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LEGEND OF EARTH MATERIALS <br />UNIFIED SOIL CLASSIFICATION MATERIAL SYMBOLS <br />LIMIT <br />®Gravel <br />Pt <br />OH <br />CH <br />MH <br />OL <br />CL <br />ML <br />SC <br />SM <br />SP <br />SW <br />GC <br />GM <br />Silt <br />GW <br />� Shal <br />Highly <br />Very stiff <br />36-70 <br />Sands with fines <br />Clean sands <br />Gravels with fines <br />ECleangravels <br />Very hard <br />21/2" Cone penetrometer <br />Silts and clays <br />y <br />Silts and clays <br />y <br />>12%fines <br />° <br /><5 /ofines <br />° <br />>12 /°fines <br />%fines <br />organic <br />soils <br />Liquid limit greater than 50 <br />Liquid limit less than 50 <br />Sands - more than 50% of coarse <br />Gravels- more than 50%of coarse <br />fraction is smaller than N44 sieve. <br />fraction is larger than N24 sieve. <br />Fine grained soils <br />(More than 50% is smaller than N4 200 sieve) <br />Coarse grained soils <br />( More than 50% is larger than N4 200 sieve) <br />LIMIT <br />®Gravel <br />171-1-51 N N Peat or <br />According to the Standard <br />N organic matter <br />N2 of blows <br />' <br />Sand <br />a Fill material <br />Very loose <br />Very soft <br />6-10 <br />Loose <br />Soft <br />11 -20 <br />Silt <br />Stiff <br />� Shal <br />� e <br />LABORATORY CLASSIFICATION CRITERIA <br />2 <br />GW and SW -Cu= D5o greater than 4 for G W a 6 for SW; Cc= IO D (D30)2 between I a 3. Clay Sandstone <br />GP and SP Clean gravel or sand not meeting requirements for GW and SW. a <br />GM and SM- Atterber limits below "A" line or P. I. less than 4. Sandy clay or <br />q clayey sand Limestone <br />GC and SC-Atterberg limits above "A' line with P 1. greater than 7. <br />Sand silt or Metamorphic <br />Fines (silt or clay) Fine Medium Coarse Fine Coarse Cobbles Boulders ��• y p <br />sand sand sand gravel gravel silty sand rock <br />Sieve sizes 8 g a am "' Silty Clay Or <br />' Igneous rock <br />Classification of earth materials shown on this sheet is based on field inspection and clayey silt <br />should not be construed to imply laboratory analysis unless so stated. <br />cam.-�7`"� �,l�,u. 2/77 <br />�-�:. rvrilYlC UKAWEIf SHEE�tyr. ` <br />Ir1or <br />IZQ <br />L ighf brown, SILT)-', SANDY GRAVE -L771-17)---,3 <br />Compaq; red -brown SILTY SANDIS.9NDY SIL T <br />Dense -very dense, red -brown, SIL 7-Y very <br />/-1he 7'0 coal -se SAND with scaf7`erea' GRAVEL <br />ancY some CL A Y <br />Com ac f red -brown SILTY SAND f <br />Very dense, red-browr2 S/ L T Y SAND <br />CONSISTENCY CLASSIFICATION <br />3-77 c�,atL�,�2'v 3-77 %�v�,C� 7U.cic�,ci <br />`3z� <br />�L---- — —I <br />Ex1stl�g <br />br-io'ge # w2&5 <br />PLAN <br />Dusf'in Road <br />/ /4 2/ B 2 <br />i 9 ompacf�r-eo'-br-own,S/LTY very fine fn coarse Sf�ND <br />�Dense� red -brown S/L TY very 7�iine fo coal -se SAND <br />10-15-76 <br />/O-/5-76 <br />PROFILE <br />LEGEND OF BORING <br />-- Plan of any boring ROTARY BORING <br />Location <br />size Rotary boring B -No. <br />Top hole elev. 2.e <br />(") Diamond core boring Moisture (°/ d t) Casing <br />° 11 w 'Set 4 Sample number <br />size <br />FOR SOILS <br />According to the Standard <br />Penetration Test <br />N2 of blows <br />Granular <br />Cohesive <br />0-5 <br />Very loose <br />Very soft <br />6-10 <br />Loose <br />Soft <br />11 -20 <br />Semicompact <br />Stiff <br />21-35 <br />Compact <br />Very stiff <br />36-70 <br />Dense <br />Hard <br />>70 <br />Very dense <br />Very hard <br />3-77 c�,atL�,�2'v 3-77 %�v�,C� 7U.cic�,ci <br />`3z� <br />�L---- — —I <br />Ex1stl�g <br />br-io'ge # w2&5 <br />PLAN <br />Dusf'in Road <br />/ /4 2/ B 2 <br />i 9 ompacf�r-eo'-br-own,S/LTY very fine fn coarse Sf�ND <br />�Dense� red -brown S/L TY very 7�iine fo coal -se SAND <br />10-15-76 <br />/O-/5-76 <br />PROFILE <br />LEGEND OF BORING <br />-- Plan of any boring ROTARY BORING <br />Location <br />size Rotary boring B -No. <br />Top hole elev. 2.e <br />(") Diamond core boring Moisture (°/ d t) Casing <br />° 11 w 'Set 4 Sample number <br />size <br />Auger boring <br />Dry density (lbs./cu.ff.I <br />Unconfined <br />compressive <br />MSample <br />boring <br />strength (tons/sq.ft.) <br />Designates other soils tests <br />Jet boring <br />C - Consolidation 2.4 105 <br />-;S- <br />Test pit <br />Direct shear OwS L_ <br />E - Expansion Elevation <br />O <br />2 1/4 "cone penetrometer <br />T -Triaxial compression Date <br />OO <br />21/2" Cone penetrometer <br />E/evatlon Refer-er,ce: <br />� roadway at cen f'er- o� br-icoge <br />zE/e v. /00. 00 —assumed <br />0565 DATUM <br />/00- <br />90 <br />00 <br />90 62 <br />80 _ 52 <br />70 <br />42 <br />OPERATIONS <br />PENETRATION TEST <br />Size of sample (inches) <br />= Blows per foot <br />(Using a 140 lb. hammer <br />-- with a 30°drop) <br />Date of <br />boring <br />Conformable material change <br />Approximate material change <br />Unconformable material change <br />Location <br />B - No. <br />Top hole elev. <br />Pushed P <br />NZF <br />11 10 phis repres <br />Blows per foot 12 Gr <br />( Using 140 lb. 1920 of driving <br />hammer with 21 <br />30 <br />LZ--L- <br />30to drop) 41 <br />44 <br />12 5 <br />6 10 <br />2131 <br />Date <br />B I ows per foot <br />L O G OF TES T ,BOR/NGS <br />MICROFILI :. <br />t , ' r^ 1 9 <br />A6 BUILT <br />CORRFC T SIS BY— <br />GiAi GES <br />MOORE & TABER NORTHERN CALIFORNIA <br />CONSULTING ENGINEERS AND GEOLOGISTS <br />APPROVED -R------ f JOB No. 375/67-9.4 <br />REGISTERED CIVIL ENGINEER No. *` ._.- <br />it tion SAN JOA Q U//V CO UA1 T Y <br />a . DUSTIN ROAD BRIDGEOW285 <br />ACROSS <br />G /L L CR EEI< <br />LOG OF TEST BORINGS <br />By: J. O. D. <br />40 Scale: /"/= /O' Date: October; 1976 Check by: C.E.H. Drawing <br />40USr/N ROAD <br />Strae film IYA5 7 /9 <br />