The URL can be used to link to this page

Home My WebLink AboutCT 83-19; Calavera Hills Village T; Soils Report Compendium; 1990-06-15- - - - - .- - - - - - - .- ENGINEEAING DEPT. LIBRARY City of Cartsbad 2075 Las Patmas Drive Cartsbad, CA 92009-4859 s’/ ./ g LLPp-IId /a/2&o azlwENDnR.l- !dR 1’ CAtAVERAHILISVILUY;ET PEi 2.89.40 EU4AVENUEZANL)C0LlU%E- PREPARED FOR: Thewilli.?nnLyoncblpany 4330 La Jolla Village Drive, Suite 130 fP P fi'7i‘: Carl&ad, California 92122 PREPARED BY: ScuthemCalifomiaSoilandlksthg,IncorpraWd Post Office Box 20627 6280 Riverdale Street San Diep, California 92120 - - - - - SOUTHERN CALIFORNIA !aOlL AND TESTINE, INC. 6280 RIVERDALE ST. SAN DIEEO, CALIF. 92120 * TELE 280-4321 * P.0. BOX 20627 SAN DIE00, CALIF. 92110 b,B ENTEIlPRleE ST. ESCONDIDO. CALIF. 92015 . TELE 7e%b-dtl-%a June 15, 1990 Lyon Connmnities, Incorporated 4330 Ia Jolla Village Drive, Suite 130 SCS&T 8821142 San Diego California 92122 ReportNo. 13 SUBSECT: Preliminary Pavement Section Recortmendations, Village T, Calaveras Rills, College Boulevard, Carl&ad, California. Gentleman: In accordance with your request, this report has been prepared to present preliminary structural pavement section recommendations for the above referenced project. Ten representative sanples of the anticipated subgrade soils ware obtained and tested for their Resistance Values (R-Values) in accordance with California Test Method 301. Trench locations , trench logs, and R-value test results are presented on the attached plates. Based on an assumed traffic index provided in the City of Carl&ad Street Design Criteria, Table A and the R-Value tests results, the preliminary structural pavement section ret-ndations are provided on the following Table A. The structural pavement sections based on the R-value test performad, and our knowledge of the predominant soil types anticipated at subgrade elevations. The R-value results vary from very gccd to very poor. It is ret-nded that very poor soils not be placed within tw feet of finished subgrades. An R-value of 30 was used for our calculations. In our opinion this value represents the minimum R-value of the predominant subgrade soils at this site. - - SOUTHERN CALIFORNIA SOIL AND TESTING, I N c SCS&T 8821142 June 15, 1990 Page 2 - .~ - !DWUA WSDWXWALPAVEMENP~QG-CALAVERASHILIS STREETTYPE TRAFFIC "R" VALUE ATHALT COlKPEIl3 CLA5SIIEU?SE INDEX (inches) (inches) Major Arterials 8.5 30 5.0 12.5 Collector Streets 6.0 30 4.0 6.5 Iccal Streets 5.0 30 3.0 6.0 Cul-de-sac Streets 4.5 30 3.0 6.0 Access Roads 4.5 30 3.0 6.0 - - - - - - The upper twelve inches of subgrade should be scarified, moisture conditioned to abve optimum nwisture requirerents, and coqmzted to at least 95% of the seximm dry density. Au soft or spongy areas should be remxed and replaced with compacted fill. The base material should be coqxcted to at least 95% of its nexinmm dry density. All ,mterials and mathcds of construction should conform with the nknimm standards set forth by the City of Carlsbad. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This oppcrtunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUIHERNCALIF0RNIASOIL & TESTING, INC. Daniel B. Adler, S.C.E. #3&037 DEiA:gg:nr cc: (4) suianitted (1) SCS&T, Escondidc - - -~ - SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYP:CFL NAMES I. COARSE GRAINEO. more than half Of material is m than No. 200 sieve s>ze. GRAVELS CLEAN GRAVELS GY man half of We,, grade? gravels. gravel- sand mixtures. little 07 no coarse fraction is fines. larger than No. 4 GP Poorly graded gravels. grave1 sieve size but sand mixtures, little or no smaller than 3". fines. GRAVELS YITH FINES GM Silty gravels, poorly graded (Appreciable amount gravel-sand-silt mixtures. of fines) GC Clayey gravels, poorly graded gravel-sand, clay mixtures. SANDS i6i-:";~,~~;~,of, cLEAN SANoS z ::~d*:':%f:Z~ x2 Poorly ~'"""1 sands, gravelly smaller than No. 4 S.a"dS, little or no fines. sieve size. SANDS WITH FINES SM Silty sands. poorly graded [Appreciaole amount sand and silty mixtures. of fines) SC Clayey sands. poorly graded sand 2nd clay mixtures. II. FINE GRAINEO. more than half of material is smaller than NO. 200 sieve SC SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit greater than SU ML CL OL MH CH OH Inorganic si:ts and very fine sands, rock flour, sandy silt or cl'?ey-silt-sand mixtures with slight plas- tlcity. Inorganic ciays of low to medium plasticity, gravelly clays. randy clays, silty clays. Iearl clays. Organic silts and organic silty clays or low plasticity. inorganic silts, mlcaceo~s or diatomdceous fine sandy or ri~ity soils, elastic silts. Inorganic clays of high p1ast1ciiy. fat clays. Organic clays 3f medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. - Water level at time of excavation or as indicated US - Undisturbed, driven ring sample or tube sample CK - Undisturbed chunk sample BG - Bulk sample SP - Standard penetration sample SOUTHERN CALIFORNIA CALAVERAS HILLS-VILLAGE “T” SOIL & TESTINO, INC. BY: JBR DATE’ 5-24-90 JOI) NUMBER: 8821142 Plate No. 2 - - - - - .-. - _~ - -~ - _. - -. -~ - TRENCH NUMBER 1 2: ELEVATlON zi P- %P DtiSCRIPTION TOPSOIL, Dark Brown, SILTY Dry SAND Bottom of Trench at 3.0' TRENCH NUMBER 2 TOPSOIL, Dark Brown, SILTY Dry SAND SUBSOIL, Dark Brown, SANDY Humid CLAY Bottom of Trench at 3.0' TRENCH NUMBER 3 TOPSOIL, Dark Brown, SILTY Dry SAND SUBSOIL, Dark Brown, SANDY Humid CLAY SANTIAGO FORMATION, Tan, SILTY SAND Humid Bottom of Trench at 3.0' I Very Dense Loose I I I -1 Stiff 1 Loose Very Dense SOUTHERN CALIFORNIA CALAVCRAS HILLS-VILLAGE "T" e*,, e -nrlNG. INC. - - - .~~. - - _. .~- - .- - - H 2 ii 2 d - SM i-q SC SM TOPSOIL, Brown, SILTY SAND Dry Loose CH G- rRENCH NUMBER 4 CW 211: ;LEVATlON ;g E P- d fit” DE8CRIPtlON ‘85 is ‘Y “8 0 TOPSOIL, Dark Brown, SILTY Humid Loose SAND SANTIAGO FORMATION, Light Humid Very Brown, Slightly CLAYEY SILTY Dense SAND Bottom of Trench at 4.0' TRENCH NUMBER 5 SUBSOIL, Dark Brown, SANDY Humid Stiff CLAY SANTIAGO FORMATION, Tan, SILTY SAND Humid Very Dense Bottom of Trench at 6.0' 0 SL SOUTHERN CALIFORNIA , P”OJ,?CT: CALAVERAS HILLS-VILLAGE "T" T JBR SOIL 8 TESTING, INC. LOOOCD Dv: DATE LOOOED: 5-24-90 JOB NUMBER: f3821142 PLATE NUY,C”: 4 b _- - - - - - - - - - -- -- - - - .~ 2 TRENCH NUMBER 6 CW >> t =a SYk z E w 22 gls $= b !i #i ELEVATION *co 2%: 0; 0 m a2 2 5 $9 do= g DESCRIPTION c-lo 0 0 0 SM TOPSOIL, Dark Brown, SILTY Dry Loose SAND l- CL/ SUBSOIL, Brown, SANDY CLAY Humid Very 2- SC to CLAYEY SAND Stiff! Dense 3 SM POMERADO CONGLOMERATE, Humid Very Greenish Tan, SILTY SAND Dense 4- 5- 6- - BG 7 Bottom of Trench at 7.0' TRENCH NUMBER 7 0 - BG SM TOPSOIL, Dark Brown, SILTY Dry Loose SAND l- - BG SM DECOMPOSED GRANITICS, Light Humid Very Brown, SILTY SAND Dense . 3- Bottom of Trench at 2.0' SOUTHERN CALIFORNIA , PIIOJECT: CALAVERAS HILLS-VILLAGE "T" LOOOED BY': JBR SOIL ii TESTING, INC. DATE LOOOED: 5-24-go JOI NUYBER: 8821142 PLATL NUYBCI): 5 - 2 z . E w .- b I Ii I f 4 2 TRENCH NUMBER 8 S& b-o+ c >> E$tG z wE c r %s !$ i ELEVATION k!c> z= 428 gg !i+ FI- 2” ;p l o 02 z $8 %$ *o= z 22 co 0 3 DESCRIPTION o” 0 Sg a2 s SM TOPSOIL, Dark Brown, SILTY Humid Loose l-\ SAND with ROCK FRAGMENTS up to 6 Inches - - - - - - - - - ..- - - - - 2 DECOMPOSED GRANITICS, 3 Brown, Slightly SILTY SAND Bottom of Trench at 3.0' TRENCH NUMBER 9 0 SM POMERADO CONGLOMERATE, Humid Very Purple Tan to Yellowish Dense l- Brown, Slightly Cemented SILTY SAND - BG 2 Bottom of Trench at 2.0' TRENCH NUMBER 10 OT i SM TOPSOIL, Dark Brown, SILTY Dry Loose SAND II SUBSOIL, Dark Brown, SANDY BG cL CLAY Humid Stiff 2 3- SM POMERADO CONGLOMERATE/ Humid Very DECOMPOSED GRANITICS, Tan, Dense - BG SILTY SAND with ROCK FRAG- 4- MENTS up to 6 Inches 5 Bottom of Trench at 4.5' 0 +sG SOUTHERN CALIFORNIA PROJECT: CALAVERAS HILLS-VILLAGE "T" T SOIL 8 TESTING. INC. LOOOLD~V: JBR DATE LOOOED: 5-24-90 JOB NUYDLI): 8821142 PLATE NUM.,!“: 6 - - - .~ .~ - ,- - - - - - _~ -- - - k TRENCH NUMBER 11 %# ELEVATION if? z(n %B DESCRIPTION 8 SM TOPSOIL, Dark Brown, SILTY Dry Loose SAND CH SUBSOIL, Brown to Greyish Humid Stiff Brown, SANDY CLAY SM SANTIAGO FORMATION, Tan, Humid Very SILTY SAND Dense Bottom of Trench at 4.0' SOUTHERN CALIFORNIA PROJECT: CALAVERAS HILLS-VILLAGE "T" LOOOLD BY: JBR SOIL 8 TESTING, INC. DATE LOOOCD; 5-24-go JO@ NUY~IER: 8821142 PLATE NUY,,!“: 7 1 I ,- 1 .1 1 1 1 I ,~- 1 .I 1~ 1 1 I 1 I Light Brown CLAYEY SILTY SAND Sample: Tl @ 1.0 to 2.0 'W'vALuE AT 3m PSI EXUDATION PRESSURE = 12 "R" VALUE AT EXPANSION PRESSURE= 32 5’“’ #16 #30 #50 #im #zoo EXUDATION PRESSURE psi SOUTHERN CALIFORNIA SOIL & TESTINP, INC. mm.0 II”.lOALrn .TIIC.T q PN 01.00. CPLICPmNlA .=,=a CALAVERAS HILLS-VILLAtiE "T" BY DATE GG 6-06-90 JOB NO. 8821142 Plate No. 8 ! A ~1 -I 1 J J J I .-. 1 1 1 1 .1 .1 l Dark Brown SANDY CLAY Staple: T2 @ 1.0' to 2.0' - TEST SPECIMAN DATE TESTED z g Compac u F I^iliSl LA I B c 0 E I I I I “WVALUE AT 300 PSI EXUDATION PRESSURE = Less than 5 GRAIN SIZE DISTRIBUTION SIEVE 1 AS RECEIVED 1 AS TESTED EXUDATION PRESSURE psi 5OUTHERN CALIFORNIA SOIL (L TESTIND INC ~P.O II,“I”DIL= l &T - SAN q 1WOO. C*LICOmNIA .m,ea - Tan SILTY SAND 1 SAMPLE: T3 @ 2.0’ t0 3.0' I 1 1 I_ L L 1 1 I_ 1 I ,~ 1 “R-VALUE AT 300 PSI EXUDATION PRESSURE = 51 "R" VALUE AT EXPANSION PRESSURE= 54 GRAIN SIZE DISTRISUTION SIEVE / AS RECEIVED ( AS TESTED 1 ki I I _ i rY I ! ‘-1 -iI3 I 216 I I EXUDATION PRESSURE psi - SOUTHERN CALIFORNIA SOIL. 8t TESTINQ INC q *.0 I,“.IIDIL. ,,& ’ SAN OI.00. CILICOINIA l *,mm 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I .- 1 Light Brown SILTY SAND SAMPLE: T4 @ 2.0' t0 3.0’ “R-VALUE AT 300 PSI EXUDATION PRESSURE = "R" VALUE AT EXPANSION PRESSURE= lsp==J #lL? I #30 I #50 1 PLASTICITY INDEX EXUDATION PRESSURE psi A SOUTHERN CALIFORNIA SOIL & TESTIND INC .~.D I,“I”DIL. /., . .PN 01.00. CILICOL1r.M. s*,*0 - 1 Tan SILTY SAND SAMPLE: T5 @ 5.0' to 6.0' 1 1 1 ~1~ 1 1 1 .I ~1 1 .I “R-VALUE AT 300 PSI EXUDATION PRESSURE = 61 "R" VALUE AT EXPANSION PRESSURE= 52 GRAIN SIZE DISTRIBUTION SIEVE I AS RECEIVED / AS TESTED 3 I I 2% I 2 1 1’/2 I I 1 I % I % I EXUDATION PRESSURE psi CALAVERAS HILLS-VILLAGE "T" BY GG DATE 6-06-90 JOB NO. 8821142 Plate No. 12 SOUTHERN CALIFORNIA SOIL 81 TESTING, INC. .m.0 q “I”OIL= .TII..T S-N 01.00. CILICOmNIA ms,mm - 1 Green Tan SANDY SILT SA,.,PLE: T6 @ 7.0' t0 8.0' 1 .t 1 1 1 t 1 L 1 L L “R”~ALUE AT 3m PSI EXUDATION PRESSURE = 37 "R" VALUE AT EXPANSION PRESSURE= 41 GRAIN SIZE DISTRISUTION SIEVE 1 AS RECEIVED ( AS TESTED I EXUDATION PRESSURE psi SOUTHERN CALIFORNIA SOIL (L TESTINQ INC ...D “,“I”OIL. ,,:mmT . -AN 01.00. CALICOLINI. .*-mm .i Light Brown SILTY SAND SAMPLE: T7 @ 1.0' t0 2.0' “R-VALUE AT 300 PSI EXUDATION PRESSURE = 51 "R" VALUE AT EXPANSION PRESSURE= N/A EXUDATION PRESSURE psi .,- SOUTHERN CALIFORNIA SOIL & TESTINO INC . ..P “‘“.“P.LS .,:,,, * .AN q I.00. CALICDINI. q *,=m - Brown SILTY SAND 1 Sample: T8 @ 1.0’ t0 2.0’ 1 1 1 1~ 1 I 1 I I~ 1 J- “R-VALUE AT 300 PSI EXUDATION PRESSURE = 68 "R" VALUE AT EXPANSION PRESSURE= N/A EXUDATION PRESSURE psi IYY I “E-I” LiaLlraaRN, SOIL & TESTING .I.0 III”.IDAL. .TI1.., rnPN P,.OO. GA,‘-----‘- -- -. Purple Tan SILTY SAND L SAMPLE: -~T9 @ 1.0' to 2.0' I 1.~ 1. ,i I k i Briouette Height in. 2.61 ~ 2.51 1 2.49 I 2 ! Density pcf 120.8 ~ 123.8 i 124.7 j EXUDATION PRESSURE OSI ~ 200 495 ~ 375 ! EXPANSION PRESSURE DIAL ( 0.0069 i 0.0223 0.0130 i ! E p,, at lm pounds psi I 46 j 32 43 I Iii. ph at 2000 pounds psi ~ 105 I 69 ?40 1 1 Displacement tlmls 3.70 0 / 3.40 I “E)” “n,,m I 76 I II7 21 I ,. .I.“- 1 2 / ii .d.J 1 / CORRECTED “R” VALUE I I 33 I I “R-VALUE AT 300 PSI EXUDATION PRESSURE = 30 "R" VALUE AT EXPANSION PRESSURE= 19 GRAIN SIZE DISTRIBUTION ; SIEVE / AS RECEIVED ( AS TESTED ! 3 &I ~ 2 / ~ 15 1 I ~~ 3/, ‘5 i 3. ‘8 $4 I =6 1 =v3 ! ‘30 ##I I Ll”“ll ~ PLASTlti LIP PLASTIC’-” ” SAND E EXUDATION PRESSURE psi A =QUTHERN CALIFORNIA -‘SOIL a TESTINO IF ____ - --~ ~~~ a..m q I”=IO*L. .A.- SAN OI.00. CILlrOClNl ,“c. 1,, A m9310 J -I _I .1 J 1 J 1 I .~ 1 1 1 .I 1 .I 1 - ,,.... . . . I DATE TESTED 1 6-04-90 1 6-Oi-9v , i$ ;;3:. _^_ ^^_ ^^_ P itor Air Pressure 3 ,- / Moisture at Compaction I 1l.P I I $ Briquette Height in. 1 2.43 2.47 pcf 107.6 110.2 EXUDATION PRESSURE psi I 195 I 290 I " ""7Q I " "IlE Tan, SILTY SAND SAMPLE: Tll @ 3.0' to 4.0' “R” VALUE AT 300 PSI EXUDATION PRESSURE = 48 EXUDATION PRESSURE psi SOUTHERN CALIFORNIA - - - .- - _- - .- -~ - - - -~ - .~ - - _- -~ PAVEMENT SECTION RECOMMENDATIONS JOB NUMBER: 8821142 DATE: JOB NAME: CALAVERAS HILLS STREET NAME: STATION: JURISDICTION: ====================------==--------==================================== TRAFFIC INDEX: 5.0 R-VALUE OF BASEMENT SOIL R-VALUE OF SUBBASE :i (Class III) R-VALUE OF AGGREGATE BASE 78 (Class II) R-VALUE OF CEMENT TREATED BASE 78 (CTB) SAFETY FACTOR 0.16 (feet) =============================-------=================================~= GRAVEL EQUIVALENT FACTORS TRAFFIC INDEX: 4.0 5.5 6.5 7.5 8.5 9.5 10.5 11.5 12.5 13.5 14.50 to to to to to to to to to to to 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.00 --- --- --- ___ ___ --- --- --- --- --- --- 2.50 2.32 2.14 2.01 1.89 1.79 1.71 1.64 1.57 1.52 1.50 Gf(ac): 2.50 Gf(class II) = 1.10 Gf(class III) = 1.00 ===============D=========p======------==========~========================= DEPTH OF ASPHALTIC CONCRETE REQUIRED DEPTH OF ASPHALT = [sF+(.OO32)*(TI)*(lOO-R)]/Gf(ac): 0.20 feet RECOMMENDED DEPTH OF ASPHALT: 2.46 inches ENTER THE INTENDED DEPTH OF ASPHALT: 3.00 inches GRAVEL EQUIVALENT OF AC = DEPTH(ac) / Gf(ac): 0.63 feet ===============o========= =====================E=========================== DEPTH OF CLASS II BASE WITHOUT USING A SUBBASE REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): 1.12 feet GRAVEL EQUIVALENT OF CLASS II = GE(tota1) - GE(ac): 0.50 feet RECOMMENDED DEPTH OF CLASS II = GE(class Z)/Gf(class 2): 5.40 inches ENTER INTENDED DEPTH OF CLASS II BASE: 6.00 inches GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 0.55 feet -- - PAVEMENT SECTION RECOMMENDATIONS - ===========-----=---------=---------E===================================== - JOB NUMBER: 8821142 DATE: JOB NAME: CALAVERAS HILLS STREET NAME: STATION: - JURISDICTION: -------------__--------------------------------------------------------- - ----_ -----p===================i====================== p========================= DEPTH OF CLASS II BASE USING A SUBBASE - REQUIRED G.E. ABOVE SUBBASE = (.0032)*(TI)*(lOO-R): 0.80 feet G.E. OF CLASS II = GE(above subbase) - GE(ac) + SF: 0.34 feet .- RECOMMENDED DEPTH OF CLASS II = GE(class 2)/Gf(class 2): 3.65 inches ENTER INTENDED DEPTH OF CLASS II BASE: 4.00 inches - GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 0.37 feet =========================L================================================ DEPTH OF SUBBASE - REQUIRED GE OF SUBBASE = GE(total)-GE(ac)-GE(class 2): 0.13 feet RECOMMENDED DEPTH OF SUBBASE = GE(subbase)/Gf(subbase): 1.54 inches - ENTER THE INTENDED DEPTH OF SUBBASE: 4.00 inches ===========-----=========================------========================= - REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): 1.12 feet PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base): 1.18 feet PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base)+(subbase): 1.33 feet ----- -----==================== ===============================I================= _~. PAVEMENT SECTION 3.00 INCHES OF ASPHALTIC CONCRETE - 4.00 INCHES OF CLASS II BASE - 4.00 INCHES OF SUBBASE OR - 3.00 INCHES OF ASPHALTIC CONCRETE 6.00 INCHES OF CLASS II BASE - =========================I================================================ - - .-, - - - .~ - - -- - PAVEMENT SECTION RECOMMENDATIONS JOB NUMBER: 8821142 DATE: JOB NAME: CALAVERAS HILLS STREET NAME: STATION: JURISDICTION: TRAFFIC INDEX: 6.0 R-VALUE OF BASEMENT SOIL R-VALUE OF SUBBASE Z (Class III) R-VALUE OF AGGREGATE BASE 78 (Class II) R-VALUE OF CEMENT TREATED BASE 78 (CTB) SAFETY FACTOR 0.16 (feet) -----------------------------------------------------------==~------=== --- GRAVEL EQUIVALENT FACTORS TRAFFIC INDEX: 4.0 5.5 6.5 7.5 8.5 9.5 10.5 11.5 12.5 13.5 14.50 to to to to to to to to to to to 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.00 --- -we --- -__ __- --- --- we- --- --- --- 2.50 2.32 2.14 2.01 1.89 1.79 1.71 1.64 1.57 1.52 1.50 Gf(ac): 2.32 Gf(class II) = 1.10 Gf(class III) = 1.00 ==========p============================================================= DEPTH OF ASPHALTIC CONCRETE REQUIRED DEPTH OF ASPHALT = [SF+(.OO32)*(TI)*(lOO-R)]/Gf(ac): 0.25 feet RECOMMENDED DEPTH OF ASPHALT: 3.01 inches ENTER THE INTENDED DEPTH OF ASPHALT: 4.00 inches GRAVEL EQUIVALENT OF AC = DEPTH(ac) / Gf(ac): 0.77 feet =====I====================E====E====I==========~============================== DEPTH OF CLASS II BASE WITHOUT USING A SUBBASE REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): 1.34 feet GRAVEL EQUIVALENT OF CLASS II = GE(tota1) - GE(ac): 0.57 feet RECOMMENDED DEPTH OF CLASS II = GE(class 2)/Gf(class 2): 6.23 inches ENTER INTENDED DEPTH OF CLASS II BASE: 6.50 inches GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 0.60 feet - - PAVEMENT SECTION RECOMMENDATIONS - ===========p==----------------------==================================== - JOB NUMBER: 8821142 DATE: JOB NAME: CALAVERAS HILLS STREET NAME: STATION: - JURISDICTION: =================== z=========----------------=========================== - ===P=======I==========================================~==-----====-------- ----_ ---__--- DEPTH OF CLASS II BASE USING A SUBBASE - REQUIRED G.E. ABOVE SUBBASE = (.0032)*(TI)*(lOO'R): 0.96 feet G.E. OF CLASS II = GE(above subbase) - GE(ac) + SF: 0.35 feet RECOMMENDED DEPTH OF CLASS II = GE(class 2)/Gf(class 2): 3.78 inches ENTER INTENDED DEPTH OF CLASS II BASE: 4.00 inches - GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 0.37 feet ===P===============f========================~=========================== ..