41 !9 1 4 49
<br />Stiff very stiff brown CLAYEY 5ILT 40
<br />-80
<br />b;u e-gray `.701.= l r CsL. �►}� 251 /0� 22 . g 1 /.4 13� } 10
<br />74
<br />90
<br />/ 86
<br />83
<br />O5 9�c 25 JO (2.5I 25 1 59
<br />53
<br />f04123 ' l ! I /. 4 145 �11223
<br />87 3
<br />93
<br />104122 / 2 1 /.4172 1 131
<br />144
<br />� 131
<br />1`04.
<br />! J I /3 11.4 i/!O 1/00
<br />JQJ
<br />,Dense -very dense light 1
<br />/27
<br />very coarse SAND 523
<br />L1131 /7 14 I l•4 19d I /o
<br />143
<br />toy
<br />/5 i1,4�lOZ� 204 �
<br />278
<br />2GG
<br />y2
<br />lGB
<br />/(0 114190 186
<br />44 /
<br />162
<br />f�m�aca�� rnecilurrr grau,�-'I�rr�or �1 167
<br />1 IL-TY very fine SANb 6' ver 1✓i 1
<br />SANDY
<br />7-23-74 100 WO
<br />Interbedded blue cira� CLAYEY 5/LT \ SECONDS PER FOOT
<br />51LTy CLAY Araw-511-7'
<br />dark green 1LTY CL�.AY, very Fine 84/V1?y�
<br />5/LTI 15IL-TY very Ane SAND
<br />/81,6' 241
<br />4
<br />7 22, Z3 74
<br />119C
<br />//Q
<br />•"*
<br />300
<br />PD_
<br />in
<br />M
<br />LEGEND OF EARTH MATERIALS LEGEND
<br />OF BORING OPERATIONS
<br />MOORE & TABER NORTHERN CALIFORNIA
<br />UNIFIED _SOIL CLASSIFICATION MATERIAL SYMBOLS CONSISTENCY CLASSIFICATION a g ROTARY SORING PENETRATION TEST ��ur -� CONSULTING E
<br />- _ - -- ____-.. _-_�....___. ___-__�____ Plan of any boring ' ENGINEERS AND GEOLOGISTS
<br />Pt ON I CH MH OL FCL ML SC I __ SP Silo' GC GM GP GW
<br />LL_. N� FOR SOI LS Location . -
<br />Sands with fines Clean sands Gravels with fines Clean grovels ,� Peat Or iZe-N®, LOCatian
<br />Highly Gravel N^' = ® Rotary boring
<br />g y Silts and clays Silts and clays >12%fines <5%fines >12%fines <5%fines N N organic matter --h,� i1 til--+y
<br />organic Liquid limit greater than 50 Liquid limit less titan 50 0 - a According to the Standard Penetration Test Top Note elev. 2 B- No• I APPROVE© J®� IVa, 374�Q IF
<br />Solis Sands -more than 50 /oofcoarse Gravels -more than 50 /a of coarse .;r :; .; g Top holeelev, REGISTERED CIVIL ENGINEER No. giGS c
<br />Moisture (vo Casin _- a fraction is smaller than N°4 sieve. fraction is larger than Ns4sieve. Sand ; : 3=111 material N2 of blows Granular Cohesive Diamond core boring ° dry Wj) Set g Sample number Pushed
<br />�P v
<br />Is Coarse grained soils Dr den bs./Cu.ft.)
<br />Fine rained sal than N° 200 sieve) ( More . Unconfined
<br />than_. _ _. . __ ..._ .. M Silt Shale 0-5 Very loose Very soft neon ins compressive 10Iy sit_ _ sirenLABORATORY CLASSIFICATfON CRITERIA Slows per foot II Grephlc represent+tlon
<br />2 Sample boring strength (tons/sq.ft.) Blows per foot 12
<br />_ (D,,o) ; .: ,. 6-10 Loose Soft (Using a 1401b. hammer 19 of driving ll
<br />73
<br />X GW and SW- C = D6a greater than 4 for G W a 6 for SW • C - between IS 3,
<br />Designates other soils tes s (Using 140 lb. 20
<br />Dip D x D Clay Sandstone cart 30"
<br />drop) a 3O drop) 21
<br />�io ea • �.^-°� Jet boring .• • hammer with
<br />=4a CH I! -20 Semicompact Stiff = ten, g C-Consolidation •M.. 30 ����Y®A® �� 'V s�
<br />-- GPond SP- Clean gravel or sand not meeting requirements for GW and SW. C 2.4 105 4 1 1.4 65 30 dr0 f� ��� �� ���'�
<br />rOH,,
<br />` Sand cla or ---1 &) F h :::;, HH 41 1GMand SM-Atterberg limits below`A line or P, 1. less than 4. y y S- Direct shearP) 1244= c1a a sand Limestone 21-35 Com act Ver stiff ' ' Test it �.ws®�®GC and SC-Atterberg limits above "A• line with P. I. greater than 7_ y y P y ` 1 ' P E - EX ElevafilOn�� Conformable material change � panSlan Nc2
<br />nd MH Approximate material change t�lo Coun,r 6 Fines (silt or cia Fine Medium 'Coarse Fine Coarse f' `Sandy silt or Metamorphic 36- 70 Dense Hard I " T -Triaxial Com ressionI I IsandI grovel gravel O 2 /4 Clone penetrometer J y) Cobbles Boulders ; fir• p lsand sand I silty sand rock Date Unconforinable material change R��� 213
<br />-- Sieve sizes g s M s >70 Very dense Very hard I n 40 BORINGSLOG OF TEST tip,
<br />o _-cL•ML/MLaOI 1 Silty clay or g i Q 2 / Cone penetrometer _-_- _
<br />M L.
<br />. clayey a silt Igneous rock i 2 P 40 _ .___ z
<br />0 10 20 30 40 50 so 70 00 so Classification of earth materials shown on this sheet is based on field inspection and Y y Dote Of Date 20 �Sea1eBy �RFE
<br />LIQUID LIMIT should not be construed to imply laboratory analysis unless so stated.
<br />t
<br />- ,n W s 5 ©w Dote ravel
<br />boring per 9
<br />h Aug.0
<br />Drawing
<br />bori B r1
<br />t l". Ww 'I Wr:W, ,4 "?i :; C• n drG.i„ rHiew" �as��
<br />o s r as
<br />check b GBY
<br />c
<br />v, .., ... ,..� •e- ,.x. - . .: '^ c `.,A.
<br />-
<br />u.l y
<br />,,,:.•,. ,:.`k .„ .. �}t eT ENGINEER DATE HEC ED Y -APPROVAL- -- -
<br />.., DATEr�.•
<br />SUBMITTED BY DATE RECOMMENDED. Y DATE
<br />= w,, ,. . ........... ..� -
<br />Y , 7..'p- - - __
<br />v1Q. `"�p. . •,< .s- -. i,\ .y ,:. .. , ,. - ^. v ., ., , - t � F t '`4. I� � � V � w�
<br />- ¢ J/y
<br />_ .£. i �I �� � �i��� � 4,#'^ ��
<br />� � T/9/���/ � VD.
<br />� SF#Eld TO1°AL
<br />COUNTY OF A N J O A U l lib c5c t §4 r zoe ` 0�9 TEAS % BORRV66!��//�� ii ,!crle Dillp��77y 7l�N0. SMEE'TS
<br />=�� ra
<br />I]u
<br />..RawInice.
<br />- _ ET NO. 110
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