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__ /0 <br />_/0 <br />_00 <br />-30 <br />laol <br />a <br />3 <br />�Exisy`ing bridge <br />B-3 <br />0 B-2 <br />PILAIV <br />Kile Road <br />671evcg/*1o17 Pere/-e/-7ll <br />S.M. A-A-6-75 /978 <br />Elev, /19 <br />-B-3 B-I <br />g 14.3 m IS11nq 6,l� cec/< 14,3 D <br />sectiongPavinPovinsection <br />Loose, <br />Gws Elev 78 <br />B-2 occasional gravel <br />Semicompoll brown, SANDY SILT (FILL) QP5tr-eam 0-*Lyge 0"" briclge se, dark brown, slightly CLAYEY SANDY Sur with <br />(FILL) <br />Soft Istiff brown, CLAYEY Sill r 6.4 11-4�111118 1 1.4 5 Gws Etev 7.2 <br />3-1473 <br />/0-- <br />W.; <br />29 3-14-83 <br />27 <br />8r <br />2 2514 amicompoct, ton brown, slightly CLAYEY very fine SANDY <br />Dense, brown, SANDY SILT/ S/Lry very fine to 14.111181(6 N:1 11.41591 all <br />.�\' 0 6 <br />fine SAND a r2_.110 251•1 311.4 16 su r <br />-0 <br />f <br />4 11,418 loose, gray and brown,. slLry fine to coarse SAND with <br />Loose, brown, very fine to medium SAND aQ27 J2:� "I'i 212.51131 2 0 <br />23 <br />39L occasional gravel <br />59 <br />52 Semicompact to compact brown very fin; to mediuml <br />10 2-2 3 11.41171 <br />31 <br />2,5 26 (Semicompact to compact, brown, fine to medium SAND with <br />SAND and SILTY SAND 32 <br />20 <br />3 -14 - 8 3 13 lows per foot occasional gravel <br />�614 2 �1.. <br />11.0 11002 2 J 11.41431, <br />Dense, 4 18it 1421 <br />brown and gray, siltry very fine to medium SAND` <br />Dense, brown and gray, SANDY sILr with lenses of <br />locally a SANDY SILT —20 <br />14.41114118 fine to medium SAND <br />8 11.4 14 81 <br />A <br />5 bit 1601 <br />911.41681 <br />-30 <br />3-14-83 16.61117117 10 11.4 1741 Very denseir brown, SANDY slLrlslitry very fine to <br />fine SAND with cemented veins <br />-40 <br />3-14-83 <br />50 PROFILE <br />W-'(`01?D OR"AW111NI <br />—50 (1cirrections ay <br />­i,­ Changes By <br />[_)ate 8,6 <br />Any Petsil lisifig rh;s DT:3�vi1jg <br />",I loformat; <br />By Insp-lacting f Se sit.*, Of ltvi <br />• LEGEND OF EARTH MATERIALS • LEGEND OF BORIN G OPE-kATIONS <br />MOORE TABER NORTHERN CALIFORNIA <br />UNIFIED SOIL CLASSIFICATION MATERIAL SYMBOLS' CONSISTENCY CLASSIFICATION CONSULTING ENGINEERS AND GEOLOGISTS <br />P 0 H' ICH IMH Plan of any boring ROTARY BORING PENETRATION TEST <br />t OL I CL I ML' S'C ISM' SP'I'SW GC IGM GP'I­G'W FOR SOILS Location <br />Highly Sands with fines Clean sands Grovels with fines Cleongrovels Gravel Peat l:lr Rotary boring B-No Location <br />Slits and clays Slits and clays >12%fines <5%fines >12%fines <5%fines organic matter <br />Organic Liquid limit greater than 50 Liquid limit less than 50 According to the standard Penetration Test Top hole ele­v. B-No. APPROVED 85 JOB No. IP13(9�?115-41 <br />Solis Sands -more than 50% of coarse Grovels- more than 50%ofcoarse <br />Diamond core boring <br />fraction is smaller than NQ 4 sieve. Top hole elev. REGISTERED