~ DEPTH OF SUBBASE - REQUIRED GE OF SUBBASE = GE(total)-GE(ac)-GE(class 2): 0.20 feet RECOMMENDED DEPTH OF SUBBASE = GE(subbase)/Gf(subbase): 2.45 inches .- ENTER THE INTENDED DEPTH OF SUBBASE: 4.00 inches ===========================P============================================== - REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): 1.34 feet PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base): 1.37 feet - PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base)+(subbase): 1.47 feet PAVEMENT SECTION 4.00 INCHES OF ASPHALTIC CONCRETE - 4.00 INCHES OF CLASS II BASE 4.00 INCHES OF SUBBASE - OR 4.00 INCHES OF ASPHALTIC CONCRETE 6.50 INCHES OF CLASS II BASE - ===========L==---------___ ---I----_ ~I==x==c============~===================~= - - PAVEMENT SECTION RECOMMENDATIONS ==============--------------==-------=======~========================~== - JOB NUMBER: 8821142 DATE: JOB NAME: CALAVERAS HILLS _ STREET NAME: STATION: JURISDICTION: TRAFFIC INDEX: 8.5 R-VALUE OF BASEMENT SOIL 30 - R-VALUE OF SUBBASE 50 (Class III) R-VALUE OF AGGREGATE BASE 78 (Class II) R-VALUE OF CEMENT TREATED BASE 78 (CTB) SAFETY FACTOR -.~ 0.16 (feet) - GRAVEL EQUIVALENT FACTORS TRAFFIC INDEX: - 4.0 5.5 6.5 7.5 8.5 9.5 10.5 11.5 12.5 13.5 14.50 to to to to to to to to to to to 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.00 --- --- --- --- --- --- _-- --- --- --- --- 1.89 1.79 1.71 1.64 1.57 1.52 1.50 -.- 2.50 2.32 2.14 2.01 Gf(ac): 1.89 - Gf(class II) = 1.10 Gf(class III) = 1.00 -~ DEPTH OF ASPHALTIC CONCRETE _- REQUIRED DEPTH OF ASPHALT = [SF+(.OO32)*(TI)*(lOO-R)]/Gf(ac): 0.40 feet .. RECOMMENDED DEPTH OF ASPHALT: 4.82 inches ENTER THE INTENDED DEPTH OF ASPHALT: 5.00 inches ..- GRAVEL EQUIVALENT OF AC = DEPTH(ac) / Gf(ac): 0.79 feet ===================L==--------------=================================~== -.. DEPTH OF CLASS II BASE WITHOUT USING A SUBBASE REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): 1.90 feet - GRAVEL EQUIVALENT OF CLASS II = GE(tota1) - GE(ac): 1.12 feet RECOMMENDED DEPTH OF CLASS II = GE(class Z)/Gf(class 2): 12.18 inches - ENTER INTENDED DEPTH OF CLASS II BASE: 12.50 inches GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 1.15 feet - - PAVEMENT SECTION RECOMMENDATIONS _ JOB NUMBER: 8821142 DATE: JOB NAME: CALAVERAS HILLS STREET NAME: STATION: - JURISDICTION: ===========P========================================~================~== - ==============================================================-------=== ------_ DEPTH OF CLASS II BASE USING A SUBBASE - REQUIRED G.E. ABOVE SUBBASE = (.0032)*(TI)*(lOO-R): 1.36 feet G.E. OF CLASS II = GE(above subbase) - GE(ac) + SF: 0.73 feet RECOMMENDED DEPTH OF CLASS II = kE(class Z)/Gf(class 2): 7.99 inches ENTER INTENDED DEPTH OF CLASS II BASE: 8.00 inches .- GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 0.73 feet --------- ===========I========================P=========~==================--------- ,. DEPTH OF SUBBASE .- REQUIRED GE OF SUBBASE = GE(total)-GE(ac)-GE(class 2): 0.38 feet RECOMMENDED DEPTH OF SUBBASE = GE(subbase)/Gf(subbase): 4.60 inches - ENTER THE INTENDED DEPTH OF SUBBASE: 5.00 inches --------- ===I=======i===================================================--------- - REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): 1.90 feet PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base): 1.93 feet - PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base)+(subbase): 1.94 feet ----------_------------------------------------------------------------- - PAVEMENT SECTION 5.00 INCHES OF ASPHALTIC CONCRETE - 8.00 INCHES OF CLASS II BASE 5.00 INCHES OF SUBBASE - OR - 5.00 INCHES OF ASPHALTIC CONCRETE 12.50 INCHES OF CLASS II BASE - ===========I======= =================1================================== - PAVEMENT SECTION'RECOMMENDATIONS ===================o==------===------================================~== - JOB NUMBER: 8821142 JOB NAME: CALAVERAS HILLS __ STREET NAME: PUBLIC CUL DE SACS STATION: JURISDICTION: DATE: =================== p================p=================================== TRAFFIC INDEX: 4.5 R-VALUE OF BASEMENT SOIL 30 - R-VALUE OF SUBBASE 50 (Class III) R-VALUE OF AGGREGATE BASE 78 (Class II) R-VALUE OF CEMENT TREATED BASE 78 (CTB) SAFETY FACTOR .~ 0.16 (feet) ------------------_--------------------------------------------- -----=== - GRAVEL EQUIVALENT FACTORS TRAFFIC INDEX: - 4.0 5.5 6.5 7.5 8.5 9.5 10.5 11.5 12.5 13.5 14.50 to to to to to to to to to to to 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.00 --- --- --- --- --- --- --- --- --- --- --- 1.79 1.71 1.64 1.57 1.52 1.50 - 2.50 2.32 2.14 2.01 1.89 Gf(ac): 2.50 - Gf(class II) = 1.10 Gf(class III) = 1.00 - DEPTH OF ASPHALTIC CONCRETE - REQUIRED DEPTH OF ASPHALT = [SF+(.OO32)*(TI)*(lOO-R)]/Gf(ac): 0.19 feet RECOMMENDED DEPTH OF ASPHALT: 2.29 inches - ENTER THE INTENDED DEPTH OF ASPHALT: 3.00 inches - GRAVEL EQUIVALENT OF AC = DEPTH(ac) / Gf(ac): 0.63 feet ===I======================= p============================================ -. DEPTH OF CLASS II BASE WITHOUT USING A SUBBASE REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): 1.01 feet - GRAVEL EQUIVALENT OF CLASS II = GE(tota1) - GE(ac): 0.38 feet RECOMMENDED DEPTH OF CLASS II = GE(class Z)/Gf(class 2): 4.18 inches -~ ENTER INTENDED DEPTH OF CLASS II BASE: 6.00 inches GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 0.55 feet - - - PAVEMENT SECTION RECOMMENDATIONS - ==========---------------------------==============================~==== JOB NUMBER: 8821142 JOB NAME: CALAVERAS HILLS STREET NAME: PUBLIC CUL DE SACS STATION: -- JURISDICTION: DATE: - ------- ====================----------------P=========================-------===== DEPTH OF CLASS II BASE USING A SUBBASE REQUIRED G.E. ABOVE SUBBASE = (.0032)*(TI)*(lOO-R): 0.72 feet G.E. OF CLASS II = GE(above subbase) - GE(ac) f SF: 0.26 feet - RECOMMENDED DEPTH OF CLASS II = GE(class Z)/Gf(class 2): 2.78 inches ENTER INTENDED DEPTH OF CLASS II BASE: 4.00 inches - GRAVEL EQUIVALENT OF CLASS II = DEPTH(class 2)*Gf(class 2): 0.37 feet ----- -----I======================================== ========================== - DEPTH OF SUBBASE 0.02 feet -~ REQUIRED GE OF SUBBASE = GE(total)-GE(ac)-GE(class 2): RECOMMENDED DEPTH OF SUBBASE = GE(subbase)/Gf(subbase): 0.20 inches - ENTER THE INTENDED DEPTH OF SUBBASE: 0.00 inches - REQUIRED TOTAL GRAVEL EQUIVALENT = (.0032)*(TI)*(lOO-R): PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base): - 1.01 feet 1.18 feet PROVIDED TOTAL GRAVEL EQUIVALENT = GE(ac)+(base)+(subbase): 1.01 feet ==================================== ====------=====================I====== -----_ _- PAVEMENT SECTION 3.00 INCHES OF ASPHALTIC CONCRETE .- 4.00 INCHES OF CLASS II BASE 0.00 INCHES OF SUBBASE - OR -~~ 3.00 INCHES OF ASPHALTIC CONCRETE 6.00 INCHES OF CLASS II BASE ----_ - -----~==============================E===~=========~====================~= - - - - - - - - Isc T May 10, 1990 Lyons Consunities Incorporated 4330 La Jolla Village Drive Suite 130 San Diego, California 92122 SCS&T 8821142 Report No. 11 suE!JEcl!: Proposed Sewer Lines, Calavera Hills Village T, T-ack Avenue, Carl&ad, California. REFERENCE: "Plans for the Ivrovene nt and Grading, Calavera Hills Village T" ; Sheets 15 and 19, Hunsaker and Associates San Diego, Inc.; undated. Gentleman: In accordance with a request from Mr. Donald Blache, we have prepared this letter to present our opinion regarding the psrfornence of proposed sewer lines to be constructed at a 0.5 percent grade and, traversing cut and fill areas. The subject sewer lines will be located at Knollwxd Drive between its intersection with George Place and Foothill Avenue and at Levee Drive. It is anticipated that approximate naximum depth of fill underlying the proposed sewers at both locations will be seven feet and 14 feet, respectively. These depths include estimated depth of existing loose surficial soils requiring renrwal and replacement as compacted fill. It is our opinion that proposed grading will not detrimentally affect the proposed sewer line performance. Howaver, as an added precaution, it is - - SOUTHERN CALIFORNIA S01L AND TESTINS. I N c. X3&T 8821142 May 10, 1990 Page 2 recommmded that fill deposits underlying the proposed s-r lines be placed at a minti relative compaction of 95 percent. This recmndation applies to a zone centered on the sewer line with a minimum width equal to ten feet of fill depth, whichever is mxe. If you have any questions regarding this report, please do not hesitate to contact our office. DaniekB. k+r, R.C.k. #36037 i DBA:llM cc: (3) swtted (3) Hunsaker and Associates (1) SCS&T, Escondido - -_ - - - - - _. - _- -. _- - _- - -. 4% T SO”THERN CALIFORNIA e.OlL AND TESTINO, INC. 6280 RIVERDALE ST. SAN DIEma CALIF. 92120 * TELE 2804321 * P.O. BOX ZO627 SAN DIEOIJ, CALIF. 92120 b,B ENTERPRISE ST. EBcDNDIDn. C.LlF. 91015 . TCLE 746-4544 September 20, 1989 The William Lyon Cw 4330 La Joila Village Drive Suite 130 San Diego, Califomia "2122 SC&T 8821142 Report No. 6 suBsEcr: Respmse to City of Carlsbad Engineering Deparusant Consents, Valle Calavera Village T, Tamarack Avenue, Carlsbad, California. REFERENCE: "Report of Supplerrental Soil Investigation, Calavera Hills Villages Q and T"; Southern California Soil and Testing, ~nc.; 'Wxbr 6, 1988. Gentlmen: in accordance with a request from MIZ. Greg Gallagher, wa have prwided this report to address ccnsxsnts of the City of Carl&ad Engineering Department regarding the subject report. AS part of this report G have reviewad the g?zad.ing plans for Village T prepared by Hunsaker and Associates San Diegc, Inc. dated June 22, 1989. The majority of the comnants relate to the geology of the site. The plrpose of our reference report was to update our "Preliminary Geotechnical Investigation, Calavera Subdivision", dated January 6, 1993. The site ge010sywa~ disCUSSed in this report, a copy of which is attached h-in; The general d3amaaristics of each soil type remainunChangedandCallbe SOUTHERN CALIFORNIA SOIL AND TESTINS. , N c. - - - - - - - REspcbJsEm Cl?l!YOFcARIsBAD~~- VALLECALAVERAVILULC;ET -AVENUE cAALsBAD,- - - - - - The Willkm Lyon Ccrmparry 4330 La Jolla Village Drive Suite 130 San Diego, Califomia 92122 PPEPAIED BY: Soul&em California Soil and Tpsting, Incopxated Post Off~ice BOX 20627 6280 Rimrdale St-t San Diego, 'California 92120 - - - - - - - - - - 33&T 8821142 3eptemoer LO, 239 Page 2 found in said rewrt. Ucdated itow are presented hereinafter. The locations of our subsurface exploration perform4 at the site to date as wall as the ~~loqy mapping of the site has been transferred to the current grading plans and can be found on the attached plates. A geologic cross-section is also attached. Eased on a review of the aforementioned grading plans,it is our opinion that the recomeandations presented in the preliminary geotechnical report should be inplemanted unless new reconmendations are presented on the supplemental referenced soil report. In such case the supplemental report reconnendations should be followed. SITE PREPNWL'ICE?: The bottom of all r-al excavations should be scarified to a depth of 12 inches. Proposed grading plans contemplate the constnxtion of cuts and fills at an inclination of 2:l (horizontal to vertical) or flatter, extending to a maximum height of 25 feet and 46 feet, respectively. It is our opinion that said slopes will pssess an adequate factor-of-safety with respect to deep seated rotational failure as ~11 as surficial failure (see attached Plates Number 13 and 14). It is recommended that all cut slopes be observed during construction by a ne&er of our engineering geology staff to ascertain that no adverse or unforeseen conditions are encountered. If necessary, slope stabilization reccexnandations will te provided at that time. It should be recognized that cut slopes constructed in metavolcanic,/granitic rock may expose lccalized zones of fractureo rock. These areas may require special consideration such as rock anchors. It is recmnded that all fill slopes be compacted utilizing a sheepsfcot roller at intervals not exceeding four feet in height. - - - - - - - - - - - - - - - - SCS&T 8821142 September 20, i?59 Page 3 EXISTI%FAIJLUT The northwest trendina fault encountered at the site is located at or near the contact betwaen the Eocene-age Santiagc Formation and older materials. The oniy younger material overlying the fault are Recent alluvial deposits and/or topsoils which are not faulted. None of the topcgraphic features such as offset drainages or sag ponds cormtonly associated with active faulting in California ware observed at the site. The available informtion idiCateS that the fault moved subsequent to the deposition of the Santiago Form&ion (approximately 35 million years ago) but that it has apparently not rrnved during the Holocene Epoch (most recent 11,000 years). Consequently the fault can be considered to be either inactive or only potentially active according LO the criteria of the California Division of Mines and Geology. Subdrain locations axe shown on the attached Plates 1 through 11. A subdrain detail is presented on the attached Plate Number 15. A retaining wall suixkain is presented on the attached Plate Nunker 16. No groundmter was encountered during our subsurface exploration and wa do not anticipate any major groundwater related problems, either during or after construction. Howaver, it should be recognized that minor groundwater seepage problem ney occur after develoPmeet of a site even where none ware present before developnt. These are usually minor phenomena and are often the result of an alteration of the pensaability characteristics of the soil, an alteration in drainage patterns and an increase in irrigation water. Based on the panaeability characteristics of the soil and the anticipated usage of the development, it is OUT opinion that any seepage problem which my occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they develop. - - -- - - - - - - - - XX&T 8821142 jeptember 20, 1289 Dage 4 If :mu have any questions recardina this repx-t. please do not hesitate to _ _ contact this office. T~his Opportunity to lx of professicnai service is sincerely appreciated. Respectfully sukmitted, & TESTING, INC. Daniel B. Adler, R.C.E. #5 6037 Curtis R. Burdett, C.E.G. :I090 DBA:CRB:mw cc: (3) sutanitted (3) Hunsaker and Associates San Diego, Inc. (1) SCS&T, Escondido - - - - - -~ - - - - - - .- - - - - - - .~- LEGEND TRENCH LOCATION (1988) TRENCH LOCATION (SCS&T REPORT l-9-84) TRENCH LOCATION (1982) TRENCH LOCATION (1981) N SEISMIC TRAVERSE LOCATION (1988) H SElSMlC TRAVERSE LOCATION (SCS&T REPORT l-9-84) w SEISMIC TRAVERSE LOCATION (1982) m SEISMKZ TRAVERSE LOCATION (1973) 0 BORING LOCATION (1973) *- . -. APPROXIMATE LOCATION OF FAULT Q8l Qo8l Qu ES TP KgrfJmv JmvlKgr QUATERNARY ALLUVIUM QUATERNARY OLDER ALLUVIUM UNNAMED SANDSTONE EOCENE SANTIAGO FORMATION TERTIARY PALEOSOL CRETACEOUS GRANITIC ROCK/JURASSIC METAVOLCANlC ROCKS JURASSIC METAVOLCANIC ROCKSlCRETACEOUS GRANITIC ROCKS SOUTHRRN cALIconwA CALAVERAS HILLS 8OIL & Trn8TI)IQ, I NC. w: D-lWm DATK: 9-19-9s JO8 WIlYmEn: 882’142 PLATE #I2 SLOPE STABILiTY CALCULATIONS Janbu's Simplified Slope Stability Method kQ;w , FS=Ncf+-1 Assume Homogeneous Strength Parameters throughout the slope Lf (“1 C(0s.f) W"(OCf\ Incl. H (ftj FS 39" 200 132 2:l 30 2.3 42' 200 124 2:l 50 2.3 t 1 1 1 1 1 1 1 1 1 1 1 1 Where: fl = Angle of Internal Friction C = Cohesion (psf) Us = Unit weight of Sol1 (pcf) H = Height of Slope (ft) FS = Factor of Safety .I 1 1 1 I 1 SOUTW~RW CALICORNIA VILLA CALAVERAS VILLAGE T SOIL A TS8TtWQ, Inc. a*: OBA OATE: 9-20-89 SURFICIAL SLOPE STABILITY SLOPE SURFACE ASSUMED PARAMETERS z = DEPTH OF SATURATION = 3 ’ 8 = SLOPE ANGLE = 26.5” 6w= UNIT WEiGHT OF WATER = 62.4 pcf 6T= SATURATED UNlf WEIGMT OF S= = 144 pzf 0 t APPARENT ANGLE OF INTERNAL FRlCTlON ALONG PLANE OF FAILURE = 3Y c = APPARENT COHESION ALONG PLANE OF FAILURE = 200 psf c+TTAN@ = FS= T E + (bT - LIW\ z COS 8 TAN @ mzslN8cos8 FS = 2.2 8OUTHRRII CALICORWIA VALLE CALAVERAS VILLAGE T SOIL A T88TlWQ, I NC. F”: DBA DATL: g-20-89 JOB wur~mr:8B21142 Plate No. 14 CANYON SUBDRAIN DETAIL 1 COMPACTED FlLL 1 BENCHINQ / 1 SUSORAlN TRLNCn: SEE DETAIL A 8 E I- DETAIL A FILTER MATERIAL SHALL SS CLASS 2 FILTER MATERIAL PEIIMEASLE MATERIAL PER STATE OF ,/4 CUBIC FEET/FOOT CALIFORNIA STANDARD SPEClFlCATlONS. AN0 APPROVED ALTLRNATE. CLASS 2 FILTER MATERIAL SNOULO COMPLY WITH THE FOLLOWINO LIMITS SIEVE SIZE % PASSING 1 100 3/4 90-100 3/a 40-100 No. 4 2540 NO.8 18-33 Na 30 5-36 I- I PCRFORATED PIPS SURROUNDS0 WITH FILTER MATERIAL 3ETAIL B No. SO o-7 No. 200 o-a I - DETAIL OF CANYON SUBDRAIN TERMINAL 1 l/2-MAX QRAVEL OR APPROVED EQUIVALENT 0 CUBIC FEET/FOOT 1 1/1”QRAVEL WRAPPED IN FILTER FASR,C WBDRAIN INSTALLATION:SUSDRAIN PIPE SHALL BE INSTALLED WIT+! PERFORATIONS DOWN SUBDRAIN PIPE:SUBDRAIN PIPE SHALL BE PVC OR ABS TYPE SDR 3s FOR FILL “p To 35 FEET DEEP, OR, TYPE SDR 21 FOR FILLS Up Td 100 FEET DEEP SOUTHERN CALIFORNIA CALAVERAS HILLS SOIL 8 TtSTINQ,INC. BY: DBA DATE: g-20-89 JOS NUYOER: 8821142 PLATE NO. 15 - - - .- .- .