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If <br />I <br />Gawne Road <br />9940 <br />Existing bridge� <br />PLAN - <br />e le v. <br />40 <br />20'* U 3ta. 98 -� 76 <br />El 31.2 <br />F3.16 3tif f dant brown silty clay. <br />Dense brown very fine- to, Ane. cla <br />1.4 1401 <br />g y pact brown fine to medium sand <br />htl <br />fine -very coarse layers. <br />20 1 1171 10 1.4 119 1 with COM <br />_C o very coarse sand <br />�mpact brown very fine f <br />1119113 1.4 130 1 with scattered gravel. <br />C'mpact red -brown very fine clayey sand 8 <br />12.51 10� 19 1.4 133T sandy silt. <br />/0 <br />'_VG-W3.' Dense red -brown very fine silty sand. <br />El. 6 8 - -T-4T-376 <br />7-26-61 <br />Compact redbrown very fine silty send. <br />1.4 1281 <br />0 <br />4_1 <br />N '41 . ...... . . -Danse red brown very fine silty sand 8 <br />1 7.71 - I - sandy silt. <br />_/0 7-24-61 <br />I. PROFILE .. <br />�t507 <br />R R. - 3pilt e In PIP. 3ta. /00 + 35 <br />El. 32.38 <br />Existing groundsurface <br />498-/ <br />elev. <br />40 <br />35�00 <br />G awne Road <br />1351-50 <br />,�%Istlng Bridge E <br />GAWNE ROAD BRID09S <br />ROAD I FILE I ISHESTI TOTA <br />NO. INDEX NO. YEAR NO. SHE Is TS <br />77 28J 1961 6 6 <br />A N <br />— <br />PLAN- <br />8M. - 3PIke in P-P ICV'Left. 5ta 351-40 <br />El. 2.5.52 <br />121 U 31a. 34 190 <br />30 <br />El 299 Soft brown c,6gyo"ilt <br />3tiff dark brown sandy clay. <br />Very dense red brown partly cemented sandy silt <br />1.4 <br />ujl�k' <br />Existing ground surface <br />20 <br />Compact brown very fine silty sand with some clayey soni:;! <br />13.0 1110 1 is 1.4 132 --------- <br />C act brown very fine- fine sand with some silty sand <br />11101 a .413 <br />/0 <br />11151 9 <br />Compact brown very fine -medium sand with several fine - <br />d"" <br />very coarse sand layers. and scattered aveZ <br />gr <br />1 1.7188 131 <br />1.41 1 9 <br />0 <br />40- <br />/'f <br />3 ff red -brown 61 gray mottled clayey silt. <br />§1___&iqht1y <br />compact brown very flne siltv sand. <br />1. 4 htl" <br />Compact brown 8 gray fine -coarse sand. <br />12.3 1104121 <br />1.4 132 <br />_/0 <br />Compact - dense brown very fine silty sand. <br />W <br />El. -Ito <br />7-26-61 Drse brown fl�7e-medlum sand. <br />-20 <br />Dens e light brown very fine silty sand. <br />7-25-61 <br />BRIDGE 1214 1 <br />BRID GE 1216 <br />(Z TAT P: K I r) 0 Q t` 0 A A 0 Q (_% 0 A <br />LEGEND OF EARTH MATERIALS L E G E N D 0 F 8 0 R I N G OPERATIONS <br />'M SIZE CLASSIFICATION MATERIAL SYMBOLS IdONSISTENCY CLASSIFICATION ROTARY BORING PENETRATION TEST <br />IV - j * Plan of any boring M 0 0 R E a n d T A B E R <br />Di agrom, showing the basis of grain size distribution 14 V Engine ers - Geoloolsts <br />100 0 used in determination of class names. Size Peat or Location Location <br />According to the Standard Penetration Test. <br />Gravel Flush penetrometer <br />Ctassification is based on the Wentworth organic matter <br />V 0 <br />90 A B-NO. B-NO. Job N?JI35P*- 3- 4 APPROVED <br />grade scale in field classification or the S. - <br />60 A.S.T.M. grade scats in the laboratory sle Top hole elev. rop hole eley LICENSEr) rIVII., IFIN G NIFFS! N9 918 <br />ve Sand fill material No. of blows Granular Cohesive 2.5" Cone penetrometer Moisture %, H2� Alk t I IW 1 11 ki 1, 1, 11-ii . 1.111 111. 1, In �1.1 11114 111 1 "11 1 11,11 li,. III I W A 1I.L iuz i I 1� L, L.,.A .11L jiII I n ii I 6,iwilldi L R UkI .i III I i, III& I <br />analysis. Description of material Pushed-v <br />Ej La Unit welght Nlcu ftIdly Co $ih g <br />y I '. &__� . Plelevation ound water surface <br />0-5 very loose very $off set gfl_ <br />4, �C2 M_ Rotary boring ft count re co rda� GOUNry OF SAN JOAOUIN <br />70 Classification of earth material shown on this Shale Unconflned compressive f date measured <br />6 0 sheet Is based on field inspection and L"j, silt 5o <br />should not be construed to imply mech- IM 6-10 loose $of t strength Msqft) (8/ows per toot Blows per foot <br />(IJ-1hy 17 149 A <br />50 Auger boring 2.4 105124 1.4 63 Wlt a r�. ham mer (Using a / 40 1A <br />SI YC oftical analysis unless so stated. clay Sandstone 11-20 slightly compact stiff Consolidation test 30 r0p). Graphic representation <br />0 U9 GA WNE ROAD BRIDGES <br />q ct sbeortest_.(�) _.ELO�q Llo�n _g�ound water surf ace hammer with a of driving rate. <br />Dire <br />Dy '�I_A�YN\ Sandy clay 21-35 M0 Sample boring date measured 30"orop) <br />Or Limestone compact very stiff Expansion lost --(E) Conformable material change <br />A LAYE�,Sl r;.., <br />A 20 clayey son Jet boring MOX101 compression test 6radational materialchonge 1214 9 1216 <br />36-10 dense hard LA <br />A 51 UM. Sandy silt or Estimated material change <br />Metarno r ph ic r ock �V % <br />10 40 S - <br />5hear strength (#Isq. fl, <br />L!- j silty sand 70+ very dense veryhord Diamond core boring 0010 Of /0 do k �o 50 60 -�O- <br />0 1 LT IbT\- 0 Unconformoble material change �OG OF TEST BORINGS <br />M igneous rock <br />Silty clayor Vane shear (fleld) boring Blow$ per toot <br />C7$h7g <br />Id <br />O,q.fl <br />C 2." '0' 1.?4 <br />e/ <br />eVaj <br />a f Pdrli�i <br />Con fe <br />V 'OV, clayey si It Test pit <br />SILT PERCENTAGE$ L .1 date of borinj Scale .9/0 DateAug. 8..1961 File Dravying <br />il.� IIA III A!'iA1I'iI <br />VERNUTE CLEARPRINT 100011 MEN!, I <br />