CIVIL ENGINEER No. q I ill <br />fraction Is for than N24 sieve. Sand Fill material Moisture (% dry wt.) Casing ll 11111111 1,1116, Ili I, 001,W01111"lill Mill 1A IIIIII11 Allillill"Alklill! IIA id,11,14 A1111111i'l, Ill IW III III 1.111"Idd, 114111111111 lillill I III III III I III <br />Fine rained soils Coarse grained soils El Wz N2 of blows Granular Cohesive Set-,,h,. Sample number Pushed —P <br />,21Dry density (lbs./cu.ft.) <br />(more than 50 X6 is smatter than NQ . 200 . sieve) (More than 50% is larger than N2 200 sieve) Auger boring _Size Of Sample (inches) <br />X50 GW and SW- Cuz greater than 4 for G W a 6 for SW between I a 3. strength (towsli b. "1 19 12 GrWh 0 <br />6-10 Loose Soft Unconfined compressive (Using a 1401b.hommer (Using 140 1 10 4rc f driving ro <br />LABORATORY CLASSIFICATION CRITERIA Silt Shale 0-5 Very loose Very soft Blows per foot Blows per fall 11 le representction COWV7-Y OF SAA1 JOAQUIN <br />10 Sample boring <br />CH 010 Cc 010 x D60 Clay Sandstone Run Designates other soils with a 30"drop) 21,v <br />E40 Jet boring hammer with 130 <br />GPond SP- Clean gravel or sand not meeting requirements for GW and SW. 11-20 Semicompact Stiff C - Consolidation .4 1103j24 41 KII-E ROAD BRIDGEIV21925 <br />GM and SM-Atterberg limits below W lint or P. I. less than 4. Sandy clay or L"k-tLi Limestone r--i S- Direct shear 30"drop) 44 <br />0 clayey sand 21-35 Compact Very stiff Test pit <br />GC and �C-Atterberj limits above "A' line with P. I. greater than 7. Conformable material change 12 <br />OH and MH E - Expansion Elevation % 5 BEAVEQ SLOUGH <br />Approximate material change 6 <br />Fines (sl It or clay) Fin Medium 'coarsJ Fine I coarse Cabbies Bouldi T -Triaxial compression Date . t 10 <br />CL I I I silty sand rock 21/4 "cone penetrometer Unconformoble material change 21 <br />d JiMetamorphic 36-70 Dense Hard <br />Sandy silt or <br />Fin son sand I sand I gravel I gravel boulders . . <br />31 <br />>70 Very dense Very hard <br />-S LGOL 40 <br />M`L­ ly LOG OF TEST BORINGS <br />W to - Sieve sizes 2 *2 V?"Silty clay or Igneous rock @ 2 1/2 cone penetrometer <br />D 20 30 40 aD 60 3 80 Vo Classification of earth materials shown on this Sheet is based on field inspection and Mcloyey Silt <br />Do f Date 6 40' By E. A H. <br />....... LIQUID LIMIT should not be construed to imply laboratory analysis unless so stated. scale,, /11=/0" Date: Aprl' <br />boring Blows perfoqt--- <br />1983 Drawing <br />Il ii kil 1! 01111 lilli'llill Il id A Ailhill 1111;1, 1111911111111 Ili lb IIIII Il lill )!,I i IIIII I'll ill 11fill Illil Ll T4. <br />Check-by'HR <br />rA r, ii 9APIa 6 4r IVO. ROO <br />f, <br />A <br />:L <br />�7MF173 r <br />90AV By -jH%4T TOY <br />7_2 <br />P R E <br />7 <br />0 <br />J AIOF- 9,OJECTN OAT DAYqMYTI09 APPROVAL R91COMMKIIII1090DAT11 <br />COUNTAN0j <br />P" <br />4WlW Pitt INOIX NO." <br />/A A\ <br />/AA\ <br />4 <br />Date a <br />J <br />1V <br />ti Q <br />