- ~~_ - - - - - ~~- WATtRPROOt 8&c% Of WALL CLR ARCHITECT’3 8ItClFlClTlOWI 814 INCM CRU8HED ROCX OR MIRADRAIN ODD0 OR EOUIVALENT QCOFABRIC ¶EtWLtR ROCX AND 8OlL 4” DIAMETER PERFORATED PIPE !I ,ILAI-ON-GRADE RETAINING WALL SUBDRAIN DETAIL NO 8CALC SOUTHSRW CALlFORNlA VALLE CALAVERAS VILLAGE T SOIL & TISTlWQ,lNC. w’: DBA DATE: g-20-89 JOB YUY8EI: 8821142 Plate No. 16 - - ,..- - - _- - - June 12, 1989 The William Lyon Coqany SCS&T 8821142 4330 La Jolla Village Drive PepsNo. 5 Suite i30 SanDiego, California c2122 SURTECT: Review of Grading plans, Valle Calavera Village T, Elm Avenue d College Eoulevaxd, Carlsbad, California. REFERENCE: "Reprt of Suppkmental Soil Investigation, CalaWa Hi& Villages Q and T": Southern California Soil and Testing, IX.; october 6, 1988. Gentlemen: In accordance with the request from Hunsaker and Associates San Diw, IX. this letter has keen prepared to verifythatwa have reviewed their undated rough grading plans for the subject project. The plans ware found to be h accordance with the recmndations provided in the referenced repOrt. Sowaver, a revised subdrain detail plan is provided herein and should he incorporated to the plans. ~ropsed cut and fill slopes will be const.mct& at a 2 :1 (horizontal to vertical) inclination to a maxirnrm height of 30 feet and 56 feet, respectively. In our opinion, these slopes will pDSSeSS an adequate factorof-safety with respect to deep-seated rotational failure (see attached Plate Xuker 1). This O~rtUnityto be of professional service is appreciated. DBAXIW cc: (3) satted (3) Unsaker and Associates San Oiego, (1) %3&T, Escondido IIlC. SOUTHERN CALIFORNIA 5 0 I L AND TESTING, I N c. CANYON SUBDRAIN DETAIL 1 DETAIL A I FILTER MATERIAL ,d CUBIC FEET/FOOT ~~~~ A-l MInIMuM s - I PERFORATED PIPE SURROUNDED - WITH FILTER MATERIAL FILTER MATERIAL SHALL St? CLASS 2 PERMEABLE MATERIAL PER STATE OF CALIFORNIA STANDARD SPLCIFICATlONS, AND APPROVED ALTERNATE. CLASS 2 FILTER MATERIAL SHOULD COMPLY WITH THE FOLLOWINQ LIMITS SIEVY SIZE 3;4 3/S No.4 NO.5 Na 30 No. SO No. 200 90-100 % P$t,slNQ 40-100 2540 1 s-as 5-15 O-7 O-S I DETAIL B I - DETAIL OF CANYON SUBDRAIN TERMINAL 1 1/2’YAX GRAVEL OR 5 CWIC FEETIFOOT I PER~~Ofl\TSU 1 1/2”QRAVEL WRAPPED IN FILTER FABRIC I &DRAIN INSTALLATION:S~~DRA~N PIPE SHALL BE INSTALLED WITH PERFORATIONS DOWN SUBDRAIN PIPE:SUEDRAIN PIPE SHALL BE PVC OR ASS, TYPE SDR 3s FOR FILLS UP TO 35 FEET DEEP, OR, TYPE SDR 21 FOR FILLS UP TO 100 FEET DEEP SOUTHERN CALIFORNIA VALLE CALAVERA VILLAGE T SOIL & TtSTlNO,INC. BY: DBA DATE: 6-12-89 .-- . . . . ..---.FIR711P7 I Dlate Nn 1 SLOPE STABILITY CALCULATIONS Janbu's Simplified Slope Stability Method \cc$=~ , FSzNcf(+ Assume Homogeneous Strength Parameters throughout the slope i3 (“) C(DSfj 'de(DCf) 1x1. H (ft) Ff 42 200 124 2:l 60 2.2 - - - - - - - - - .- Where: 0 = Angle of Internal Friction C = Cohesion (psf) Us = Unit weight of Sol1 (pcf) H = Helqht of Slope (ft) FS = Factor of Safety SOUTHRRN CALIFORNIA VALLE CALAVERA VILLAGE T -.. SOlL A T88TlNa,INC. SY: 0~ DATE: 6-12-89 JOI _.. - - Malxh 9, 1989 - The William Lyon Ccarprrny 4330 La Jolla Village Drive Suite 130 scS&T 8821142 - San Diego, California 92122 Report No. 3-R SUBJECT: Building Setback, Calavera Kills Villa- Q and T, College Boulevard, Carlsbad, California. REFERENCE: ~SU~~~TEIX.& Soil Investigation, Calavera Hills Villages Q arrl T"; southern California Soil and Testing, Inc.; October 6, 1988. cent1enE?n: - In accordance with a request from Hunsaker and Associates San Diego Ixo~rated, he have prepared this letter to presentouropinionregardLng the proposed sideyard structural setkacks at the subject project. It is out understanding that the structures will be located five feet from the PrOpeq line and the distance between the drainage de.5 and the bUi.lW will be three feet. - tn our opinion the proposed three fcxxd.istance be- the swales and the buildings is adequate from a geotechnical standpoint, provided pmper drainage away frum the structures and the top of sly is achieved. Such M=mination is beyond the scope of cur services. - If you have any queetion~ rega this letter, please do not hesitate to contact this office. - \/ Daniel B. Adler;R.C.E. #36037 LlBA:xIw cc: (21 suhnitted i2j Huhsaker andAssociates SanDm Inc. (1) SCS&T, EscOndidO SOUTHERN CALIFORNIA SOIL AND TESTINO. I N 0.. - - - .- - - November 18, lo88 The William Lyon Company 4330 La Jolla Village Drive, Suite 130 San Diegc, California 92122 SCS&T 8821142 Repon NO. 2 - SUBJECT: 3rthwork ‘.7alues, Calavera Hills Villages Q and T, College Eculevard, Carlsbad, California. - - - - - - .- REFERENCE: *Supplemental Soil Investigation, Calavera Hills Villages Q and T" , Southern California Soil and Tasting, Inc.; October 6, 1988. Gentleman: In accordance with a request from bw. Marwan Younis with Hunsaker and Associates San Diego, Inc. we are providing herein estineted earthwork values for the subject project. These values are based on the findings of our referenced investigation and cur experience with similar soil conditions. It should be recognized that large portions of the site are underlain by inter-mixed granitic and mstavolcanic rock. This condition should be reflected in any emrk calculations. SOILTYPE - (-) OR - (+I - - - Granitic/Netavolcanic and Palecsol Metavolcanic/Grani.tic Santiago Formation Quaternary Sandstone andolder Alluvium YoungerAl.luviumandTopsoil + 5% to + 10% +lo% to + 15% 0 -20% SOUTHERN CALIFORNIA SOIL AND TESTINS. I N c - - - - - - SCSFiT 8821142 Navenioer 18, 1988 Page 2 If you should have any questions after reviewing this report, please do not hesitate to contact this office. this opfiunity to be of professional service is sincerely appreciated. Respectfully suinlitted, sm CAT.I1F0lQuASmL & TFsTm, INC. &-g&J4 Daniel B. Adler, R.C.E. #36037 DBA: nr cc: (3) suhnitted (3) Hunsaker & Associates San Diego Inc. (1) SCS&T, Escondido .- - - - - - -OF SUPPLEMENIIAI. SOIL llwETImm CALAVERASW -QAM)T EtXA~Z!NDCOLl.ZEBXJLWMD -,- - - - - PREPAREDFOR: ThewilliamLyoncarpany 4330 La Jolla Village Drive, Suite 130 San Dieqo, California 92122 PREPARED BY: SmtkmCalifomiaSoil&Wsting,I~~. Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 - - - 4% T SOUTHERN CALIFORNIA SOIL AND TEST,Nr;, INC. 6280 RIVERDALE ST. SAN DIEOO, CALIF. 921zo * TELE 280-4321 * P.O. BOX 20627 SAN DIEGO. CALIF. 92120 6.78 ENTERPRISE ST. EBCOND,D~, CALLIF. 91015 . TELE 74c5-a5aa - - - . ..~ October 6, 1988 The William Lyon Co-y 1330 La Jolla Village Drive Suite 130 San Diego, California 92122 .4Tl?EXTION: Mr. George Haviar SCS&T 8821142 Repx-c No. 1 SUBJECT: Supplemanta Soil Investigation, Calaveras Hills Villages Q and T, College Boulevard, Carlsbad, California. Gentleman: In accordance with your request, k.e have ccnpleted a suppl-ta1 soil investigation for the proposed project. We are presenting herewith our findings and recomendations. If you have any questions after reviewing the contents contained in the attached report, please do not hesitate to contact this office. This ~qqxxtunity to be of professional service is sincerely appreciated. Daniel B. Adler, R.C.E. #36037 CHC:DBA:JRH:nw cc: (6) Suhnitted (1) SCS&T, Escondido @&dm Curtis' R. Rurdett, C.E.G. #lo90 Charles H. Christian, R.G.E. #00215 SOUTHERN CALIFORNIA SOIL AND TESTINO. I N c. -. - - - - - - - - -- TABLEOF- PACE Introduction and Project ascription ..................................... ..l Scope of Service ........................................................ ...2 Findings ................................................................ ...3 Site Description .................................................... ...3 General Geology Conditions .......................................... ...3 Geologic Setting and Soil Description .......................... ...3 1) Basement Complex-Jurassic Metavclcanics and Cretacecus Granitics (Jmv/Kgr) .................................. ...3 2) Tertiary Paleosol (Tp) .................................. ..S 3) Santiago Formation (Es) ................................. ..S 4) Quate~ Sandstone (Qu) .............................. ...5 5) Older Quaternary Alluvium (@al) ....................... ...5 6) Younger Quaternary Alluvium (Qyal) ..................... ...6 7) Artificial Fill (Qaf) .................................. ...6 Tectonic Setting ............................................... ...6 Geologic Hazards ................................................ ..E Excavation Characteristics ........................................... ..g Field Investigation..............................................lO Discussion of Excavation Characteristics.........................1 0 Rippability Characteristic of Grancdioritic Rock.................1 0 Rimle Condition (O-4,500 Ft./&c.).......................1 0 Marginally Rippable Condition (4,500 Ft./sec.-s,500 Ft./Sec)............................ll Nonrippable Condition (5,500 Ft./&c. & Greater)............1 1 Rippability Characteristics of Metavolcanics and Associated Yrpabyssal Reeks and lbnalitic Rocks...........................1 1 Rippable Condition (O-4,500 Ft./Sac.).......................1 1 Marginally Rippable Condition (4,500-5,500 Ft./Z&.)........1 2 Ncnrippable Condition (5,500 Ft.Sec. & Greater).............1 2 Shmmwy of Seismic Traverses.....................................1 3 TraverseNo. S-1tIumughTmverse No. s-3...................13 Traverse No. S-3R through Traverse No. S-5R.................14 Traverse No. S-6 through Traverse No. S-E...................1 5 Traverse No. S-8R thmugh Traverse NO. S-11~................16 Traverse No. S-12 through Traverse S-14R....................17 Traverse No. S-15 through Traverse S-17R....................lE Traverse NO. S-18 through Traverse S-20.....................19 Traverse No. S-20R through Traverse S-22R...................2 0 Traverse No. S-23 through Traverse S-23R....................2 1 Seismic Traverse Limitations ................................... ..2 1 Conclusions and Ret-ndations ......................................... ..2 2 General ............................................................. ..2 2 Village Q.............................................................2 2 Village T ............................................................. 23 Grading...............................................................2 5 - - - - - - - - -. - - - - - - - - - TIAELEOFW (continued) PACZ Undercutting.....................................................2 5 Earthwork ...................................................... ..2 5 Slope Kerj.......................................................2 5 Subdrains ...................................................... ..2 6 Rock Disposal....................................................2 6 Select Grading...................................................2 6 Foundations ......................................................... ..2 7 General ........................................................ ..2 7 Reinforc-t....................................................2 7 Interior Concrete Slabs-on-Grade.................................2 8 Exterior Concrete Slabs-on-Grade.................................2 8 Special ~ts.....................................................2 8 Settlement Characteristics ..................................... ..2 9 Expansive Characteristics........................................2 9 Grading Plan Review...................................................2 9 Limitations ............................................................. ..2 9 Review, Observation and Testing.......................................2 9 Uniformity of Conditions..............................................3 0 Change in SCOP~.......................................................~ 0 Time Limitations .................................................... ..3 0 Professional Standard.................................................3 1 Client's Responsibility...............................................3 1 Field Explorations........................................................3 1 Table I Table II Generalized Engineering Characteristics of Geologic Units, Page 7 The Maxirmrm Bedrock Accelerations, Page 8 FIGJRE Figure 1 Site Vicinity Map, Follows Page 1 Plate 1 Plot Plan Plate 2 Subsurface Exploration Legend Plates 3-77 TrenchIogs Plates 78-99 Seismic Line Traverses Plates loo-102 D-8, D-9 and D-11 Uppability Perfomence Chart Plate 103 Canyon Subdrain Detail Plate 104 Rock Disposal Plate 105 Waakened Plane Joint Detail A - Iqs fmm Previous Investigation B - Ret-ndsd Grading Specification and Special Provisions * - - - - - CAL?.VER?SHILLSVILL?GESQANDT - CoL&Tx~ HxJLmmm cARLsB?,D, cALIFoRNIA -~ -aAND PIXNBYDFSCNPPION - This report presents the results of our supplemntal soil investigation for a proposed residential subdivision, to ba located north of the intersection of College Eculev& and Elm Avenue, in the City of Carl&ad, California. The site location is shown on the vicinity map prcvided as Figure Nuskmz 1. - - - - - It is our understanding that the sits will be developed to receive a 476 lot residential subdivision with associated paved streets. It is anticipated that the structures will be one and/or two stories high and of mcd-franc construction. Shallow foundations and conventional slab-on-grade floor system are proposed. Grading will consist of cuts md fills less than 30 feet and 25 feet deep, respectively. Site grading will also include sheet grading of a 17 +/- acre schcol site in Village T. To assist in the preparation of this report we were provided with a preliminary grading plan prepared by Hunsaker and Associates, dated August 8, 1988. In addition wa have reviewad the following reports in our files. - - - 1) "Repcrt of Ceotechnical Investigation, Village Q, Calaveras Hills Sukdivision"; January 10, 1984. - - - .~ - .~ - -~ - .- -,. ,,~~ _- - - - - SOUTHERN CALIFORNIA Calaveras Hills SOIL & TLSTINQ,INC. ~1: DBA DATE: 10-25-88 ~06 nuw13zf1:8~21147 Fioure No. 1 SCS&T 8821142 Cctober 6, l.988 Page 2 - - - - 2) 3) 4) 5) 6) "Preliminary Cactechnical Investigation, Calaveras Subdivision"; Southern California Soil and Testing, Inc.; January 6, 1983. "Soils Engineering and Engineering Geologic Reconnaissance Investigation, Calaveras Hills Property"; Earth Research Associates, ~nc.; April 29, 1981. Appedix A of Report; San Diego Soils Engineering, Inc.; February 18, 1981. "Pm-Preliminary Investigation for the Calaveras country Developsent"; Southern California Testing Laboratory, Inc.: June 7, 1973. Related correspondence in our files. where pertinent, information from said reports was incorporated to this study and is presented in Appendix A. The site configuration, approxisate topography and location of our subsurface explorations are shown on Plate Nuabar lofthis repix-t. sm?EoFsERvIc8 , This investigation consisted of: surface reconnaissance; seismic refraction survey; subsurface explorations; analysis of the field data; research of available geological literature pertaining to the site; and preparation of this report. Specifically, the intent of this analysis was to further evaluate the excavation characteristics of the rock material underlying the site and its impact on the proposed site grading. In addition, we are providing updated grading and foundation recommendations. Our recomrendations are also based on the findings of our previous gectechnical studies of the site (reference 1 and 2). Laboratory testing and n-ost of the engineering calculations were performsd in conjunction with the preparation of said reports. - - - - - .- - .- - - SCS&T 8821142 Cctober 6, 1988 FINDINGS Page 3 sm DlscRamm The subject site is an undeveloped parcel of land located north of the intersection of College Boulevard and Elm Avenue in Carl&ad, California. The site consists of approximately 168 acres and is bounded by undeveloped land on the east, south and west and residential and undeveloped land on the north. Topography, the site consists of hilly terrain with wll-incised drainage swales. Drainage is accomplished via sheet flow and the drainage wales. Elevations range from approximately 450 feet (IGL) to 190 feet (MSL). Vegetation consists of moderate to dense chaparral and native grasses. An overhead high voltage power line traverses the southeastern portion of the site and a large water tank with the associated subsurface water lines also exists on site. CzoIAxIC SFXTIIG AIKI SOIL -(XI: The subject site is underlain by materials of both igneous and sedimentary origin. The igneous material is part of the basement complex consisting of Jurassic metavolcanic rocks and Cretaceous granitic rocks. The sedimentary material consists of the sandstones and siltstones of the Eocene Santiago Formation, Tertiary paleosol, Pleistocene sandstone, Pleistocene alluvium, Holocene alluvium, and nmn-made fill. A brief description of the materials encountered, in general decreasing order of age, is presentedbelow. Itshouldbe notedthat the term "rock" as used in this report applies in the geologic sense in that all native materials of igneous origin or sediments that are sufficiently consolidated or coherent can be classified as "rock". This term does not necessarily indicate that the materials are not excavatable by conventional earth-roving eguipnent. 1) BAsBEwraxwUzx-JuRAS!xcMFIlAwLllANIcsAND~GRANIlTCS (Jmv/Kgr): The oldest rocks exposed at the site are the Jurassic - - - - - .