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e r 8. M. SA3. 306Y-00 �t A4arl)'Oosa Road Elev. /00. 0 (asaumed) Exlstln !t Marlpose I?oad 305+50 30r0+00 306+50 Exi5firl brIdge A10, 1325 rp /00 9M 80 70 W 60 PLA N PROFILE DeCk Elev. = /00. 0' A.5 chown A '99.5 8-/ 145 .4hown 3" /7TE I rp. cli brown CLAYEY SIL-r 9 13.0197-1- 11.4191 ler Ic m:gAnrial t - J ,y 50f-,-9 brown CL,4 YEY 51L. Tyi crga, < ..liV mi to y—CLq Y o�own C:LAYEY I A),,proI y,1c1//',,c-j0.( f rc3n '�p I I 10 1 12 Z, 211-418 11-12-70 pro, 5outh e&9c ex1s t-it)q bricige .41 Z8 I Vi 'st-1rF brown 5AIVI CLAY 3e 411-41,371 4jen, n9n oc - coar,5e z:�A lVju Hard brown CLA YE Y a/Lr 1.511-41701t 6 11-4100 1 oerx5e & very dct�75c brown SIL-7 I AA 9-9123/' 7 11.41-1505 1 /00 M Pil 70 ME 50 505+50 306+00 306+50 LEGEND OF EARTH MATERIALS- L E G E, N 0 F BORING OPERAT'IONS UNIFIED SOIL CLASSIFICATION MATERIAL SYMBOLS CONSISTENCY CLASSIFICATION. Plan of any boring ROTARY BORING PENETRATION TEST Pt OH I'CH 'I MH OL 'I C L IML SC ISM SPISW GCIGM GP I'GW' FOR SOILS Location Location Highly Sands with fines Clean sands Grovels with fines Cleangrov*ls ro tj Peat �r Rotary boring Top hole elev. B-No. orgoi Silts and cloy$ Silts and slays >12%ftn#s <5%fines >12%finot <5%flnes a Gravel Dzq organic matter According to the Standard PenetrationTest Top hole elev. B-No. soils Casing Liquid limit greater than 50 Liquid limit losithanSO Sands- more than 5011 coarso Grovels. more than 60%of coors 4� Diamond core boring Moisture Mdry wt.) Sample number fraction is smol for than N2 4 sieve. fraction is larger than N94 sieve. El Sand Fill material N2 of blows Granular Cohesive Dry density (lbs./cu.ft.) Set**"* Pushed —P Fine ined Soils Coors* graihied soils Auger boring -size of Sample (inches) (more than 504rls smaller than N9 200 sieve) (Moro than 50% is larger than Ng 200 sieve) Unconfined compressive .0, 10 Silt Shole 0-5 Very loose Very soft ft.) Blows per foot Blows per foot 11 12 pli repre3ent0im LASORATORY CLASSIFICATION CRITERIA Sample boring strength (tons/sq. (Using a 1401b.hommer 19 of driving role. GIN and SIN M groo for th an 4 for G W a 6 for SW; ce. (D50)& _ between I a 1 6-10 Loose Soft r soils �e,13 (Using 140 1 b. 20 - Cu Cloy Sandstone i with a 30"drop) X50 I Designates othe 21 W 010 010 X A60 ��,,n Jet boring hammer with CH Im C - Consolidation 30 Sandy cloy or '131-C'A_ r--i S- Direct shear !4n 00' GP and SP - Clean grovel or sand not meeting requirements for GW and SW. 11-20 Semicompact Stiff 61 41105124 30" drop) 41 44 >. - it-i 12 Glilland SM-Afterbarg limits below"A! line or P 1. less than 46 Limestone 21-35 Compact Very stiff. Test pit G.W. S. Y_ Conformable material change Ix, t3c clayey sand M - % OC and �C -Afterberl limits above 'W line with R I. greater than?. l___.j E - Expansion d "M v'a t'l a n ' &12�_ r1w.riiii, Appro 117 OH and MH Dote x1mote material change 6 gX - I fin: Sandy silt or Metamorphic 36-10 Dense Hard T -Trlaxlol compression 21 to 4, - Fines (silt or cloy) I Medium Coors; Fine, I Coors* VobblesiBoulde,3 2/4 'cone penetrometer Unconformoble material change CL / / an sand I sandi grove grovel silty sand rock 40 31 10 - Sieve sizes >70 Very dense Very hard --MLOOL Silty cloy or @ 2 V2 cons penetrometer Y Igneous rock 0 ML Classification of earth materials shown on this shoot is based on field inspection and Mclaygy silt 11 Dote of Date 20 4) r" IV ED Q0 416 ab 00 76 ab go t'i boring Blows per foot LIQUIO LIMI? should not be -construed to imply laboratory analysis unless so stated. 46 O�r CORRECTIONS BY --- NO CHANGES dfA OATE MOOPIC&TAM - APPROVED JOB No. 370'10 REGISTERED CIVIL ENGINEER No. c3IGS III A III will 1, 1 1 '1 "ll 5AN JOAQUIN COUNTY MARIP05A ROAD AT WEBER CREEK BRIDGE NO. 1325 49G. OF, TEST, BORING$, - BY R. $14991 NO. 17170�AL SH �A Scale 10`�_ Date Nov. 1970 Os I' 18� Check by P.C'. STATE NO. 29C-175