29C-254 - Laserfiche WebLink

Home Browse Search

t B. M. T. I-' No, 5 Sp i ke in power po/e 00 ' ±- south o� south -east cor- ner exis�-/'ng bridge. Elevation 39.50 San Joaquin Count-3 datum equal to U. 5 G S. datum . AS shover) �0 l 13- I Very soFt brown CLAYEY L/ . !, SILT (ML.) I / G.IN. !3.tEl 81,5 91 25 80 Very loose gray CLAYEY 83 33 \ 2 11,41 Z 6A NO (3C) 7G 40� 3�1.4� � 70 ® Sa>ct brown CLAYEY I L1 198124 /. 4 I/,¢191 31L_T CML-) Very sl-I'Ff green CLAY-i 1.1 192127 60 EY SILT (t4L) LU -9hi-- green SANDY Il.9IloBI17 G I /4I /8�. LU CLAY (CL.) Vero. dense green Fine- ao 7 I/.4180 1 50 medium CLAYEY SANDY 0 G��1v�L (GM) �•o.�, 811.4 3ti Compact green GL AyEY S14NO (SC) 777 9 11,4170 IT Very dense brown S/L r'y 40 �A/Vdjy C�K�Ib/�L. (GM) 1-3/-7Z 30 ELLIOTT R0A0 Ex i 5 ti ng bridge PLAN PROFI L E AS shown As shown 8-2 . P' 68.5 Groundline_ prop-ile at Water surface /o downstream edge existing Elev. 81.14 6 6 bridge. Water surface 1-31-72 G.W,5. 8 5 /- 11- 19`� round surface ��.e��ix�� r2 Gray CLAYEY SAND (SC) 34 F; 442 Brown CLAYEY SILT' (ML) 259 ,z I-3/-72 /7 t 14 e4 /3 /s 12 /9 28 20 22 Z4 9 �7 21 22 O I O ? O 30 40 /-31-72 BLOWS PER FOOT %• 70 0 00 LU 1j 50 %m G2/O. s' 70 Z Q Q 60 lu 50 40 4© -30 30 I,INIIVI l 11111LI IJUN11 IIYIi YIIV dYY{i6l lldllllillli l h191111n1111,11 11CI lk B, lvl. T. P. No. 10 Spike in power pole l / 5' t' south OP soufh - east cor- ner existing bridge. E/evat-ior) 87.98 San Joaquin County datum equal to 1 S.G.5. datum. ! PL A N PROFILE _j � 0-/ Groundline propile at �S Shown AS shown As shown �_� downstream edge ex�stibric��a� Deck 90.5 - f 2 3 L 4, Compact brown SILT (ML) s G W. 5 El. &1. 5 , ,oe-l� �� Ground surface �o 15 Dark brown SILTY SAND CSM 24 7 25 28 40 7I + 60 50 40 30 20 10 0 BLOWS PER FOOT ?--9- 20 l f BRID GE NOS:' 59 372 13 F I " LEGEND - OF EARTH MA TERIALS E IA L. S UNIFIED SOIL CLASSIFICATION MATERIAL SYMBOLS CONSISTENCY CLASS IFICATION 1 Ft OH CH 1 tv� ®L_ _ C� �Nh SC SM sP [SW . ._L.G.M _ .. _ _ - 1 FOR SOI LS i So ds with f nes Clean sands Gravels with fines Clean gravels a N N Peat Or " j'�--�`•--i Highly Gravel ! Silts and clays Silts and clays >12%fines <5%fines >12%fines <5%fines 4,j organic matter According to the Standard PenetrationTest i organic (-'quid limitgreater than 50 Liquid limit Tess than 50 Sands -more than 50%of coarse Gravels- more than 50%of coarse fraction is smaller than N°4 sieve. fractionis larger than NQ4sieve. R;.. Sand Fill material - .: Fine grained NQ of blows d soils Coarse grained soils _ Granular Cohesive ° sieve) ( More than 50% is lorger than N4 200 sieve) i (More than 50 /° is smaller than N4 200 sie �^ OD Silt Shale 0-5 Very loose very soft 1 € LABORATORY CLASSIFICATION CRITERIA x5 - GW and SW- Cu= D6o greater than 4 for G W a 6 for SW; C = (D3o)2 between I a 3. 