-- - XS&T 8821142 October 6, 1988 Page 4 metavolcmic and associated hypsbyssal rocks. Both of these rocks mather to dark, sncoth hills or jagged, angular outcrops with a clayey, rocky topsoil. The metavolcanic and hypabyssal rocks are generally rippable with conventional earthmoving equipment to depths of only a few feet. The topsoil on the metavolcanic rock is poorly developed and generally consists of less than a foot of brown silty sand. The other rocks in the basemant conplex are the granitic rocks which have intruded the older rocks and are, to a large degree, mixed with them. The grahitic racks at the project site appear to be both tohalitic and granodioritic in cvsition. The weathering and rippability characteristics of the tonalitic rocks is generally ~somwhat similar to those of the mtavolcanic/hypAyssal rocks. The grancdioritic reeks on the other hand are generally rippable to greater depths than the metavolcanic rocks. In contrast to the weathering characteristics of the metavolcanic/sal rock amI the tonalitic rocks, the grancdioritic racks cmstmly waather to rounded outcrops or boulders in a matrix of grus ("decomposed granite"). The cjrancdioritic rocks are variable in their excavation characteristics but comunly contain areas which are rippable to depths of several feet to several tens of feet, yet, include localised areas of boulders or unweathered rock which are not rippable with conventional heavy equiprent. The topsoil/subsoil horizon developed on the granitic rock is generally conprised of approximately one foot of brown, siltysandtopsoil overonetotm feet of sandy clay subsoil. The areas underlain by the respective reek types in the basement ccarplex are differentiated on the accoqanying geologic nap. It should be noted that the different rock types are mixed and the areas on the map only indicate which rock type is dminant. where the symbol for the granitic reek is listed first (ie: ~gr/~nw), the area is underlain predominantly by granitic rock with lesser amunts ofmetavolcahic audhypabyssalrccks. - .- - SCS&T 8821142 - Cctober 6, 1988 Page 5 2) 3) - - 4) - - - 5) - - - WRTIARY PATXWJL (Tp): A zone of ancient palsosol is present in scattered areas of the project site. This paleosol is the result of the torrid clinate and relatively stable geologic conditions that ware present in the San Diego area during the early Cenozoic era. The resulting ancient soil (paleosol) is lateritic and consists predosunantly of low expansive sandy clays and silty sands. A thin residual cap of ironstone concretions and siliceous pebbles is present on nnxh of the paleosol. The thickness of the paleosol varies fmma fewfeetto a fewtens of feet. SMWUUXJ EWMQIUJ (ES): The sedinents at the project site are represented by the sandstones and siltstones of the Santiago Fonmtion. The Santiago Fomntion at the project site appears to be characterised largely by grayish white sandstones and minor siltstones. The topsoil/subsoil horizon associated with the Santiago Fonmtion is comprised of approximately tm feet of b-, silty sand topsoil over two to three feet of b-, sandy clay subsoil. QIV m (Qu): A small area of unconsolidated, gmyish brown to yellowish b-, fine to nedium grained sandstone was encountered at a portion of the northern bxndary of the site. This material unconformably overlies the Santiago Fomtion and may possibly be reworked Santiago Fornation neterial. It is difficult to distinguish the @atemary sandstone from the Santiago Fonmtion on the basis of their surficial characteristics. This unit was observed in other areas in the general vicinityandnaypossiblybe encountered at other localities on the project site during grading operations. The surficial soils on the Quaternary sandstone are similar to those on the Santiago Fomation. OILER Qm=mw= AlJmlnf (QDal): Older alluvial deposits consisting of grayish b- to yellowish brown and greenish b-, madim dense, silty sands, clayey sands, and sandy silts ware SCS&T 8821142 October 6, 1988 Page 6 - -~. .- - - - .- - - - .- - - - encountered at various locations at the project site. These deposits range in thickness from only a few feet to in excess of ten feet. In general these deposits should not require any special grading process and should be suitable in their natural condition to support fills and/or structures. Howaver, some random older alluvial zones my be porous and collapsible upon saturation. 6) youM;w m ALWVIUM (Qyal): Younger alluvial deposits consisting of loose to medium dense and soft to medium stiff mixtures of clay, silt, sand, and gravel are present in the ncxzlern stream channels. These deposits range in thickness from less than a foot to an estimated mxinnnn of ten feet. Due to their ubiguitous occurrence, the younger alluvial deposits are not delineated on the geologic map except in the larger channels. These deposits will require remedial grading. 7) AWIFICIAL FILL (Qaf): Several small areas of man-made fill which have been obtained from on-site or nearby sources were observed. These areas are generally limited to small earthen dam and minor roads associated with previous agricultural operations. On the following page, Table No. 1 presents some of the pertinent engineering characteristics of the mterials encountered at the site. 'IBXBIIC SEXTItG It should be noted that mch of Southern California, including San Diego County, is characterized by a series of Quaternary-age fault zones which typically consist of several individual, en echelon faults that generally strike in a northerly to northwasterly direction. Some of these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Nines and Geology. Active fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no mvamantduring Holocene time. - - - - - - -. .- - .- - .~ - .,- .- SC&T 8821142 &to&r 6, 1988 Page 7 TABLE1 GENERxJzEDENzmmmm -s!rIc!s OF cxfx.lxIC UNITS Unit Nam? andsymbol ?4munt of Fxpnsive Rippability Oversize Material Cowxessibility Potential Topsoils/ Subsoils Younger Alluviwn (Qyal) Older Alluvium (C-1) UWBIEd Q-ternary Sandstone (Qu) Santiago Fomation (Es) (Sandstone and Siltstone) Tertiary Paleosol (Tp) Granitic Rocks (RI=) (Grancdiorite) Granitic Rocks (IQ=-) (Tbnalite) E&av0lcanic and Hypsbyssal Reeks (JW Rippble Rippable R&able Rippable Rippable Rippable to MX-&Ellly Rippable Generally Rippable to +,'- 15 Feet m@.nally Rippable to Nmrippsble Marginally Rippable to Nonrippable Nominal Nominal Nominal Nominal WIli.Ml Low ILJW to MAerate &Werate to High &&rate to High kbderate to High Ikderate to High IAW to i%derate Low to Wderate Low Nclminal Law to fish Werate to High uw to High IAW to -rate m to kderate Low Nominal -1 rwminal - - SCE&T 8821142 October 6, 1988 - Page 8 A northvest trending fault which is located at or near the contact between - the Santiago Formation and the older materials was encountered at the site during our investigation. This fault appears to be typical of the other - relatively small, apparently inactive faults in the Carl&ad area and should be of only minor consequence to the project. It should be noted that these small, inactive faults are commn in the Car&bad area and that grading operations at the site will possibly reveal the presence of other faults. It should also be recognised that much of Southern California is characterized by major, active and potentially active fault zones that could possibly affect the site. These will include the Elsinore and San Jacinto Fault Zones to the northeast, and the Rose Canyon, Coronado Banks and San Clemente Fault Zones to the west. GEOIQGIC HAZARDS: Possible geologic hazards which may affect the site include groundshaking hazards associated with movement along the major, active fault zones mentioned previously and those associated with expansive soil conditions. The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the nmjor, active fault zones in the region. The naxinmm bedrock accelerations that wnild be attributed to a maxinmm probable earthguake occurring along the nearest portion of selected fault zones that could affect the site are sunmarized in the following table. Fault Zone Rose Canym Elsinore San Jacinto l4axhxn Probable Bedrock ksign Distance Earthquake Acceleration Acceleration 8 miles 6.0 maglktude 0.29 g 0.20 g 20 miles 7.3 llbqnitude 0.25 g 0.17 g 44 miles 7.8 magnitude 0.15 g 0.10 g SCS&T 8821142 October 6, 1988 Page 9 .~ - - - .- - Earthquakes on the Rose Canyon Fault Zone are expected to be relatively minor. Major seismic events are likely to be the result of nvvemant along the San Jacinto or Elsinore Fault Zones, which are major active fault zones of this region. Eqerience has shown that structures that are constructed in accordance with Uniform Building Code Standards are fairly resistant to seismic related hazards. It is, therefore, our opinion that structural damage is unlikely if such buildings are designed and constructed in accordance with the mininnnn standards of the most recent edition of the Uniform Building Code. It should also be noted that the sediments on site contain some expansive materials. The effects of these soils can be mitigated through selective grading and sound engineering practices. Other potential geologic hazards such as tsunamis, seiches or liguefaction should be considered negligible or nonexistent. GENERAL: A seismic refraction survey was performed specifically to facilitate the project planning by determinin g the variation in seismic velocity of the underlying materials and to determine a reasonable approximation of the depth from the surface to the boundaries between rippable, nmrginally rippable, and nonrippable bedrock. The seismic survey measures the velocities of soundwaves as they travel through various nmterials. The velocity depends on the density of the materials. Dense nmterials such as granitic rock conduct soundwaves at a high velocity, whereas, loose nmterials such as topsoils conduct the s otxw%wes atnnzh lower velocities. The seismograph's depth of investigation is closely related to the length of the seismic traverse. For a particular length of traverse, e.g., 100 feet, using a ratio of 3:l betwsen length and depth, wa conclude that this length SCS&T 8821142 October 6, 1988 Page 10 - - - .-. of survey line will detect the boundaries betveen mterials of valrying density and velocity to a depth of approximately 33 feet. The length of traverses in this survey range from 50 feet to 100 feet, which should reach depths of approximately 17 feet to 33 feet. FIELD INVETIG?CIm: T+.enty-three seismic traverses ware performad by our fixm on the subject site in September 1988. These traverses wsre located in areas of proposed cuts. The locations of the traverses are shown on Plate NLrmber 1. Lags of these seismic traverses are presented on Plates M.mdzer 18 through 99. DIscuTjsIDNOF~~CN -SPICS: The results of ow seismic survey and our field explorations indicate that the mtavolcanic and granitic bedrock is rippableto varying depths ranging fromappxuximatelytwo feet to in excess of 30 feet below existing grade. Marginally rippable and nonrippable rock is present below these depths. It should be noted that there are isolated hardrcck floaters within rippable materials which my require blasting to facilitate grading operations. A more detailed description of the rippability characteristics and a sum~lry of each seismic traversed are presented below. RIFPmm msTIcoFm1mcm RIPPAEILE CCNDITI~ (O-4,500 FT./SEC.): This velocity range indicates rippable materials which may consist of decomposed granitic rock possessing random hardrcck floaters. These materials will break down into slightly silty, wall graded sand, whereas the floaters will require disposal in an area of nonstructural fill. Some areas containing nmmmus hardrock floaters my present utility trench problem. Further, large floaters exposed at or near finish grade my present additional problem of remval and dispxal. Materials within the velocity range of from 3,500 to 4,000 fps axe rippable with difficulty by backhoes and other light trenching equipment. - .- SCS&T 8821142 October 6, 1988 Page 11 - Mz4amaLY RlPPm CONDITION (4,500 Fr./sEc.-5,500 Fr./sE.): This - - range is rippable with effort by a D-9 in only slightly weathered granitics. This velocity range may also include numarous floaters with - the possibility of extensive areas of fractured granitics. Excavations may produce material that will partially break down into a coarse, slightly silty to clean sand, but containing a high percentage of + l/4" material. Lass fractured or waathered materials may be found in this velocity range that wxld require blasting to facilitate rexmval. - - Materials within this velocity range are beyond the capability of backhoes and lighter trenching equipment. Difficulty of excavation mid also be realized by gradalls and other heavy trenching equipment. - - - - - _.- - .- .~- - - ExNRIppABzE aNm!Im (5,500 ET./sEc. & GREWER): This velocity range includes nonrippable material consisting primarily of fractured granitics at lower velocities with increasing hardness at higher velocities. In its natural state, it is not desirable for building pad subgrade. Blasting will produce oversize material requiring disposal in areas of nonstructural fill. This upper limit has been based on rippability with a Caterpillar D-9L using a conventional #9 single shank ripper. However, this upper limit of rippability may some times be increased to 7,000 to 8,000 fps mterial using the D-9 mounted #9 Series D Ripper. RJETAB3LlTY -srIcsoF~-~~AssocIlyIFDHYP~ Pa!FsANlJ lUWLlTICIEwcs RWPAEXE CfXKWlTCM (O-4,500 ET.=.): This velocity rangs indicates rippable neterials which may vary from decomposed metavolcanics at lower velocities to only slightly deconposed, fractured rock at the higher velocities. Although rippable, materials may be produced by excavation that will not be useable in structural fills due to a lack of fines. Experience has shown that material within the range of 4,000 to - SCS&T 8821142 October 6, 1988 Page 12 - - - 4,500 fps most often consists of severely to moderately fractured angular reek with little or no fines and sizeable quantities of + l/4" mterial. For velocities bet-n 3,500 to 4,500 fps, rippability will be difficult - for backhoes and light trenching equipment. - - - .~ - - -Y RIPPAEIW CXXIITION (4,500-5,500 FT./SEC.): Excavations in this velocity range muldbs extremslytimconsming andmldpxduce fractured rock with little or no fines. The higher velocities could require blasting. Trenching quipsrant muld not function. FJmRIPPAgLE a34mTIm (5,500 ET./sDz. & QWYIYR): This velocity range may include ntxierately to slightly fractured rock which muld require blasting for removal. Material produced would consist of a high percentage of oversize and angular rock. Rippability of matavolcanics may be acccqlished for higher velocities using the Caterpillar D-9 with the #9 D Series Ripper. Due to the fractured nature of soars netavolcanics, ripping might be accomplished in as high as 8,000 fps mterial. NICE: This upper limit has been based on rippability with a Caterpillar D-9L using a conventional #9 Single Shank Fdpper. H-r, this upper limit of rippability may somatimas be increased by using other heavy excavation eguipmant. The abxe mantioned rippability limits are based on a mcdification of charts prepared by Caterpillar Company and the article in "Road and Streets", Septs&ar 1967. According to the Caterpillar Performnce Hamdtmk, dated October 1986, the upper limits of rippability has increased over the aforemantioned limits. The newar rippability performance charts for the D-8, D-9 and D-11 have been included with this report as Plate Xusdzers 100 through 102. It should be realized, howaver, that our experience indicates that the older charts are nrma reliable under actual field conditions. - - SCS&T 8821142 - October 6, 1988 Page 13 SUMMARY OF SEISMIC TlWiIEEE% The apparent velocities wxe measured at both - ends of the seismic traverses, and the seismic traverse performed in the opposite direction is designated number R. - Apparent Velocities W=. - - - - - - - -- - - - - Trrmerse No. S-l Prqxxed Cut 15' O-3' 1,750 Rippable T&soils and weathered "D.G." 3'-18' 2,500 Rippable DaccnqosadGranitic Eedrcck 18'-33' 6,000 Nmrippable Granitic E!edrock !Dxveme No. s-IR O-11' ll'-31' 311-33' 2,000 Rippable Topsoils and Weathered "D.G." 3,800 Rippa!AeDxanposedGranitic Eedrcckwith Hardrcck Floaters 8,000 Nonrippable Granitic Eedrcck Raverse No. s-z PJzupx& cut 10' O-15' 2,700 Ri@le Topsoils and Weathered "D.G." 15'-33' 6,000 Nmrippble Granitic Bedrock Trmerse ND. S-ZR O-6 ' 6'-28' 28'-33' 2,700 Rippable Topsoils and weathered "D.G." 4,000 Rippable Granitic Eedrcckwith Hardrcck Floaters 8,000 Nonrippable Granitic Bedrock TrmwxENo.s-3 l?tupsdM20' O-5' 1,750 Rippable Topsoils and Paleusols 51-19' 3,200 Rippsble Paleosols and Granitic Pedrcck withHardrmk Floaters 19'-33' 5,000 Marginally Rippable Granitic Bedrock with Hardrock Floaters SE&T 8821142 October 6. 1988 Page 14 - - .- - .- -- - -- - - -. - - @parent Velocities w=- rravefie No. S-3R O-2' 2'-25' 25'-33' 1,500 R&able Topsoils and Paleosols 3,100 Rippable Paleosols and Gmnitic Eiedrock withHardrcckFloaters 6,000 Nonrippble Granitic Bedrock !!kawrw No. s-4 pmposed cut 30' O-5' 1,500 Rippable Topsoils and Paleosols 5'-24' 2,500 Rippable Paleosols and Granitic Bedrock with Hardrcck Floaters 24'-33' 13,000 Nmrippable Granitic Bedrock 'prmrerse No. S-4R O-4' 4'-25' 25'-33' 2,300 Rippable Topsoils Paleosols 3,000 Rippable Paleosols and Granitic Bedrock with Hardrock Floaters 7,000 Nonrippble Granitic Bedrock TraverseNo. S-5 NoPrupsedCut O-7' 3,400 Rippable CeconpsedGranitic Bedrock 7'-33' 4,500 Marginally fippable Granitic Bedrock with Hardrock Floaters - No. S-St O-7' 7'-33' 3,000 RippableDeccpllposedGranitic Bedrcck 4,500 Marginally Rippable Granitic Bedrock with Hardmzk Floaters NYJYZ: A rock outcrop exists within Traverse S-5 and S-5R. Surface and near surface rock within Traverses S-5 and S-5R have velocities of 15,000 fps. The materials underlying the area of surface rock are expected to be nonrippable. However, the mterials surrounding the expsed surface rczk - - - - - - _- - - - _~ _.. - _- - SCS&T 8821142 October 6, 1988 Page 15 appear rippable to depths of approximately seven feet and marginally rippable below seven feet. Thus, the exposed surface rock my represent the upper surface of a large hardrock floater which is not rippable. The vertical dinransion of the handrock cannot be determined, but horizontally appears to be approxisetely 20 feet to 30 feet in diamater. ppparent Velocities ft/sec. 0 TravmseM.S-6 PImpCE&cut15 O-7' 1,600 Rippable Topsoils and Weathered "D.G." 7'-30' 5,000 Marginally Rippable Granitic Bedrock with Hardrmk Floaters IlrmerseNo.SdR O-5' 5'-19' 191-33' 1,300 Rippable Topsoils and Waathered "D.G." 4,500 Marginally Rippable Granitic Bedrock with Hardrock Floaters 6,000 NxuippableGranitic E?edrock TraverseNo. S-7 FYupsedCut. 10' O-19' 3,500 Rippsble Topsoils and Decomposed Granitic Eedmxk 19'-33' 10,000 Nomippable Granitic bedrock Trrmerse No. S-7R O-26' 2,500 Rippable Topsoils and Cecolnposed Granitic Bedzock 26'-33' 15,000 Ronrippable Grahitic Eedrock Trrmerse No. S-8 pmposed Cut 20' O-6 ' 4,000 R&able Paleosols 6'-33' 7,000 Nonrippable Paleosols and Granitic Bedrock - - - SCS&T 8821142 - Oztober 6, 1988 Appafent Velocities ft/sec. c Page 16 - Traverse No. S-8R O-33' - 5,500 Marginally Rippable to Nomippable Paleosols and Granitic Bedrock with Hardrcck Floaters .- mm. s-9 Proposedcut I2 O-4' 1,350 Rippable Topsoils and Paleosols 41-33' 3,500 Rippable Paleosols - Trmerae No. S-9R O-3' 1,500 Rippable Topsoils and Paleosols - 31-33' 3,500 Rippable Paleosols Raverse No. s-10 Proposed cut 20' - O-3' 1,750 Rippable Tbpsoils and Paleosols 31-13' 3,000 Rippable Paleosols 13'-33' 4,600 Marginally Rippable Paleosols and Granitic 5edrcckwit.h Hardrock Floaters - - M. S-1OR O-4' 4'-11' ll'-33' 1,500 tippable Ibpsoils and Paleosols 3,700 Rippable Paleosols 4,900 Marginally Rippable Paleosols and Granitic BedrockwithHardxckFloaters Trxvwse m. s-11 PJqaeed CM 10' O-8' 1,600 Rippable lbpsoils and Weather& "D.G." 8'-30' 8,000 Nonrippable Granitic Bedrock Raverse M. S-MR o-9 ' 2,000 Rippable Topsoils and Weathered "D.G." 9'-17' 10,000 Nontippable Granitic Bedrock SCS&T 8821142 October 6, 1988 Page 17 @patent Velocities ft/sec . - - No. s-12 PJgosed cut 7' O-3' 1,500 Rippable Topsoils and Weathered "D.G." 3'-22' 2,800 Rippable Granitic E?edscck with Hardxmk Floaters 22'-33' 10,000 Nonrippable Granitic Bedeck - - - - - ..- - - - - - Traverse No. S-12R O-7' 7'-33' 1,750 Rippable Topsoils and Weathered "D.G." 4,900 Maryinally Rippable Granitic Bedrock with Hardrock Floaters Travmxe No. s-13 PLupmed cut 10' O-12' 1,500 Rippable Topsoils and wsathered &eta- volcanics 12'-30 7,000 NonrippablebWzavolcanic Badnxk Tzavezs No. S-13R o-9 ' 9'-30' 1,000 Rippable Topsoils and hkathered wta- wlcanics 7,000 Nonrippable Metavolcanic Bedrock Trmrerse M. s-14 Proposed cut 10' O-2' 2,000 Rippable -oils and weathered Neta- MlCaniCS 2'-30' 5,500 NomippablebMavolcanicE?e&cck Trafxse No. S-14R O-6' 2,500 Rippable Tbpsoils and Waathered &ta- volcanics 6'-30' 4,200 Rippable Metavolcanic l#rcck with Frac- turedHax&cck - SCS&T 8821142 October 6, 1988 Page 18 Apparent Velocities - T av.a..,e ft/sec. - Raverse No. s-15 PwKupsd cut 30' O-7' 1,750 F&ppable Tupsoils and Weathered "D.G." - 7-33' 10,000 Nonrippable Granitic E!edrcck - -~ - - .- - .- - Ttaveme M. S-15R O-4' 2,400 Fzippable 'Ibpsoils and weathered "D.G." 4'-15' 5,000 Marginally Rippable Granitic Bedrock with Haxdrcck Floaters 15'-33' 8,500 Nmrippable Granitic E!edrmk 'praversem. S-16 PqxxiedCutUnkmm O-18' 3,500 Rippable Topsoils and Fractured N&a- volcanics 18'-33' 8,000 NonrippableHetavolcanic Bedrock Travwxe M. S-16R O-4' 4'-30' 3,000 Rippble -oils and Fractured Meta- WlCaniCS 7,500 NonrippableMatavolcanic Bedrock Tramxse No. s-17 I?rmpsd cut 10' O-12' 3,400 Rimle Tbpoils and Waathenzd Meta- vulcanics and "D.G." 12'-33' 5,500 Nmrippable Matavolcanic Sedrock and GmniticBedrcckwith Hardrcck Floaters Traveze M. s-1-m O-12' 12'-33' 3,400 P&able Tbpsoils and Waathered Meta- volcdnics and “D.G.” 5,500 Nonrippable Metavolcanic Bedrock and Granitic B&rock with Hardrcck Floaters SCS&T 8821142 - c3ctober 6, 1988 Page 19 Jqqmmmt Velocities ft/sec. - Traverse No. S-18 aaposed Cut 14' O-3' 2,000 Ripqxcble 'Qsoils and Weathered "D.G." - 3'-13' 4,000 Marginally Ripgable Granitic Eedrmk with Hardnxk Floaters 13'-33' 5,500 NonrippableGranitic Bedrock - - - Traveme NJ. S-18R O-3' 3'-20' 20'-33' 2,200 Rippable Topsoils and Wsathered "D.G." 4,000 Maqinally Rippable Granitic Bedrock with Hardrock Floaters 5,500 NmrippableGranitic Eedrcck TJzmeme No. s-19 prcpoaed cut 19' O-3' 2,000 Rippable Topsoils and weathered Meta- volcarlics 3'-25' 4,000 R&pableMetavolcanicETedrcck E'-27' 15,000 Mn@pableMetavulcanicE!edrmk !lXawz~ NO. S-19R O-2' 1,750 Rippable Tbpsoils and Weathered &ta- volcanics 21-20' 4,500 MarginallyRippable&tavolcanic Eedrcck 20'-33' 10,000 NontippablelMzavolcanic Bedrock Raverse No. s-20 Proposed cut 15' O-19' 2,800 Rippable lbpoils and weathered M&a- volcanics 19'-27' 4,900 MarginallyRippable~tavolcanic&drock 27'-30' 14,000 Nonrippable Wtavolcanic Bedrock - - - - - .~-~ - - SCS&T 8821142 Cctober 6, 1988 Page 20 Appxrent Velocities ftysec. Traverse No. S-20R O-6' 2,200 Rippble Topsoils and Waathered &ta- vo1canics 61-19' 5,000 MarginallyRippableMetavc~lcanic Bedrock 19'-30' 10,000 Nmrippable&tavolcanic Bedrock Traveme ND. s-21 pmposed cut 17' o-5 ' 1,500 Rippable Topsoils and Weathered "D.G." 5'-24' 5,500 NonrippableGranitic Bedrock 24'-33' 12,000 Nmrippable Granitic Bedrock M M. s-2lR o-5 ' 1,750 Rippable Topsoils and Weathered "D.G." 5'-26' 5,000 Marqinally Rippable Granitic Bedrock with Hardrcck Floaters 26'-33' 10,000 Nmrippable Granitic Bedrock Rmrerse No. S-22 Prupsed Cut 30' O-3' 3,000 Rippable Topsoils and Weathered Meta- volcanic and "D.G." 3'-33' 5,500 Nonrippable I"k?tavolcanic Bsdrcck and GraniticEedmckwith Hardnxk Floaters a No. s-22R O-5' 5'-33' 2,000 Rippble Topsoils and weathered Meta- volcanic and "D.G." 10,000 Nonrippable Wtavolcanic Badnxk and Granitic Bsdrcck with Hardrcck Floaters - - - SCS&T 8821142 October 6, 1988 - . .- - .- Page 21 Apparent Velocities ft/sec . Traverse M. S-23 F'mposd Cut 2' O-3' 1,400 Pippable Topsoil and waathered Meta- volcanics 31-33' 5,100 i%rginallyRippableMetavclcanic Pedrcck TEweJze M. s-23R O-3' 3'-33' 2,100 Rippable Topsoil and weathered beta- volcanics 4,700 Marginally Rippable Metavolcanic Eedrcck IUDIE: Additional seismic traverses ware performad in conjunction with the preparation of a previous geotechnical report. The data for these additional traverses are presented in Appendix A. SE1SmcmVEFJsE LIMITNX-: The results of the seismic swxey for this investigation reflect rippability conditions only for the areas of the traverses. H&ever, the conditions of the various soil-rock units appear to be similar for the remainder of the site and may be assumed to possess similar characteristics. Cur reporting is presently limited in that refraction seismic surveys do not allow for prediction of a percentage of expectable oversize or hardrcck floaters. Subsurface variations in the degree of weathered rock to fractured rock are not accurately predictable. The seismic refraction method requires that materials bacom increasingly dense with depth. In areas where denser, higher velocity materials are underlain by 1-r velocity materials, the lowar velocity materials muld not be indicated by our survey. - - - .-. - - SCS&T 8821142 October 6, 1988 Page 22 All of the velocities used as upper limits for rippability are subject to fluctuation depending upon such local variations in rock conditions as: a) Fractures, Faults and Planes of Weakness of Any Kind b) Weathering and Ragme of Decomposition C) Rrittleness and Crystalline Nature d) Grain Size It should be noted that ripping of higher velocity mterials may become totally dependent on the tine available and the economics of the project. Ripping of higher velocity materials can be achieved but it my becone economically infeasible. No geotechnical conditions were encountered which would preclude the developarant of the site as tentatively planned provided the recomendations presented herein are implemented. For the purpose of this discussion Villages Q and T will be discussed separately. The geologic limits described on Plate Number 1 only indicate the predominant rock in a certain area. Howaver, it should be recognized that the two types of rock (netavolcanic and granitic) are w&l intermixed and both rippability characteristics my be encountered throughout the site. Updated grading and foundation recommendations are provided herein. Where in conflict with the recmsendations provided in previous reports, the following recmndations should be iql~nted. For the purpose of this discussion nonrippable rock depths wxe provided. It should be rscognized that in neny cases mrginally rippble zones exist bet-n the rippable and nonrippable rock. Approximately three-fifths of the area of Village Q to be developed (northern portion) are underlain prinxarily by granitic rock. The remainder .- SCS&T 8821142 October 6, 1988 - Page 23 area (southern portion) is underlain primarily by metavolcanic and - associated hypabyssal rock. The granitic rock exists in different stages of decomposition. Therefore, proposed cuts will generate deconposed granitic rock (silt sand and sand mixtures), floaters and hard rock. The percentage of each of these coqonents will depend on the proposed excavation depth. The results of our study indicate that rippable material exists to depths ranging from five feet to 31 feet below grade. This material makes excellent fill soils. Hardrock requiring blasting and special handling should be anticipated below said depth. A review of the preliminary grading plans indicates that cuts up to 20 feet deep are proposed in this area. - .- -- - - Nonrippable matavolcanic and associated hypabyssal rock is anticipated within three feet to 20 feet from existing grade at the southern portion of the site. In general, cuts up to 12 feet deep are proposed in this area. However, cuts up to 30 feet deep are proposed to the southeast of the existing water tank. In general, this material requires blasting for relatively shallow cuts and the by-product generated by blasting consists of small, angular rock with small amounts of fine soils. This material will require mixing with additional soil to create a soil-rock mix to place as coqacted fill. Furthermore, the waathered near surface rock generally consist of expansive clays and sandy clays which are difficult to mix with the shot rock. The area of Village Q to be graded is underlain by a relatively thin mantle (tm foot average) of conpressible topsoils/subsoils which will require removal and replacement as compacted fill in areas to receive settlement-sensitive @rovema nts. Loose alluvial deposits requiring similar treatment should be anticipated in canyon areas. Average and maximum alluvium depth is three feet and ten feet, respectively. VILL?GZT For the purpose of this report the different soils underlying Village T are grouped into hardrock material (metavolcanic and associated hypabyssal rock, Cctober 6, 1988 decomposed granitic rock and granitic rcck),~ miscellaneous rippable deposits - (paleosol, sandstones, older alluvium and Santiago Formation) and compressible soils (topsoils, subsoils, younger alluvium and fill). - Our investigation indicates that netavolcanic and associated hypabyssal reek - in Village T is primarily located outside the proposed development area. However, these deposits may be encountered underlying rippable deposits near geologic contacts and where the rippable deposits are relatively shallow. - .- - .- .- - The east central portion of Village T is prinarily underlain by granitic rock. Cur investigation indicates that rippable daconposad granitic rock may be anticipated to depths ranging from seven feet to 19 feet below existing grade. With the exception of the proposed school site, cuts in this material will generally not exceed 12 feet from existing grade. Cuts up to 30 feet deep are proposed for the school site. In this area rippable material extends to adepth of approximately six feet to 33 feet feet below existing grade. At the northern portion of the schwl site the hardrcckiscweredby paleosols and Santiago Formation deposits. Santiago Formation sandstones and unnamsd Quaternary sandstones underlies the northern portion of the site. Paleosols and older alluvial deposits exist at random areas of the site, primarily the south-central and central areas. Soma of the paleosols are marginally rippable with conventional grading equilmrant. The older alluvial deposits are rippable. Compressible deposits requiring resuval and replacemant as coqactsd fill consist of topsoils and subsoils (average depth of two feet), younger alluvium and fill. The younger alluvium deposits underlie the canyon areas and are relatively shallow. Estimated average and ma&nsn younger alluvial depth is four feet and ten feet, respectively. Existing fills are very minor and located atrandomareas. - - - - - - - _.. - - _- .- - - SCS&T 8821142 Cctober 6, 1988 Page 25 V: In order to facilitate future trenching and landscaping, it is reconnended that cut areas underlain by hardxck be undercut to a depth of 12 inches below the bottom of the footings. This zone should be replaced with properly compacted, nonexpansive fill. Consideration should be given to deeper undercutting of select areas for future utility line construction. It should be recognised that very dense decoqosed granitic reek and smz of the paleosol are essentially nonrippable with conventional trenching equipmant. Areas underlain by these materials should also be undercut. B: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Ret-nded Grading Specifications and Special Provisions provided in Append.& B. All special site preparation recommendations presented in the sections above will supersede those in the standard Reconsended Grading Specifications. All mnts, structural fill and fill should be ccnpacted to at least 90% relative &action at or slightly over optinmm moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt pavemants should be compacted to a minimm of 90% of its maxinmm dry density. The upper twelve inches of subgrade beneath paved areas should be coqacted to 95% of its amxinmm dry density. This conpaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. The maxinmm dry density of each soil type should be determined in accordance with A.S.T.M. Test Kethcd D-1557-78, IGthcd A or C. m KEYS: The results of our seismic traverse survey indicate that, in general, the construction of keys at the bottom of the large fill slopes at the edge of the existing steep hillsides will not require blasting. Howaver, heavy ripping may be necessary for cuts deeper than about eight feet. The anticipated key width will be 15 feet. - - - - SCS&T 8821142 (ziztober 6, 1988 page 26 - -. ..- .- -- - - .-. - - SUBDRAINS: It is reconmanded that s&drains be placed along the bottom of canyons to receive fill deposits. The subdrains should be extended from discharge to a point where the overlying fill is at least ten feet deep. Subdrain details are provided in Plate Nundxr 103. The last ten feet of subdrain should consist of solid pipe. KCK DIEXISAL: It is anticipated that considerable anrxnts of shot-rock will be generated. during grading operations, particularly in Village Q. In addition, isolated boulders are expected to occur within the rippable and marginally rippable granitic rock. This oversized (larger than six inches in maximum dimension) material should be placed in accordance with the grading specifications and the ret-ndations of Plate Nun&x 104. Most of the shot-rock generated from the netavolcanic and hypsbyssal rock will consist of relatively small, angular fragments, less than 12 inches in nmxinmm dimsnsion. Therefore, consideration may be given to its placement in a structural rock fill in the canyon located at the northeastern corner of Village Q and canyon located at the extension of College Boulevard at the north property line and the canyon located at the southeastern corner of Village T. Structural rock fills should be constructed of lifts with a neximum thickness of two feet consisting of shot-rock only. Once the lift is in place, a layer of fines should be placed on top of the rock and washed in. This prccedure should be repeated until a 12-inch-thick mat of soil exists above the rock. At this point another tm-fcot-thick layer of rock is placed. Soils utilised in rock fills should consist of silty sands and sands. The rock fill may be extended to a height of ten feet below finished grade. At this point, a one-foot-thick layer of decomposed granite should be placed on top of the rock and colrpacted to at least 90%. This layer should be overlain by filter fabric and ten feet of colrpacted soil. SELECT CaADING: It is recctmended that expansive soils at finish grade elevations be replaced with a four foot cap of properly compacted, nondetrimzntally expansive fill. In addition, when used as fill, expansive soils should not be placed within four feet of finish pad grade. - .