6' IO Loose Soft 0 CH Dlo c DIa x D6a clay Sandstone Z40 GP and SP- Clean gravel or sand not meeting requirements for n 11 -20 Semicompoct Stiff q R G W and SW. GM and Slvl-Atterberq limits below "A line or P. 1. less than 4. Sandy clay Or l E rw P clayey sand Limestone 21 - 35 Compact Very I I GC and SC-Atterberq limits above "A' line with P. I. greater than 7. y y P Stiff. OH and MH Fines (silt or clay) Fine Medium Coarse Fine Coarse El Sandy silt or Metamorphic 36-70 Dense Hard �i ICobbleslBoulders ( �tD CL sand sand I sand l gravel gravel -- _ silty sand rock L`M titL®E� No Sieve sizes $ o j70 Very dense Very hard a "' "' Silty cloy or tl , igneous rock - L cla a Silt if 0 l0 20 30 �0 SD 6o ao ep gD IpD Clossification of earth materials shown on this sheet is based on field inspection and y y 1N = LIQUID LIMIT should not be construed to imply laboratory analysis unless so stated. 3 • h rr-oa;l n . U �1 G.,'�1 ` , c a .. !E FA, �. __.. � 4' ri �a _ a�!°. �' n 55�-k a •... i i - ItlIIiIIiiItlVYYIIh I YIIIIIIIIIIIIYIIhIIYYI iVYullaVlVll Y0' " - :gill'I:ut.,,dlilYii6';VIIIIII,IIIIdtlhlllYlll� IiilY91Y6VIVIYII -' .:say„��.�„r �c ��; �. _� ...a-� :z �.� _„ -- E G EN BOR I N G OPERATIONS Plan of any boring ROTARY BORING PENETRATION TEST Location - size Rotary boring op hole elev. B-No. Location � ... 2.5' " Diamond core boring Mai Stu re(°r°dry wt)• C1. asi11 n9.. Top hole 2lev B ®No. size Auger boring Dry density (lbs./cu.ff.) Set -Sample number Pushed -P _Size of sample (inches) Unconfined compressive Blows per foot o p Glows per 11 Grqphic representation Sample boring strength (tons/sq.ff.) .;»'_ p foots 12 (Using a 1401b.hammer 19 Of driving ra r� Designates ether soils tests 'r (Using 140 lb. 20 " stet boring _ :.�: with a 30 drop) 21 m:� g C - Consolidation "* ! hammer with 12.41105 j24 1 1.4 65 41 S-Direct shear G.W.S.30°drop)44 t 30 Test pit T...�.4 Conformable material change 12 - �.__J E -Expansion Elevation a` Approximate material change 6 21/4 "Cone penetrometer T-Triaxiol compression Date Unconformoble material change �2131 _ � - 2 �, " Cone penetrometer 40 Date of Date 20 40 boring Blows per foot i Z.l1/031 15 /i / 1 1.4124 \ 1 SaPt tan CLAYEY SILT wif-h \ �0.8, 92I P5 .\ 2 / 4 1 iL LAY�Y SA/VU la ere I . I g y 80 k (Mi/SC� '••`�" Compact brown Fine -coarse 3 1/.413/ G.W.S. E/. 72.9 �- -®® r. SILTY GRAVELLY SAND (SM) 2-7-72 Compact �crrltn rn Pr n v _-•�•�C3e �LSND 70 Compact Q .brown ifl'ne-medium SILTY SANDY GRAVEL with /nose SILTY SAND Ao ers .. 1.4 1 r 22 i M� j---�ul 00 Loose brown CLAYEY 711.41 o I SAND c5C) W - 5 St-iFF brown SAAJDY CLAY/ �cl.) 187127 9I1.41/z I Ser»icompsct brown fine- .;; /OI/4114 1 coarse 5AivU �Sf'j 40 ,. Dense brown Fine -medium S/L7-Y SA VDY GRAVEL e e rGM) o / 2 b; f• 38 80 2-1,2,3-72 20 STATE NO. 29C-254 BRIDGE NO. 1 1 57 ®rrlMOORE & TABER NORTHERN CALIFORNIA CONSULTING ENGINEERS AND GEOLOGISTS APPROVED .%�1°�� •��'�� JOB N-. 372/i3-F-I,Z „ - REGISTERED CIVIL ENGINEER N..91<o5 COUNTY OF SAN JOAQU i N ELLIOTT ROAD BRIDGE NO. 1159 LOG OF TEST BORINGS I3y l,F. =. Scale I" = I®' Dote Feb. 1972 Drawing Ch 2ck by P C. W. 12