~. .-. -~ -~ - -- _~ - SCS&T 8821142 0ctober 6, 1988 Page 27 Furthermore, expansive soils should not be placed within ten feet from the face of fill slope or a horizontal distance equal to tm-thirds of the slope height, whichever is greater. Expansive soils encountered at the site are generally minor and mostly comprise existing subsoils. Large percentages of oversized material are anticipated fm areas underlain by setavolcanic and hypabyssal rock. In addition, oversized material my be generated in deeper cuts in decomposed granite areas. Furthermore, theta rock types are intermixed throughout the site. The granitic contractor should consider this with planning the grading operation since the volmra of soil generated should be enough to construct rock-soil fills and the capping of lots. QNERATA Conventional shallow foundations are recosmmded for the support of the proposed structures. Footings should be founded at least 12 inches and 18 inches below lowest adjacent finish grade for single and two-story structures ) respectively. The minisum width for continuous and isolated footings should be 12 inches and 24 inches, respectively. Such fcotings may be designed for an allowable soil bearing pressure of 2000 psf. The bearing pressure my be increased by one-third when considering wind and/or seismic loading. Footings located adjacent to or within 2:l (horizontal to vertical) slopes should be extended to a depth such that a minimm six foot setback exists between the footing and the face of the slope. Retaining wall footings in similar conditions should be individually reviewad by this office. SEW: It is reccmended that mininms reihforcemnt consist of at leasttm No. 4 reinforcing bars, one located near the top of the footings and one near the bottom. This reinforcemmt is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural consideration. - - - - -. - - - - .- .~~ ,- .- - SCS&T 8821142 &tober 6, 1988 Page 28 INTElUm CUUUZE SLABS-D+GBME: Interior concrete slabs-on-grade should have a minimum, actual thickness of four inches and be underlain by a four-inch blanket of clean, poorly graded, coarse sand or crushed rock. This blanket should consist of 100 percent material passing the two-inch screen and no mre than ten percent and five percent passing the #lOO and #200 sieve, respectively. The slab should be reinforced with No. 3 reinforcing bars placed at 36 inches on center each way. A 6"x6"-W1.4xW1.4 walded wire mssh smy be used in lieu of the rebar. Slab reinforcement should be placed near the middle of the slab. Where moisture sensitive floor coverings are planned, a visqueen barrier should be placed on top of the sand layer. A one-inch-thick layer of clean sand should be placed over the visgueen to allow proper concrete curing. lizmERIm sL?ssw: Exterior slabs should have a mininmm thickness of four inches. Walks or slabs five feet in width should be reinforced with 6"x6"-W1.4xW1.4 (6"x6"-lO/lO) welded wire mash and provided with weakened plane joints. My slabs between five and ten feet should be provided with longitudinal weakened plane joints at the center lines. Slabs exceeding ten feet in width should be provided with a weakened plane joint located three feet inside the exterior perimeter as indicated on attached Plate Nu&er 105. Both traverse and longitudinal weakened plane joints should be constructed as detailed in Plate Nu&ar 105. Exterior slabs adjacent to doors and garage openings should be connected to the footings by dowels consisting of NO. 3 reinforcing bars placed at 24-inch intervals extending 18 inches into the footing and the slab. SPECIAL LMS: Cut and fill lots as wall as lots underlain by fill deposits extendingtodifferentialdepths exceedingten feetortotaldepthexceeding 30 feet as wall as lots underlain by reek fills will require increased foundation and slab-on-grade reinforcement. Increased foundation reinforcesrant should consist of tm No. 4 reinforcesent bars near the top of the footing and two No. 4 bars near the bottom. Conventional slabs-on-grade should be reinforced with No. 3 bars placed at 24 inches on center each way or a 6"~6"+2.9xW2.9 welded wire mash. A lot by lot review will be perform& after grading to determine which lots require special consideration. -- SCS&T 8821142 October 6, 1988 Page 29 -- m mm=: The anticipated total and/or differential settlements for the proposed structure may be considered to be within tolerable limits provided the recomnandations presented in this report are - followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or - redistribution of stresses and soms cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical nwvemsnts. - EXPANXVE (3IARIIcIERIsTIcs: The prevailing foundation soils ware found to be low to highly expansive. The reconznendations of this report reflect a nondetrimentally expansive condition resulting from a select grading operation. - - - -- -, - ..- - The grading plans should be provided to the geotechnical engineer for review in order to ascertain if the reck tions presented in this report have been inplemanted and that the assumptions utilized in the preparation of this report are valid. The ret cnnnandations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the soil engineer and engineering geologist so that they neyreviewandverify their compliance with this report andwith~hapter 70 of the Uniform Euilding Code. It is reccm3nended that Southern California Soil & Tasting, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. SCS&T 8821142 ;Xtober 6, 1988 Page 30 - . - - - - -- _~ .-- ,.- - - - The recomndations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognised that the perfommce of the foundations and/or cut and fill slopes my be influenced by undisclosed or unforeseen variations in the soil conditions that my occur in the intenuadiate and unexplored areas. Any unusual conditions not covered in this report that my be encountered during site development should be brought to the attention of the soils engineer so that he my neke mzdifications if necessary. (HAEIc;eINsapE This office should be advised of any changes in the project scope or proposed site grading so that it my be determined if the recceneudations contained herein are appropriate. This should be verified in writing or mxIified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the wxk of man on this or adjacent properties. In addition, changes in the S tandaxd-of-the-Practice and/or Gove ?cnmznt codes my occur. Due to such changes, the findings of this report may be invalidated tiolly or in part by changes beyond our control. Therefore, this report shouldnotbe reliedupon afterapericdof two years without a review by us verifying the suitability of the conclusions and reccmmandations. - - .- SCS&T 8821142 October 6, 1988 Page 31 - - - - -~ - - - In the performance of our professional services, wa comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the sane locality. The client recognises that subsurface conditions may vary from those encountered at the locations here our borings, swxeys, and explorations are mde, and that our data, interpretations, and recomnendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and reccmwendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the wxk perfomed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CLTEtW’S REsRxwBIrxlY It is the responsibility of Ihe William Lyon Gqany, or their represent- atives to ensure that the information and recomnandations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the, project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such ret-ndations during construction. Seventy-five subsurface explorations wxe made at the locations indicated on the attached Plate Mr 1 on Septanber 5, 6, 7, 15, 16 and 24, 1988. These explorations consisted of backhoe trenches. In addition, m performsd 23 seismic raverse lines. The field work was conducted under the observation of our engineering geology personnel. - - - .- - SCS&T 8821142 Cctoker 6, 1988 Page 32 The explorations ware carefully logged when made. These logs are presented on the following Plates Number 3 through 77. The logs of the seismic traverse lines are presented on Plates Number 78 through 99. The logs of explorations performed in conjunction with previous investigations are presented in Appendix A. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached siqlified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent mzksture and the density or consistency are prwided. The density of granular soils is given as either very loose, loose, msdium dense, dense or very dense. The consistency of silts or clays - is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. - - - - - SUBSURFACE EXPLORATJON LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL OESCRIPTION 2O"P SY!IBOL -.;p:::; :j;:.:ES . COARSE GRAINED. more tna" half of material is.laroer man No. 200 sieve size. RAVELS CLEAN GRAVELS ore t"a" half of oarse fraction is arger than No. 4 ieve sire b"t mailer tnan 3". GRAVELS WITH FINES IAppreciable amount of fines\ ANDS CLEAN SANDS orethan half of oarse fraction is mailer than No. 4 ieve size. SANDS WITH FINES (hppreciable amount of fines) GW ‘Hell graaec ;rave1s, gravel- sana mixtures. litrle or no GP GM GC SW SP SM SC fines. Poorly graoed gravels, grave1 sand mixtures, little or no fines. Silty gravels, poorly graaed gravel-sand-silt mixrures. Clayey grave\s, poorly graded gravei-Sand, clay mixtures. Well graded Sand, gravelly sands. iitrle or no f:nes. ?oorly 3raaed Sands. gravelly sanos, :;t::e or no fines. Silty sands. poorly graded sand and silty mixtures. Clayey sands, poorly graded sand and clay mixtures. I. FINE GRAINED, more than half of material is smaller than No. 200 sieve sr SILTS AND CLAYS Liquid Limit less than 50 SILTS AND CLAYS Liquid Limit grea:er than 50 ML CL OL MH CH OH Inorganic silts and very fine sands, rock flour, sandy silt or cla:'ey-silt-sand mixtures with slight plas- ticity. Inorganic clays of lo* to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Oraanic silts and oraanic sijty clays or low plasticity Inorganic silts, micaceous OP diatomaceous fine sandy or siltv soils. elastic silts. - Inorganic clays of high plasticity. fat clays. Organic clays of me&urn to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly oraanic roils. z- Water level at time of excavation CK - Undisturbed chunk sample or as indicated BG - Bulk sample US - Undisturbed, driven ring sample or tube sample SP - Standard penetration sample SOUTHERN CALIFORNIA Calaveras Hills Villgqe Q & T SOIL & TESTING, INC. BY: JBR DATE: 9-l-88 JOB “uYaE~: 8821142 Plate No. 2 -- - - - - - - -_ - - - - - _- .- - - I ; ) L ) 3 1 i 3 7 ;M& :L 1 E 1 ‘RENCH NUMBER 1 !LEVATION DESCRIPTION keen to Tan SILTY SAND & SANDY CLAY with some SRAVEL (PALEOSOL) rrench ended at 9' loist lense & tiff t v, z- ;: 3 z cl - z 1 UO 2 F - 0 :: := z SOUTHERN CALIFORNIA SOIL & TESTING,INC. ,SUBSURFACE EXPLORAJI--- iON LOG LOGGED BY: JBR CCS.. n . -^ DATE LOGb..w y-,-u8 I JOB NUYBER: 88211~ Plate No .,3+ _- -- - - - - - - - - - - - - / ZI / ,” 1 2 1 TRENCH NUMBER 2 -‘?.I d I ELEVATION CESCRIPTICN 4 ;SM lRed Brown SILTY SAND with GRAVFIL & COBBLE (TOPSOIL) Green Tan, CLAYEY SAND, Weathered(DECOb!POS~ED GRANITIC ROCK) jM Green Tan SILTY SAND, some COBBLE up to 30" in Diameter Practical Refusal at 6' 1 i T; I I I = I- ;; (. I W iumid Dose to odium ense -- edium ense w ense iumid w ense - S6UTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOOOED BY: JBR DATE LOGGED: g-1-88 JO6 NUYBER: 882.142 Plate No. 4 - - - - - - - - - _- - - - - 1 2 3 4 5 6 7 ;M TRENCH NUMBER 3 ELEVATION DESCRIPTION ted Brown SILTY SAND with kave' (TOPSOIL) ied Brown SILTY SAND tiith Gravel (DECOMPOSED GRANITIC ROCK) Green Tan Practical Refusal at 7' ry umid .oose to ledium lense ilery 1ense S&lTHERN CALIFORNIA SOIL & TESTINGJNC. .SUBSURFACE EXPLORATION LOG LOGGED BY: JBR DATE LOGGED: g-,j-ag JOG NUMBER: 8821142 Plate No. 5 - - - - -. - - - - - - - - - - i w J j : = I- : 1; D I YI 012 : ; 4 ?O ;” 2 z 0 z7 ;P - jM - ‘RENCH NUMBER 4 iLEVATlON DESCRiPTION ark Brown SLIGHTLY SILTY ANDY GRAVEL (ALUVIUM) reen Tan SILTY SAND DECOMPOSED GRANITIC ROCK) Practical Refusal at 5.5' I Loose to Medium Dense lumid Very Dense SCiUTHERN CALIFORNIA SOIL A TRSTING,INC. .SUBSURFACE EXPLORATION LOG LOGGED I)T: JBR (DATE LOGGED: g-5-88 piiknuusrRigS21142r~ Plate No. 6 - - - ,- - - - - - - - - - .- - - - .- jM SM 3- / 4 , I 5 ! 6 BAG 7 rRENCH NUMBER 5 ELEVATION DESCRIPTION lark Brown SILTY SAND with iRAVEL (TOPSOIL) ted Brown SILTY SAND :DEC~MPOSED GRANITIC ROCK) ireen Tan Practical Refusal at 7' i / ~ t Dry Loose Humid Very Dense : j; z- ;; 2 z 0 SOUTliERN CALIFORNIA SOIL & TSSTINGJNC. J - - - - - - - - - - - - - - - - .~ 7 r ; : : 0 1 2 3 4 5 6 7 8 \ - 4G - AG - SC - SW ML SM lRENCH NUMBER 6 :LEVAT:ON CESCRIPTION lark Brown SILTY SAND with iRAVEL (TOPSOIL) iray Brown CLAYEY SAND SUBSOIL) IOTTLED Brown, Purple & 'an SILTY SAND/SANDY SILT :~ALEOSOL) brple SILTY SAND 'rench ended at 8' W W W Dry - Loose Dense Dense/ Very Stiff Very Dense z -z MO >iI s: ii =0 0 -. SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. - .- - - - - - - - - -. - - - - - - - 1 2 3 4 5 I- 6 7 a 9 lQ,- jM :L !ark Brown SANDY CLAY .SUBSOILIOLDER ALLUVIUM) Humid Stiff ulc1 IOTTLED Tan Brown SANDY SM ;ILT/sILTY SAND (PALE~sOL) Dry SM Gple SILTY SAND Dry TRENCH NUMBER 7 ELEVATION DESCAlPTlON lark Brown SILTY SAND with ;R*"EL (TOPSOIL) ~Practical Refusal at 10' Loose Dense/ Very Stiff Very Dense - SOUTHERN CALIFORNIA SOIL & TESTING,INC. - - - - - - -- .,- - - - -- - .~~ - - - I- 2-- 3- 4 5 6- 7- 8 BAG 9- t , 4 / i / i ! / 1 I I zi : 1 TRENCH NUMBER 8 * I JQI p ELEVATION ‘2 e 4 DESCRIPTION SM /Brown SILTY SAND (TOPSOIL) Tan SILTY SAND (SANTIAGO FORMATION) Trench ended at 10' W .oose to vledium lense humid i(ery lense x ; w 0 z G $I: i; = 0 0 - SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-5-88 JOB NUMBER:&321142 Plate No. .lO - ..- .~- - - - .- -. - - - -. - - .~ ;wi $1 4;;i2::E~lf;Ty;g 1 $ ~~~~ 1 ki[i ( I 7 /Dark Brown SITLY SAND jSM j ( ' Dry Loose to l- TOPSOIL) Medium Dense j 2- 1 SM/ Green Tan SLIGHTLY SILTY Dry Very SW SAND (DECOMPOSED GRANITIC Dense ROCK) 3- 4 I BAG 1 5 j I ! 1 Practical Refusal at 5.5' 1 , / 1 SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-12-88 JOB NUY’ER$821142 Plate No. 11 .- - -- ,~~ - - .~. - -~ - - - - _.. - - .- i :I 1 z ; Ei ; TRENCH NUM5ER10 I .z ‘U ; ! ; = ya -2 >; ELEVATION I 2” 3.0 55 i us I ii= DESCRIPTION I E ; SM /Dark Brown SILTY SAND ; Dry Loose I I ( j(TOPSOIL) 1-L.---- i SM/ /Light Brown SLIGHTLY SILTY Damp Very ; SW Dense 2- , iSAND (PALEOSOL) , 3- I I , 4 I 1 r BAG ( 5- j I 6- Practical Refusal at 6' ShJTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-5-88 JOG NUMBER: 8821142 Plate No. 12 - - - - / - - __. - - - - - _.. - - .- - T 4 OESCRIPTION jM [Dark Brown SILTY SAND (TOPSOIL) X I Brown Tan CLAYEY SAND Weathered (PALEOSOL) jM + Green Tan SILTY SAND Practical Refusal at 8' W lumid lumid Loose to Yedium Dense Very Dense Very - Dense - - - - - - - _-. - - NUMBER 12 NUMBER 12 : : / / ELEVATION ELEVATION 1 1 / / DESCRIPTION DESCRIPTION ISM [Dark Brown SILTY SAND 1 ((ALLUVIUM) j i J i i 2 ?1 I I 3 3 / CL / CL Dark Brown SANDY CLAY Dark Brown SANDY CLAY / (sLlBsoIL) (sLlBsoIL) 7 8 i SM Tan SILTY SAN0 (SANTIAGO FORMATION) Trench ended at 8' v oose to edium ense umid tiff umid lense SOUTHERN CALIFORNIA ,SlJRSURFACE EXPLOI RATION LOG LOGGED BY’: JBR DATE LOGGED: g-5-88 1 SOIL & TESTINGJNC. V JO6 NUMBER: 8821142 Plate No. 14 - .- - - - - - - -- - - - _- -- - - - 7 z i : : 0 1 2 3 4 5 \ - 5 I $1 TRENCH NUMBER 13 -1% ELEVATION I I I; I : -1 1 /, 1 I I -i- OESCAIPTION SM ISAND(DEC~MPOSED GRANITIc 1 ROCk) Practical Refusal at 5' : 2- g; _o z 0 W h-y humid -0ose lense ilery Iense z ; MO ?iF 2; i”, =0 0 - - SOUTHERN CALIFORNIA SOIL & TESTINGJNC. J - - - - - I j SM Brown to Red Brown SILTY Dry Loose to 1 / 1, SAND with GRAVEL & COBBLES Medium (TOPSOIL) Dense 2 SM/ Light Brown SLIGHTLY SILTY Humid Very 3 SW SAND with some BOULDERS, Dense MAXIUM SIZE 30 ' (DECOMpOSEc GRANITIC ROCK) 4 \ Practical Refusal at 4' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-6-88 JOE NUMBER: 8821142 Plate No. 16 - - - - - - ,- - , - - - - ,. - - - z ; TRENCH NUMBER 15 [ ; lELEVAT,ON :I DESCRIPTION ,C Dark Red Brown CLAYEY SAND (SUBSOIL) Brown SLIGHTLY SILTY (METAVOLCAi\IC ROCK) 1 Refusal at 2' w lumid .oose to tedium Iense fery Iense - - -. -. -- - - - - - - - - - .- z 0 ; 4 iv- ) Y TRENCH NUMBER 16 ELEVATION VI z ” DESCRIPTION ;M Dark Brown SILTY SAND (TOPSOIL) t iI/ Light Brown SLIGHTLY SILTY ?Nn (METAvOLCANIC ROCK) Practical Refusal at 2' )ry {urnid -0ose to 4edium lense Very Dense SOUTHERN CAl.IPORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOQGED EY: JBR DATE LOGGED: g-6-88 JorNuw'En:882~I42 Plate No.. 18 - -, - - - - - - -.. - - - - - - - - - - / / : j E TRENCH NUMBER 17 ii= :g I::: i yij “; ,=zJ >- c I y ELEVATION ;i “ii2 2- ;z 2; :,-a -0 LY FS mn;; ;; u) :s 5; z2 0x0 ‘. <oo wa! i! so =o 0 a 0 0 > SW/ Green Tan Slightly SILTY Humid Dense SM SAND (;IETAVOLCANIZ RocK) 3 \, 'i Practical Refusal at 3' 1 1 -I SOUTHIZRN CALIFORNIA ,SUBSURFACE EXPLORAJION Lot SOIL & TLSTINOJNC. LOGGED GY: JBR DATE LOGGED:+7-88 JO6 GUMGER: 8821142 Plate No..19 - - - ~. -. - - - - - -~ - - - - .~ 10 j IT > - in 2 6 ;M r- J/SF” r rRENCH NUMBER 18 ZLEVATION DESCRIPTION Dark Brown SILTY SAND (TOPSOIL) Dark Red, Brown VERY CLAYEY SAND Light Brown SLIGHTLY SILTY SAND (METAVOLCANIC ROCK) Practical Refusal at 3' )v iumid iumid -0ose to vledium lense )ense Very Dense z I WO 1; t: i; =0 0 - SOUTIIRRN CALIFORNIA ,SUBSURFACE EXPLORATlOil LOG SOIL A TESTING,INC. - - - - - - .- _-. - _- .-- - - .~ I 7 2 -I ?z k “I rT I 1 2 3 4 ii 1 ~ 1 1 : z g TRENCH NUMBER 19 * 10 ; k ELEVATION VI z v DESCRIPTION ,M Dark Brown SILTY SAND (TOPSOIL) ;M/ Light Brown Slightly SILTY :AND (METAVOLCANIC ROCK))‘ Practical Refusal L at 4' 1r.y iumid .oose to ledium )ense lery )ense - .SUBSURFACE EXPLORATION LOG LOGGED EY: JBR IDATE LOGGED: g-6-88 ~uYG'8821J42 ~-~I~ Plate No. 21 - - - - - - .- - - - - - - .- - I z I ; TRENCH NUMBER 20 SM Dark Brown SILTY SAND (ALLUVIUM) Practical Refusal at 3' [ i t r W iumid -0ose to ledium lense lery~- lense - R ; w 0 ? c I- ” 22 E’ : SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGEDBYaB~ DATE LOGGED: 9-6-88 JOE NUYBER: 8821142 Plate No. 22 - - - - - ~- - - - - - - - - -. - z 5” +;* zri r 2 w - ; ;5 ;j w 0 z- ?>F ELEVATiON t- z?!: Lz$ I? 2,: ;; 2’; Q z y 2: 4 I 2:; ; 0 g s 0 ig 0 =0 DESCRIPTION 0 0 0 Dark Brown SILTY SAND Dry Loose to Medium I- Dense 2- SM/ Light Brown Slightly SILTY Humid Very SW SAND ~DECOMPOSED GRANITIC Dense ROCK) Practical Refusal at 3' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED BY: ,,BR DATE LOGGED: 9-6-88 -. JOB NdBER: 8821142 Plate No. 23 - - .- - - - .- - -- - - - .- - - - .~ - ii t : ( I- ’ w :I , I i Trench ended at 9' 1G DESCRIPTION an SILTY SAND, Some random nes of SANDY CLAY (PALEOSOL A enmmu=mu *am ~ensunr SUBSURFACE EXPLORATION LOG ““V. “L”” Y-.L.r”“n.r SOIL & TESTING ‘“* 3GED BY: JBR I,.““. I DATE LOGGED:9-6-88 I lJO8 NUYBEI~:~~~, 142 1 Plate No. 24 umid u lense Y I i c dp 2 u 0 : F - 0 ;; c 0 u - - - .~- - - - - - -, - - - - -- - - .-- ,;> z :“, :=c : ap ; ;r w - w 0 z- 2; ELEVATICN :: e u) z&Z 5; ts 2 - rn: g; P Lw z: -XL “,z= >- 5 g 8” E s 0 i; =0 DESCRIPTION 0 0 Dark Brown SILTY SAND Dry Loose to I- (TOPSOIL) Medium Dense 2- SW/ Light Brown Slightly SILTY Humid Very SM SAND (DECOMPOSED GRANITIC Dense ROCK) 3- Practical Refusal at 3.5' i SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOC SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-6-88 JOB NUMBER: 8821142 Plate No. 25 -. - - - - - - - - - - - - _~ - - - .- i w z :* z + w E ; 7 E I ’ ; TRENCH NUMBER 24 : z!z uz z + ,; ii= v, MO uwu) - z- 1; Y a: ce+z iI& cc ELEVATION ;:r c!? 2,: ;; :; c 0 i “cj- “,: $‘fc * -0 “F 22 “I : s CI := ! * z 0 0 ’ u DESCRIPTION ;” E =; 0 ML Black SANDY SILT Moist Stiff (ALLUVIUM) 1 SC Dark Brown to Gray Inter- Moist Loose to & bedded CLAYEY SAND & Medium 2- SILTY SAND Dense CK 3- BAG 4 SM/ Light Brown Slightly Moist Very SW ~~~~~~~~~~~~~~~~~~~~~~ Dense 5 6- 7 1 Practical Refusal at 7' $ SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOCL & TESTINGJNC. LDGGED BY: JBR DATE LOGGED: g-7-88 JOG NUUGER: 8821142 Plate No.. 26 - - - - - -- - - - - - - - - - - TRENCH NUMBER 25 ELEVATION Tan & Green Tan SILTY SAND (PALEOS~L) Very Dense 3 J, Trench ended at 3' 1 I SiJTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED Gv: JBR DATE LOGGED: 9-7-aa JOG NUMBER: aa21142 Plate No. 27 - - - - - - - - -, - - .- - - - - .- ~,~~~~~~::“.i::““““” 1 $ Si’$ ii ( P 31 f O! :, ; DESCRIPTION jSM Tan SILTY SAND Moist Dense (SANTIAGO FORMATION) 1 3- 4 Trench ended at 4' ! 4 I SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-7-88 JOG NUYmEft: 8821142 Plate No..28, - -. - .~ - - - - - - - -~ - -~ i I$ 1 : ; TRENCH NUMBER 27 + Y :> z : E * := ;zt E dp Y- ; z 22 3 ;& ulmu) ci LL MO : !!i OY ELEVATION CCL2 ;= 2; : *Y), 120 2,: o ;: 2: $2 YI z <N a L 5+ ii; 0 :, z ; 405 0 0 SE =0 0 DESCRIPTION 0 0 j SM Light Brown SILTY SAND Humid (SANTIAGO FORMATION) Very l- Dense 2 3- 4 J 1 Trench ended at 4' -4 SbTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LDDGLD BY: JBR DATE LOGGED:g~7-aa JOa *U~='W321142 Plate No.. 29 - .- - _- - - - .- - rRENCH NUMBER 28 :LEVATION DESCRlPTlON lottled Green Tan SILTY :LAYEY SAND(PALEDSDL) Trench ended at 4' lumid Very Dense - z 2 UO I: F - 0 5: := 0 0 - SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LODDCD BY: JBR DATE LOGGED: 9-7-88 JO1 NUMBER: a821 142 Plate No. 30 - - - .~ - ~- - ,- - - _. - - i I i ’ z z 1 2 7 > ; TRENCH NUMBER 29 + w :* z ‘,J$ := :ze E z I ii w- =2 =:: w2 z- -- E 0,” q; ;- ELEVATION 2” fn w :: :;;a ;; ;; :tl -p 2: l < :gg z :; ii; 0 0 =a 0 1 DESCRIPTION u 0 I;c Mottled Green Tan to Tan Humid Very l- SILTY CLAYEY SAND & SILTY Dense SM sAN0 (PALE~S~L) 2 BAG 3- 4 1 i I Trench ended at 4' ~ --I 1 j / 1 SkJTHERN CALIFORNIA ,SUBSURFA$E EXPLORATION LOG SOIL & TESTINQJNC. LOGGED BY: JBR DATE LOGGED: g-7-88 JOG NUMGEK 8821142 Plate No. 31 - -~ - _~ _- - _~ - -~ .- - _~ - I w i 0. iii: P 2 Oj 4 In 0 1 2 3 5 6 7 8 z 0 c * 1 u ; u. ’ i :: SG ;M Gi- ;P rRENCH NUMBER 30 :LEVATION DESCRIPTION ark Brown Slightly SILTY AN0 (ALLUVIUM) ight Brown Slightly ILTY SAND lark Gray Brown SILTY SAND AND (SANTIAGO FORMATION) Trench .ended at 11' )v iumid loist -0ose - - .oose to ledium lense 1ense ILOGGED BY: JBR LOGGED BY: JBR DATE LOGGED: g-7-88 JOG NUYIIER: 8821142 JOG NUYIIER: 8821142 Plate No. 32 ii i WO 2; 2’: 6; =0 0 A SdlJTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG wf SOIL A TESTING,INC. -~ .~ - - - _. - - - _- I... - .-~ TRENCH NUMBER 31 ELEVATION : d DESCRIPTION M Red Brown SILTY SAND (TOPSOIL) M Tan SILTY sAN0 (SANTIAGO FORMATION) 'rench ended at 3' lumid .oose lense 2 i w 0 EF 2': ii; =0 0 SCiJTHlERN CALIFORNIA SOIL & TLSTINO,INC. ,SUBSURFACE EXPLORATION Lot LDDDED BY: JBR IDATE LOGGED: g-j’-& JO6 NUYGER: 8821142 1 Plate No.. 33 - .- - - -- _. -. - .- - - - .,- - TRENCH NUMBER 32 ELEVATION DESCRIPTION C Dark Red, Brown CLAYEY SILTY SAND (TOPSOIL) - Ri Light Brown SLIGHTLY SILTY SAND (DECOMPOSED GRANITIC DCK) Vacticai Refusal at 3' umid umid lense 'cry lense z i u 0 : z - 0 : 2 ;: = 2 - SOUTHERN CALIFORNIA SOIL A TESTING,INC. -.. - - - -- -- - - - .- - - - ELEVATION Dark Medium Brown CLAYEY SAND (SUBSOIL) Trench ended at 3' SOUTHERN CALIFORNIA .SUMURFACE EXPLORATION LOG SOIL & TESTINQ,INC. LOGGED II: JBR DATE LOGGED:9-7-88 JOG NUNOcR:8821142 Plate No. 35 - - - - -~ - -~ - SOUTH -NORTH O- 2L 4- s- 8- LOOSE, DRY DARK BROWN is) DENSE, HUMID, GREEN TAN, (Es) DENSE, HUIIID, TAN, SILTY SAllDSTONE VERY DENSE \ FAULT HUMID, LIGHT BROblN N125E FINE TO COARSE DIP: 'IERTICAL i, lb 2’0 3’0 HORIZONTAL I”=1 0’ VERTICAL 1% SOUTHSRN CALIFORNIA Calaveras Hills Village Q & T SOIL & TtSTlNG, INC. BY: DBA/EW DATE: 9-l-88 JOB NUMBER: 8821142 Plate No. 36 - - - - - -~ -. - - - -~ -. - .- a9 TRENCH NUMBER 35 + w ,:> : = (I: zzf 2 v, w - 5 ;E$ y 0 3 :=; z- 2; ELEVATION 5: E w :,o ; ; =“; 22s 3 ln !a !ir: 2 0 $ G& 25 0 2’ 0 0 0 DESCRIPTION ” 0 Brown SILTY SAND (ALLUVIUM) Dry Loose to Medium Dense I - 1 SM Tan SILTY SAND (PALEOSOL) Humid Very Dense , - , Trench ended at 6' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: 9-7-88 JOE NUMe~8821142 Plate No. 37 - -- -~ -~ - - - - - - - - .~~. SM Dark Brown SILTY SAND Dry Loose to (TOPSOIL) Medium Dense SM Tan SILTY SAND (SANTIAGO Moist Dense FORMATION) I Trench ended at 4' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-7-88 JOB NUYWR: 8821142 Plate No. 38 - - - - - - - - - -. - - -- - -. .~~ -. z z / 2 i P ; TRENCH NUMBER 37 :” ,;+ zzk E “,z ;i uz ; =I- ,z -1 __ z- ;p : 2 g; ELEVATION c kg:: 2 ‘0 UJ :: 2: i I 5 If7 -I ;: acI :j lnw 4 z :gg z z; z 0 : s 0 g: 0 0 DESCRIPTION 0 : SM Dark Brown SILTY SAND Dry Loose to (TOPSOIL) Medium Dense SM Tan SILTY SAND (PALEOWL) Humid Very Dense Trench ended at 5' 1 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LO< SOIL & TESTINGJNC. LOGGED BY: JBR OATE LOGGEO:+7+, JOB NUYB’R:B821142 Plate No. 39 .- - - - - - .- - -~ - - _- - - z; :> z gzt E z w - ; “,= ELEVATION 4: ;zg vr z- :s g”; ig 2 I? w v) 0 ;; L? u1 y :: :=a z 0: “,” 0 s 0 ig =0 DESCRIPTION 0 u Dark Brown CLAYEY SAND Humid Loose to Medium Dense CK SM Brown SILTY SAND Moist Dense (SANTIAGO FORMATION) ML Green Tan SANDY SILT Moist Very Stiff Trench ended at 6' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-7-88 JOE NUMBER: 8821142 Plate No. 40 .._ - - - - -. - - .- - .~. -. -- I i 1; ,; TRENCH NUMBER 39 z: + ri* z 7 zzc z z CTi Y - 5 y 0 z z- zc if Y su ELEVATION a.= aLi k; m 1 t:“z 22 !? UJ z,o g; :E :: “,za -P “if 2: 6 Y 0 z ” 3 LG “,” 0 XE i”, =0 DESCRIPTION 0 0 SC Dark Brown CLAYEY SAND/ Loose to with GRAVEL (ALLUVIUM) Dry Medium Dense CL Grav SANDY CLAY, WEATHFRFn Moist Stiff (METAvOLCANIC ROCK) 11 Trench ended at 3' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY:JBR DATE LOGGED: 9-7-88 JOB NUMBER: 8821142 Plate No. 41 - - .~~~ - - - _~~ - .~. - - - -~ ., - - .~~~, ELEVATION DESCRIPTION SAND with abundant GRAVEL DECOMPOSED GRANITIC Trench ended at 4' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: 9-7438 JOB NUMBER: 8821142 Plate No. 42 - .~~. - .- -- - - ~. - :~~~~~~~~~~~~~~~~4’ 1 iii ’ j# Cii jE , ' SM Brown SILTY SAND (TOPSOIL) Dry Loose to Medium Dense SC Brown CLAYEY SAND (SUBSOIL) Humid Medium Dense I SM Tan SILTY SAND (SANTIAGO Humid Dense I FORMATION) ! ' / SC/ Tan & Rust Brown CLAYEY Dry Very j -i SM s1t.T~ SAND (PALEOSOL) Dense 5 7 3 10 11 Trench .ende& dt 11’ SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINC,INC. LOGGED BY: JBR DATE LOGGED: g-15-88 JOB NUMBER:8821142 Plate No. 43 I / I I / , / : J 1 > 3 . I I I I 1 I I I I I I I I 1 I u_ T-42 O- 22 41 6- IWSOIL, LOOSE DRY, DAIIK BROWN SILTY SAND .GROUtID SURFACE I t. ,,, ..-. _._.. - TERTIARY PALEOSOL (Tp) VERY DENSE, DRY MOTTLED ILIGHT GREY, RUST PURPLE AND TAtI, SILTY, CLAYEY SAND IKAlll I r!I:s DIP: \/El!1 lc;AL CONTACT bTlill:l. r!li!51, DIP: 3CE BDTT(!rl I I 0 10 20 30 40 50 60 70 NORTH - e SOUTH HORIZONTAL 110’ VERTICAL 1%’ - _.- -- - - .- - - .~- - - - .- - - O- 2- 4- S- NORTH- - SOUTH GEOLOGIC CONTACT STRIKE ,,NlCOE DIP: 23' F!E DENSE. IHUMID, LIGHT BDO1!N DENSE. HUMID, LIGHT BDO1!N SILTY SANDSTCNE HORIZONTAL 1’; 10’ VERTICAL f&5 SOUTHERN CALIFORNIA Calaveras Hills Village Q & T SOIL 8 TESTING,INC. BY: DBA/EW DITE: 9-l-88 JOB NUMBER: 8821142 Plate No. 45 - - - - - - .- - - - ~_ - - - SM Brown to Dark Brown Dry Loose SILTY SAND (TOPSOIL) SM Tan, Purple Brown SILTY Humid SAND (SANTIAGO FORMATION) Very Dense t -I i Trench ended at 8' 4 I ] SOUTHERN CALIFORNIA SOIL & TESTING,INC. SUBSURFACE EXPLORATION LOG DATE LOGGED: 9-15-88 Plate No. 46 - - - - - - .-- - ,-- - - - -. - ELEVATION Tan SITY SAND (SANTIAGO Tan SLIGHTLY SILTY SAND Trench ended at 8.5' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-15-88 JOE NU’BER~821142 Plate No. 47 - - - - - - - _. - - - -- - -. .- - - / SM Brown SILTY SAND (TOPSOIL) Dry Loose SM Tan SILTY SAND (SANTIAGO Humid Dense FORMATION) I I 1 Trench ended at 3' 1 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED BY: JBR DATE LOGGED: g-15-88 JOB NU”BElQ321~42 Plate No. 48 - - - - - - _ - - - _. - _-~ ..- - - ELEVATION DESCRIPTION Brown SILTY SAND Dry Loose to Medium Dense SL Rust Brown CLAYEY SAND Humid Dense Weathered (PALEOSOL) \ 1 SM Tan Brown SILTY SAND Humid Very Dense I I I Practical Refusal at 5' SOUTHERN CALIFORNIA SOIL & TESTINGJNC. SUBSURFACE EXPLORATION LOG OGGED BY: JBR DATE LOGGED: 9-1,j-8( OE NUMBER: 8821142 Plate No. 49 - i - ‘RENCH NUMBER 48 :LEVATION DESCRIFTION lark Brown SILTY SAND (TOPSOIL) Tan, Gray, Brown, Rust SLIGHTLY SILTY SAND Practical Refusal at 3' ry umid ense SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINC,INC. LOGGED BY: JBR DATE LOGGED+15-g8 JOB NUYBER:8821142 Plate No. 50 - - - - .~.~ - - - - - - _~ - - - ! / I I ~~~~~~~~~~~~~~~~~~R4g 1 i$ ;;I! $ $ j[ I i SM Dark Brown SILTY SAND (TOPSOIL) Dry Loose 1 SC Red Brown CLAYEY SAND (SUBSOIL) Humid Dense 2 3 _ 1 J SW/ Gray Tan SLIGHTLY SILTY Humid SAND (PALEOSOL) Very 5 Dense 5 7 i Practical Refusal at 7' 3 I -j / 7 1 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-15-88 JOB NUMBER: 8821142 Plate No 51 - - - - - - - - - - - - .-. - - - -~ ELEVATION DESCRIPTION Rust Red, Brown, Purple CLAYEY SAND with some COBBLES, (PALEOSOL) I - I _ Green, Gray, Brown CLAYEY i _ SC SILTY SAND I 3 _ Trench ended at 11' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATlON LOG DATE LOGGED: SOIL & TESTINGJNC. LOGGED BY: JBR 9-15-t JOB NUMBER&21142 Plate No. 52 - - - .-. - - - - - - - - - - - - .- - / SC Red Brown SILTY CLAYEY SAND Dry Loose With GRAVEL & COBBLES, maxium size 6" (SUBSOIL) Dense / SC Gray Tan, SILTY CLAYEY SAND Humid (PALEOSOL) Very Dense ir Trench ended at 5.5' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: 9-15-88 JOB NUMBER: 8821142 Plate No. 53 -. - - - - - - - - - - - - - - - .- .- CL Dark Brown SANDY CLAY L (Subsoil) Humid Stiff SM Tan, Gray, Brown SILTY SAND Humid with COBBLES, maximum size Very Dens: , iI" (~ALEOSOL) I _ Bag Trench ended a't 6' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-15-88 JOE NU”BER882’142 Plate No. 54 - ~. .- - - - - - - - - - - - .~ - .- i ZI :~~~~~~~-:~~~~~~:“’ , g ijj $ ii j\ I CL Dark Brown SANDY CLAY DRY SOFT (SUBSOIL) STIFF SM/SW Tan, Gray SLIGHTLY SILTY Humid Very Dense SAND (DECOMPOSED GRANITIC j ROCK) Practical Refusal at 6' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED BY: JBR DATE LOGGED: $15-88 JOB NUYEER~821142 Plate No. 55 -~ - - - - - - - - - _- - - I- - - .~ j CL Dark Brown SANDY CLAY Humid Soft (SUBSOIL/OLDER ALLUVIUM) Stiff SM (i;~{&SILTE SAND Humid Dense Practical Refusal at 7.5' 7 --I i I 2 / SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED BY: J8R DATE LOGGED: g-15-88 JOE NUMBER&j21142 Plate No. 56 - -- - - _- - - - .~ - .~ - ~i~~~~~~~~~~~T~~~55 \ i$ pi LJii $1 i f i SM Dark Brown SILTY SAND Dry Loose to (TOPSOIL) Medium I - Dense , 3 _ CL Gray, Brown SANDY CLAY Humid to Stiff (SUBSOIL/ OLDER ALLUVIUM) Moist 1_ -i j _ 5 7 3 SL Gray, Brown CLAYEY SAND, Humid Dense 3 Weathered (PALEOSOL) 10 11 I Practical Refusal at 10' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: DATE LOGGED: R - - JOB NUMBER: 8871147 Plate Nn 57 - _- .- .- - - _. - ..- - - - _- -~ - __ - z ;” : 2 y: Gi Y - ; z- ;z ELEVATION =!- Q. u) ;E”: 5; ;g L?;;n ; ; -D ii y 2: :zu G 5 ; Fj” D x 0 ;; =0 DESCRIPTION ” 0 'SC/SM Brown CLAYEY SILTY SAND Dry Loose to (ALLUVIUM) Medium -t Dense > I ji i SM Purple to Tan SILTY SAND Dry (PALEOSOL) Trench ended at B' Very Dens6 SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-1,j88 JOE NU”BER~821142 Plate No. 58 - - - - - - -- - -- - - - - - - - .~ -.- ELEVATION DESCRIPTION Practical Refusal at 6' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED BY: JBR DATE LOGGED: g-15-88 JOB NUMBER: 8821142 Plate No. 59 I I T-58 SOUTH 4 ---NORTH ,GROUND SURFACE O- 2- 4- 6- a- lo- 121 CLAYEY SAND ,OSE QllA I L I:FIRl~'i AI~ILUVIIIEI (UN i I OUSE TO MEDl Il/.i UENSE, I)l:Y, Bl~~ll4 Sll~TY (.I AYC‘I SAHI I I 0 10 20 30 40 50 60 HORIZONTAL f= 10’ VERTICAL * 5’ I I / I I I I I I I I I I I I I I I - T-59 QUATERNARY Aloft IlVlllll (IJai ) ILl~l~!~l TO HEDIUM DENSE, Ill!Y , @?I?K DRW SIITY SAND FAU1.T N125E D'*:;;'\ GROUND SURFACE \ TERTIARY PALE0 TAN, LIGHT GREY, PURPLE, DENSE, HUFIID, TAN SIL~TY SAEIUSt~illL MITH OCCASIOIlAL SlLT LENS _I I I I 6’0 t- 40 --& SOUTH - t NORTH HORIZONTAL 1’; 10’ VERTICAL 1” 5’ - - - - - -- - - - - - - - - _~ - ELEVATION OESCfilPTION with GRAVEL And COBBLES, Maximum Size 8" (SUBSOIL) Practical Refusal at 8' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. LOGGED BY: JBR DATE LOGGED: 9-15-88 JOB NUMBER&j21142 Plate No. 62 - - ,~- - - - _- - - -~ - - - - - ELEVATION DESCRIPTION GraylDark Gray CLAYEY SAND r CK BAG Tan SANDY CLAY (SANTIAGO FORMATION). Trench ended at 10' SOUTHERN CALIFORNIA SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-16-88 JOB NUhlBER&,21142 Plate No. 63 - - - - - - - -. - - - _-. - - - - - .- : !;I g TRENCH NUMBER 62 ;: A= z z 2 C,’ ,z zz- z 3 $2; z Y- MO zg z- 5+ 2 F -- r ii $; ELEVATION P ;; u) LO 2,: g; I- 2 _o “E 22 5 AI p L ;; I i :, z 4 I 40: z c) rz 0 0 =0 ” 0 / DESCRIPTION t -1 / SM Dark Brown SILTY SAND Dry Loose (TOPSOIL) / SM Tan SILTY SAND (PALEOSOL) Dry Very Dense , i Trench ended at 5' i I SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTINQJNC. LOGGED BY: JBR DATE LOGGED: 9-28-88 JO0 NUN”“:8821142 Plate No. 64 - -~ - - - - -. - - - - .- - .~ ul i- - ‘RENCH NUMBER 63 :LEVATION OESCRIPTION irk Brown SILTY SAND TOPSOIL) in SILTY SAND (PALEOSOL) ‘Y -ench ended at 4' ‘Y oose ev ense x Y - : )- z ; y 5 + E E 0 it ; u 0 I F - 0 5,’ ;= 0 0 P i c !; SChJTHiERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED 8Y:JBR DATE LOGGED: 9-28-88 JOG NUYIIER: 8821142 Plate No. 65 - - -- - _- - - ,- - -. - - -- ..- - .- TRENCH NUMBER 64 * w E= a? “,” :: DESCRIPTION 0 0 Dry Loose to Medium I l- Dense 2- SM Dark Brown SILTY SAND Humid Dense (OLDER ALLUVIUM) 3- 4- 5 SM Rust, Gray and Tan SILTY Humid Dense & SAND and CLAYEY SANDS SC 6- 7- 8- 11 I Trench ended at 11.5' SiJTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: 9-28-88 JOI NUYBER: 8821142 Plate No, 66 - .~- -- -~ - - -- - - - .- - ..~. .~~ ! ! ‘A 7 ! : E - 1 E z fi 1 ; n!:, I ! 1 . :, ~1 TRENCH NUMBER 66 d Y Dark Red Brown SILTY SAND (TOPSOIL) /SW Rust and Light Brown SLIGHTL' F 1 Refusal at 3' v v oist ev ense Yi ; 3 0 I ; - 0 5: := z SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTINGJNC. - -~ -~- - _- - - - _- - - _- - .-. =, c TRENCH NUMBER 66 2 E ELEVATION m : ” q ESCFIIPTION Y Dark Brown SILTY SAND (TOPSOIL) Y Rust, Light Gray and Tan SILTY SAND (OLDER ALLUVIUM) /SW Brown SLIGHTLY SILTY SAND (DECOMPOSED G~Ardmc ROCK) ended at 3.5' 1 -Y lmid lmid oose ense 'ery tense a9 J - 5 g ; y 5 * E $ z ; WO ;: 2;: := 0 0 SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED:9-28- JOB NUYIIER: 8821142 Plate No..68 * - - - - _. - - -- - -- .- ,- I 5 5 7 8 9 ,o .l C iM ‘RENCH NUMBER 67 ELEVATION DESCRIPTION ark Brown VERYCLAYEY SAND ISSICATED (OLDER ALLUVIUM) 'an SILTY SAND (PALEOSOL) Gray Tan SLIGHTLY SILTY SAN1 (DECOMPOSED GRANITIC ROCK) Trench ended at 11' )ry Dry ;* gze ::; * ul ,‘,-0 p L 408 0 Yedium Dense Very Dense Very Dense SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. - - - - - - _~ - - - - - - - - - .~~ - ELEVATION OESCRIPTION SCiUTHWIN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-28-88 JO0 NUYGER: 8821142 Plate No..70 - - - .- - - - _- - _. - - - -. - - : i a c i E I: i 7 C TRENCH NUMBER 69 ELEVATION OESCRIPTION Tan & Purple SILTY SAND & CLAYEY SAND (PALEOSOL) ractical Refusal at 6' umid ev ense E iG z- ;t -P G 0 - SOUTHlRN CALIFGRNIA .SURSURFACE EXPLORATION LOG SOIL A TLSTING,INC. LOGGED #I: JBR DATE LOGGED: g-28-88 JO0 NUYGER: 8821142 Plate No. 71 - - - - - _- - __ - - - - - - - ELEVATION SM & Green Tan SILTY SAND & sc CLAYEY SAND (PALEOSOL) , - Trench ended at 8' SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: g-29-8; JOB NUhWlI~82~142 Plate No. 72 - - - - - - - _- -- - _- - -- -- - ; : ELEVATION =I- :r? :ii DESCRIPTION \SM Purple Brown SILTY SAND Dry Loose to I (TOPSOIL) Medium Dense CL Brown to Red Brown SANDY CLAY Humid Stiff (SUBSOIL) 4 , - SC & Green Tan to Tan CLAYEY SAND Humid Very And Silty Sand with GRAVEL & COBBLE, Maximum Size 20" I - (PALEOSOL) I _ 3 - 10 Trench ended at 10' SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTING,INC. LOGGED BY: JBR DATE LOGGED: 9-29-88 JO0 NUYIER: 8821142 Plate No. 73 - - - - - - - -. - - - - - .- - - TRENCH NUMBER 72 ELEVATION SM Light Brown SILTY SAND Humid Very J (DECOMPOSED tm~mc ROCK) Dense Practical Refusal at 7' SOUTHERN CALIFORNIA ,SUBSURFACE EXPLORATION LOG SOIL A TESTING,INC. LMKIEDDy' JBR DATE LOGGED: g-29-88 JO1 NllWER:8~2~~42 Plate No. 74 - -_ - - - - - - -. - - - - ..- ELEVATION DESCRIPTION Tan & Rust SILTY SAND Trench ended at 11' . . SOUTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL A TESTINGJNC. LOGGED BY: JBR DATE LOGGED: 9-29-88 JOB NUYBER: 8xL114L Plate No. 75 - - - -~ - - - - - - - - - - - - ELEVATION OESCRIPTION i Trench ended at 8' - 4 j SkJTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTlNG,INC. LOWED BY: JBR DATE LOGGED: 9-29-88 JOB NUMEl?R:8821142 Plate No: 76 ' - - ,- - - - - - - - - - -_ - .- - ELEVATION GRAVEL AND COBBLES, blaximum Size 24" (ALLUVIUM) Tan & Rust CLAYEY SAND wEATHERED (DECOMPOSED GRANITI: Trench ended at 7.5' SdlJTHERN CALIFORNIA .SUBSURFACE EXPLORATION LOG SOIL & TESTINO,INC. LOGGED BY: JBR DATE LOGGED: 9-29-88 JOG NUWTI&21142 Plate No. 77 I I I / I I I I I I I I I I I I :I, I ! .li . in; Ai1 ;!I :‘i ji./ii ! ~” ii.: ~j : j I 4 , I i I I ia, $1~ /ii: ‘f-e /iI ! r : I ( iI1 I $1 / / j : IiS! jf, i-j : Ii’ / ; ; .i JP I’ p ;I~! ; /! 1 ; ; : j : i j i+:-~ j$ j ;+ ><. :~ . + ..~% /j; ,, ,i :;/ii;;: I ?I~; ;-;. ; /II j, /:.; / I .,,. ,,. ‘ii:T f. ,:. ,, ,~Ii 4 i4/ 1 ‘ill I ..., JIi1, 1 ,; .,:/. ;,:;ij \ 2yA’; yt k~ / % ii:: ; : I : : : .q 1 I ,; ” ~4 I .:. :ii~y,; ::iji[: 4 1~ :: iI ,I ’ I( : (1 : ,‘, I : +,I ‘- Y ;I /_ Ji.1. I/ j ii I/ I 1 // ! ! i ! #I.' t /j/I, lj ,- i; 3 / I I : il ~ I / 3 ! I ~;fj Ii I p ii p 11 i! j; -I Ii /I/!(1 dfh :s ’ : I~! .: I!$ :; I , iI)::, i I / i dj !-j ; ii A. ii!“’ j/jjil : ,iIi: ,, I :I;,’ /i ;,!:I: : j;-/ 1 I /I/i , i ji.1. r/ i. / I 1 i 11 l/i I /-I .~I r I !, J 7- : t; I! IjJ ] j j 1 j I i .L ; _ : &$ ; 1 4 ;-.I i ! t-b I , 3 r. II, 1 I 1’ ! ( ir: $- i I i.( ~. 1 I I II 1 I I I ff 1 I in’ b ii A F i i i ; ) : ! + . ‘i: / , : i ; : 1 ; [ / : 1:’ *, , ! : B.il .* ‘1 I! $1 I !I if fl i. , : ! i :,,. ,I $,” 1, . . ~.,i,. :;:. ___I 10 20 30 40 50 60 70 00 90 40 60 MD 160 180 210 240 270 DISTANCE d j0~ Catavera: Hills .~~ ~~ GEOLOGIST D.S. - SOUTHERN CALIFORNIA SOL& TEElTnum, INC. . ..O “I”.“OIl.. .T”..T ..N 08.00. C.LlCD"W,c. ..,rnD FOB NO. 8821142 TRAVERSE NO. s-1 TRAVERSE TYPE ELEVATION 395 SURFICIAL MAT'L. Residual Soils ROCK TYPE Granitic Plate No. 78 I I I I ! I I I I / I I I ;, : : , i I~ I ; : i I ! i i #j; v It ili;:l;j: i;:ijfl[[ i/;:i/~;: [jj!i/jji +ti-i:: ; : .;,:!I I/!!,!,:, I”‘! I” iijIjjii: p&j Hi!! II) i “!;!I:;[ ,\:‘/j:, . . ..!i.. __~_~i i ..: .,, .:. ,.. Q-: .I: :. 7%. 1 ,‘!I g I :I! i/i I 1 * / i !I I/ I , , ; I~ iii ;I:1 :iII CL 4 :/I1 j ;li /I ~.Ii ~,.I ; ! ! :; I:.: I: : 1 : : -~.?. : / J 4 . !!(+ ,!i :,! ;;.tt1,,, i 1; ;/ 1 : j { !ijjj/j(j /illI":! I l,lll/ 14 f-i& i~1 j$ijiii: j! I/iii: [],i!jl.i cl-i-i.! !~~i; I i;i$!!: ?/~:ji;~ II 1 1) r&J II / yce, ; *~! ii+- d 1.; *, I I I i : 7: .,!:... I 1 ~. : .,_. . I /, I. 4 ‘/. i i ~ I .~! : ii I i : I I : Ii I .*. : i : Ii ! ( I if // 2 1; I , r-4 : I ljll ./~: i. ! 5 I I / t 1 I j i , !. I i 1 (1: ; IJ ~~__ 54 :I ‘i, 1 0 : 4 1 ! A; i q I! 4 1 ~;ij 3-L :I ,, h , : pi I : : : ; ; 1 t it! 111~ .[ji~ . ..ji it 3 I ,I; .~ ~1~‘ !/I! //I $ ; P+- j $JjJ< : : ,I, /IN ~ .;:~. .,. ,I, i ; r-i I/j/ ii; Ij g I!#[ ; ; ! I : 1 j i Ii ; {I ~1 iI! i;i: / 1 i : 1 I!; ; ! .:~ I I I 1 j k /,ci ! i * I.4 I T-j ;;ji Ii .~ !i! jfj +tf I ‘Jri (1’ f/i j!l!! .ig;r / 1 lil (jj(I /ii!/ i;;ji g/i / : JI: : : / : ,..,. loo 120 60 130 loo so 120 10 40 906030 604010 : * / ;I;; I ! 1 I / ,;j I / 1.1.; i I,! I i jz; I!: 1 it; III! p ,; 1 i I/.. 3l-f III; /! (I:, j I ’ 2 ! 1 1, I /I ! : + /] I I ! i! I I :. j i : 10 -- 20 30 1 40 50 20 40 60 80 100 1 30 120 150 I 60 90 .I~,,~. j,,j:j~i~:;r .,I,... 1 60 90 7a 140 210 160 240 DISTANCE d JOE Calaveras Hill5 ~~~__ GEOLOGIST D.z - BOUTHERN CALIFORNIA con 6 TE!l3TlNQ, INC. . ..a “IY.“PIL‘ .T”..T ..N DI.OO. C.L,CO”NIA ..-=a JOB NO. 8821142 ELEVATION 346’ TRAVERSE NO. ~-~--- s-2 SIJRFICIAL MAT’L. _ResidUa.l- SOi IS..,~~ .~- TRAVERSE TYPE ROCK TYPE Granitic I I I I : / I I ! I I I I I I I I I I pi 11, i\ j!’ I~’ / I! 1 i I / : ;I I I! / ; : i : 1 i /I ii !I Ii I : -7 : ! ~// I ! ! j\ 1 : I I 1 fi $ / I : j I; : 4 ,,+&j i !ji; ; : 1 ‘. I Ii 1 9~ il ‘1 7 II :I t ?-: i. .ii ~ i j :j/ I I j ( I :jj; ii/ -1 ’ ! ,I!;;; jj!ii; jut 1 1.’ i a49 i 0 $/j: 1 / / I I_j.[?[!~i / I .li / j / I Jo, ;Ij i 1 1 .,.:!f.m j;:!liiii 1 , 4 ,,!. ;!li i? $C i : i : ; j 1 ! i : j / :; 1 ! 1,: il.: i 4; I -I+ i::.,j ,!lijI /i!.j/ f&y ,1!j I / : I j t I I ! y ! 1 ] ; i, i ;:; _.., 7-t-i I i I ! I ! i ! ! i D&ii ::!:f; ,. ,,, ,: ,,. , : !~ : : !.. 1 i , I 1 I ! I-! 1;; ‘-OH \jI /! -I iiT Ii] * / ; I? I I / , ~ ;i ,I! ,j L >! 7( I 80 90 141 D 160 180 211 D 240 270 r.. 1 1 ; : : : ;.,.I r f 1 1’. r-’ ! ijl ;:t “I’ 111 (I; i :I Fj .d , : I 11’ i/j 1 ~1 ~.I.-; I-: ’ I 11; /i) ;I? II I: ! I I 11 1: 'Ii ii\ I,L ~j .i // 1. : : i- I I~j 1 / : \ ,, ,. ;;;I] I : / 1 ! ‘:;I’ i / / : +;~? !j I I i I I ! ; ! : i c: 1’ II/. y : ! ; ! i ; ! j I:( Ii! , . , _ > i / : , I I ; : ’ I ~ : :I /I Jo i 1 i, / il [ j I/ iI I : ~ : ,,j: !I I ! ,~ + i p ~/i b, I ! II 1; I 1 I ,’ / i T:I j 1’ I/ !~lg /i f !Li~ Lo! 1 i! I i. I I ! / I I’ I I : i I I ’ I / I I II ,I /I / L T I i I ’ 1/i; / 1 I j: /: I .:- .&-‘: .~ ! -Mr . ;.i ; ;.e t in: r-yLL, i , I :.. I,“” , .~.~. / 1 i.. _ . _. . /, :: ,, , : : ] j so , j ’ : ! ,a T i i ! ' I ) Ii T jl- I I i- ---I. / ! x r ; j I I i/I ! : ! i ! I 7~ d 1 -‘iI /1 1 i:~:“’ ,: m,:, i : i ;/Ii! :,’ , 1.1 ’ : .I,./ I :I!1 i ~! t~!~ j/l/ ilj 1~ i/ii iI i i c ~I-~ t I ’ If II ‘Ai- \, ; Iii, t fp /j $g I!::’ 4, , 1 i : 4 , I i 1 / / I / : i I ; I 1 i : li~i ‘i ri 1 I : , j rj-: k! j :I ‘I i’ ,jii I’ I :, ,I , . .~;~ 1’ + :/I! it Iii/;! ;/ idi 1Ji~i.l g \jj I !I j ( 1 I [;~ 1 i,y 1 j,j i t, ~ 1’ I ! ;/ !J !t! ‘i.!;.. ‘1; 1:;; /:., ,, /.,N I ! : : 1.k : :.. I I / .: iJ 40 * / : j; .I’ i : I , i j ! , jjj i f ,, . . ‘La : i-/ ,I! 1;. 1 : :.i Ii i i. j ! . ’ i I i I 1. 1 1 _i~ II I! i 1 j i 7~r I i I ! , i i ; I .~ i 11: : +I .ii ! I ! ! R ! ? 1 I I ! lw 120 60 150 loo 50 120 80 40 906030 604020 1 60 80 100 , 90 120 150 : b0 2( I)( DISTANCE d FOB Calaveras Hills _~~____ GEOLOGIST D.S. - EOUTHEW CALIFORNIA EolL6TEETlNQ,lNc. . ..O “W.“OIL. .T”..T l AN PI.00, CALICOIN,. ..-mm JOB NO. 8821142 ELEVATION 32g’ TRAVERSE NO. s-3 SURFICIAL MAT’L. Paleoso’ TRAVERSE TYPE ROCK TYPE Granitic Dl;l+o Nn all I I I ! I / 1 I i I I I I I I / J; / 1.1 / ; . ‘_A I:: ‘i/ i-1 i ii Ii! /I 1 1 :‘i.:j 4 4 j I i !!i’ii ij.ijd .If j!/ i!iij! .~. I/; I+ /l!l’i I I I ! TV.! : ;iq I ! I j!! ;rs ! ) ! : ;j 1:. \I\ I ! I ; I/J ; I! i ; i+j I 1 j ; i -? “i &+J G : ; ! I ( ‘7 I l:ij I : : I/! iI jj 1 I 1/ 1 in: II I ‘4 A k jj/ ILlj ;;I ij! I :‘i I $1 5 ! / jji’;,., ~ I i j ; I ! : ; j i’j ;/I q 1 I ;i ! 1 i 1 i 13 i j 1.1’ ~$1 :t I? ! p ,I/ ,I, !. i 1. : : 1 i / I :~j j II 1: 1 i,! -- jl~ :I: j:i I ~ i i+ /- !I: /i/ ~./I/ / , : / j i / / 1 j”-! ,JJ 1 j//i 1 j ~4 ‘, 4 ’ I 4 1 /I, : I 1 f I II I I 9 : .;/!! I 1 1 !J , I :I b I. i! i ‘j jiI gi; j ill:. I:/;:~ /I’;” ! ,Ci~ j I /ji : I l iI I/ j/.i I$ ’ I :, 11 f i ‘( I ,1, ‘.+ ~ : : : : 1 /pi 1 / : ! ’ ~1 :y ;~j I I :;/ ii jj 4 ! I:: :;I li ;I/!! ii/ I” ‘1 ;; i-1 /.I! / 11,; I4 I 1 1 ; j /-, ( j 1/,j;/j; !i,jjjli ;/,/:j I $1 i[i! 1 if& ,,i : ! I, i I ai grq /I," I / 8 -+.z 'i' : : x.. 1 / .,.. .i. ,., : i 1 I I i -.$ ! ‘6 120 80 40 j i 1, j 90 60 30 .,,1 II/ jj;I i I .I 60 * 10. I,! i 1: ! ; 1 !; 1 : ! jjl ,i 1 ids 41 j ;,/ ! IF/ / IIf ; pi ; I I.-. I j / ’ 1 ~/ ~--- I--- ’ j ,[/ d-!-j, c !f : j:i ! /j: 1 ‘I I /.I / -i I I 1 ‘; I ri ,i - I I .f,. i iI:’ ,.L., 30 60 90 ii I/ L ii i~i~i~ ‘II ,,I I!: / f !:“‘!:, .,s: !j j 1~: /~; i.l.!: : ,.:, I : , y’ 3.1 \ / . ; i .,-...“t* ,,.:,I .I... W4Pfi : 1 ,,..,!i:: ;: ‘: /:. ., . ,., ,., ., :, ;I,:: , ! : iii.! : 80 100 120 150 ,OB Calaveras 70 I30 90 1 140 160 180 I 210 240 270 20 40 60 DISTANCE d Hills GEOLOGIST D.S. SOUTHERN CALIFORNIA BOIL L TElsTmm, mlC. . ..D ","."0AL. .T"..l ..N PI.OO, CILICOINIA ..,a0 8821142 293 ' JOB NO. ELEVATION TRAVERSE NO. s-4 ~---__ SURF,,-,AL MATgL, Residual/Paleosol TRAVERSE TYPE ROCK TYPE Granitic Plate Nn. 81 I I / I I I I I I I I I I I I I I I !L! I 1 jj// (!‘I 4 ij f I~‘-~ jj , :~ jj / i ;,I i/i 1 i +~. ii i i 4 i~-,i ; , / j I 1.1~4~’ ,lT ‘I!! j j I i p pi 1 /;;ij,ji : I, ::f/jHi ij;:,:\: .R-?++ 11 ” ; i ,I if I I.,!. i!;::iI1 i : !/;//I i:;;;!l, 7 ‘~3 c I !Jj.: I !’ a ‘/J/Y i. -1~; !i~i :j;i!j: ..,:jj,! -&+dT ,... ‘. ..,’ !., li ;. 2 ! I i 1 i ; ! .; ,L : / / / I ! I i i : 1. !~ j ! ! i I ! 1 ~I 1 j .I- off’ j ! I i. : ‘. ; 0 : I I : ’ ,.j ;;! + 1 4 I/ ’ I i 4 iI ,i !I l-i I!’ I i : 1;; I ;,i : ; i i J I j-- jl II + / I- I/ LL II i !j, ; Ii/ $1 ILL, ‘7 L- ! ~ i j ~ 1 -TV I/ i J ! .i, .i, , _~. ;!j, q :;i :jji :I I’: I,’ ii!. 50 60 70 80 90 loo 120 140 160 180 150 180 210 240 270 40 80 120 DISTANCE _3 108 Calaveras Hills GEOLOGIST D. S . SOUTHERN CALIFORNIA SOIL .L TSSTIIUR , INC. . ..D “I”.“O.L. .T”..T JOE NO. 8821142 ELEVATION 275’ TRAVERSE NO. ~ s-5 -__ SURFICIAL MAT’L. Residual Soi1 TRAVERSE TYPE ROCK TYPE Granitic Plato Nn X7 I I I I i / I I I I I I I I I I I I !‘/./I II.: II" ;/:i Iii: ! I : ; . . lI!i I"' .t -~, 1 _-~ !:;+/I; , i., i” 1 j I’ f! j/i 1 ii I I 7 i’j/ : 1 fi ; I [ ‘(I )/ 1’ !~! ij’ -/ -Yp/ 1 ii /Ii’ 1 ii d/i 4 1 i : I (j : 1;: I ‘1 .i:jj( I : 1 I i : ’ I / : : I I -r: loo 120 60 150 loo 50 120 80 40 906030 60 40 20 I** : I ,I /j; !/I I 1. I /)I 1 / I i I i : .l i r-i;; i i : I I : ; : : .,. !. I. ,...: . . . . . . ..._! ,. 4, ;: I, : ; .~I,., :I ..i 30 T g 1 20 30 40 50 60 70 80 90 1 40 60 80 100 120 140 160 100 60 90 120 150 100 210 240 270 : DISTANCE d FOB Calaveras Hills .~.- GEOLOGIST D.S. BOUTHERN CALIFORNIA BOIL & TEST-, INC. .I.0 “IY.“O.L, .1”..1 .AN DI.00. SILICOINIA ..*.o JOB NO. 8821142 TRAVERSE NON S-6 TRAVERSE TYPE ELEVATION -~ 312’ ~__ SURFICIAL MAT4T’L.Ri@!!a1 ‘Oil Racy TYPE Granitic I I I I I I I I I I ! I I I I I I - / ~ ; ; I -i .i I ’ / ! Jo I I I j I _ / / I 1.. I I ,j I i-b 1 ~~j jj / I /I I 1 ; / i ! I : # $Li~. iIjjj;J ,:?;;.I I I;::,,! ‘$jj.j /i;;ij /];j:; L~1.S . I #,/. I;:‘: ,;;;I. / i / ,I.!;, : I : ! : . . . ..I / .I.. iii;!: ,::I!; .,/... py i ! I .,../ it/ .il ;I '; i [ i ri ,,!1!.ji/ t . . ..(..,! j .$ p' i t j ( : i : . ii .:, ,;. , I : j':!l'I ! ! ii ::jji 1 ! / ; i-;-i d , 1 7 t I f j : :! ; 1 / jij!i I ,.q :~: I : ; 1 : I / 4 : / I ,I\ ~I :/I jj I I ! ;. ! I : i ;I L / ;i ! : I , ~ y-l:! , I ‘i , ‘.’ 2 /,iIL ,: : i/ ;j: j; j; ;,lji,. :I;/ ‘! ;:;I ji ; i 1 ‘i;i I ii!, I !L 1 j!j i I 7 -~ 3j1,; //ji/~~ -; / +\ ; ij+;: ;‘e5r~ I j ;;:!‘f -\ ,.. ., ;:.. 1~ : I i/ in; 1 I ;I ! ; !1 i. I ! i] jj : i : , i i i / 2 * I ! : I I ‘t ‘~1 /;I !ji I ! .P 1; t! ‘1~. i! i/i /it I!, ! : I I : loo 120 60 150 loo 50 120 (0 40 906030 60 40 20 11 I f i i j 1 ! Ti /I ;j i! ;I I i! j $ I ., ., , . :I j r:i,:l:i 20 30 40 50 60 40 60 00 100 120 140 160 180 60 90 120 150 180 210 240 270 DISTANCE - ,oB Calaveras Hills GEOLOGIST D.S. - - TRAVERSE TYPE 276 . * > SOUTHERN CALIFORNIA JOB NO. 8821142 ELEVATION 8olL & TE8TmJ8, INC. s-7 . ..D “WmImIL. .I”..T TRAVERSE NO. ~_~-- SURFICIAL MAT’L. Resid”a1 ‘Oil .1W m.00. OALWOINIA .=,.a . ROCK TYPE tiranitic Plate No. 84 < 4! I I I I I 1 I I I I I I I I I I I I I I- I 11 : Jli , i ii ! !I ‘1 1 !I jj” , / ; i ., 1 i g j j i~j j ,,:;, ‘1; 1-i-j ijj j [J j ,:: /if!/ I!!>! i / r.1,; I j / ,; pi.+ ::!::I I,.;,,:. I!;;:j!’ /!i/;jli 4 I I : <~ . : A+, , ! m:!;l; i;;::; / /!: in! j j i: 1 i ! ; ; ! I ! ! ! ; : ; I I * in ji )I , ! ’ I ir ! i :’ 1 , i I ! 4 . ( I ;~ I .- I I //! i I -i I I : i(!!’ .;I:; i$ i ,,. I I i I\ !!ijl;; ,. Li. :., / ks--- . . . . . /-~-T * j --j 1: ;I _ --y-1 I ,, ’ ,j’li:, ,.. : 70 80 90 100 , 140 la 180 200 I 210 240 270 300 DISTANCE d jot Calaveras Hills GEOLOGIST _ D. s. .._ ~~~~__-.. ~.- BOIJTHERN CALIFORNIA EOIL L TEETINO, INC. . ..m “,“.“O.L. .TLI..T .AN P,.OO. CILICOI1N,A .*‘1.0 IO6 NO. 882ii42 TRAVERSE NO, __-~~~~~~~.~ S-8 TRAVERSE TYPE ELEVATION 286-e,- __ SURFICIAL MAT’L. ..!t%k=- --- ROCK TYPE Granitic Plate Nn 85 I I I I I I I I I I I I I I I I I I I i i ! ; : L: iii! jl/I I I : I , / I i’i~i.1 : ‘i 7 1 / ! i ; ! i i / i j .: i ii ;jiii I):; i.liil j ij /‘I/ j.jj I 1 i /jYj jjjj I-/ :+ jd y, / 1; i, .i~ i~ ~1 i II ;/ j/I Ii :I 1~; I! ij i j j’li:r i 7~ .p$* f-(-T-r ,I !,I# :i1,/:,,: I ; i f in ij~?j I!,’ i/II’ i r ! :/ :I:; ,1;, 4. ,: ! ! : : /:; . : i Jo! ; : ! / Jo; ~y~~1 .~ ! ) 1, I +-d ,l:i, 1 : r ! t /ij I::!!: : i , ! 1 $1~; 1 1 +: i ;.j i i ; .y i j j : / ii;: ,j !‘li;;];j 1 ?Iz$ k; .I, .:.. / ; : : ,,;:j, jjJ ../,I! iil[:: %jy-p ; / : j ; ; ( ; ; : 1 ; I / ; : ..j:,; /ji!jil:; j-..: $@ i ::I.,! i I I: vi/ 1 : j I ! ; ;’ i: ’ g ! [i a[ ;!I/ Ii ’ i ,,h 1 1 0 j i , I -7~ : 1 ; ‘Ii & 1;:’ 1; ;~I _ > , 1 1, !I ~~; ;/ ! : q;’ I,, I ’ //iI id; ; / i /(: 2 t 1:; /iij 1; ; iit1 1 1 1;:; i/j! i 1 Iil: I 1 j / “‘I/i! Ii-’ 1 ;jj: :!;’ [jjI i I ; ; , /j lm 120 60 150 loo so 120 K) 40 906030 60 40 20, 30 20 10’ I iI 1 ‘. : ! ; 1 I?:):,~ I .’ ‘:;,I I~.,, ; DWkT,: ; ; ; J;il ~ b$ j $j ! iii! : ;I ..: I.., ,:;I :, :,I’ !I ,. ,/ii : ,::,;i,; ;/;;I’ ~ ._::y/ ,., _.I I ,: .I ,I/ ..~,,.,: :ii! I “ii:.i , 70 80 90 I 140 160 180 I 210 240 270 20 40 60 40 00 120 50 100 150 60 90 DISTANCE d JOB Calmeras HAULS GEOLOGIST D.S.... BOUT-RN CALIFORNIA EOIL & TElsTlNa, INC. . ..D “I”.moII.. .T”..T ..,N OI.DO. CILICOINI. .*,.a JOB NO. 8821142 ELEVATION 272’p TRAVERSE NO. s-9 SIJRFICIAL MAT’L. Residual Soil TRAVERSE TYPE ROCK TYPE Paleosol I I I I 1 I I I I I ! I I I ! I ! .,/ T+ ! 1 r- ! Ii I 4~ Ott -i 11 /,I! i i; j-1 pi I :1’ ii -iF 1 4 r I +- I/ J I’ j. ii 1; 1 I /I ~I); 1 /$I , : Iij ,. ,:. ..;! ; ! 1 ! .,. , CA : ‘@’ 1 .6Q ) 1 9 1 1 ! ~j 7 , iI:;:/! .-1 .; I, : . ,1:/! jj!j[/[ ! i ; ! I 1;.::1. -, -+ ; , 1~1 I ! 1 / ! ; 1 ; iI! ! k ;/-I i // I ; ; II I r 1 : 4 / s ! ;I I:: j: iI. i / i L& :T I ii:jj ; / :::I: --.!: i : / I / :/ .I, .q i ii I !I i+j i /I i Li i- -1 / / /, j 1 ~1.. / i t* I! f :! ! p : .,. ii!y in, j/j 1 ifj ! I I I;! j / I I : i , i’~[/ 4~ ;_.i ! Il,I/! !I: :: in j! 1 j / ,I!,; I/;:![ //ij I I / : ; I j~i’i f-f I 1; ; \i ii F I ! - -4. j : I~ :~ i i : / , : I T-f Ii I, + jj;:; j/i;; lo,! ! .,, / ..I ; .~& j- ,:i , 4 /j Ii , , __. :; .i \(,aII .! I,, ,,.. :, !.a. : . , 4 i / :I.: : .I ; j,; Jo; I~; j-1 Cij/ , . ! / I : < ! 1 - ! i’ I / jl il j; I 1- i ~1 ~7 i/ ij I jI I I i 1 1 A+ j ;- lj /: i / I I q-F; : : q; ! q ; h Oo Fp ‘/I.. I . ,.. ., ,. ,. ;~, :’ ,..;I; 30 20 II ; II i: 0’ 10 -20 -30 DISTANCE + ; i I i Eli; !I II .I/ 11~ /I rt 1 :l$lfJ & /: j[ ‘;.:;;i! “1 I;;( ,. ,. i : I i ,./~ :i:‘IIl;: 30 ,,.!I/ .!i : i ;-:-i-i ;;/;j: ,i 1: !‘/ij j~‘i!i / I I pi i-1 L i / (i / i } / I ,+r;- I I/ 1 h .:,j:! : ’ ’ ! i / :I’ i :~‘T ;~; ;/:;i T/I I ! ,. ‘i - ~/ . / Ij ii , j! 1 1;. II I 1: ii, I{- // // 1.;~. !j ft I ! - 1;’ g I :/ ~ @ I.. ._ _ , ,.,;: I. 1 _ :i:.: 50 , 70 80 90 60 80 100 120 140 160 180 60 90 120 150 160 210 240 270 108 Calaveras Hills -~ ~,__ GEOLOGIST 0.S. _~~- SOUTHERN CALlFORNlA JOB NO. 8821142 _ ELEVATION 260’ --- SOIL & TesTlluQ .I.0 “I”rn”O.L. .t TRAVERSE NO. ___~~~---__ s-10 SURFICIAL MAT’L. Residual Soil , INC. “..T ..N 01.00. DILlCO”ll,A ..9.D TRAVERSE TYPE ROCK TYPE Paleosol “lT+n hln UC I I I 1 I I I I I I I I I I I I I ; I WWJoli ‘~’ I: :::’ .y:+~ ;i:., I ., .I.. .~ ..:. ,, .I.;.. :. Jo j .., I .,. ,. : [I’ i I I ma-a. p+jqkJ ” ~,ue’~%Y~~~ ‘~’ _ l,.o..FP. ; .~.. ,. - 10 20 30 40 50 60 70 80 90 -20 40 80 100 120 140 160 180 -30 60 120 150 180 210 240 270 I. z; 1 j i I t r .~.-.~.~+ IX:i:i Ljjj( ; Jo Lc; !~ <:;,:I ! I I : “~ ! ! : ,.. ~. .!. ., ‘/T” ..I j ..: ,’ I ! 100 200 300 DISTANCE ----+ JOB Calaveras Hills __--,- .-_ GEOLOGIST JBR/RF _ -.-,__ ELEVATION 390’ __ JOB NO. 8821142 TRAVERSE NO. s-12 __ - SURFICIAL MAT’L. Residual Soi 1 BOUTHERN CALIFORNIA eon L TEs-mlQ, INC. . ..m mI”.I1mAL= .TI..T .AN 08.00. S.,LICOI1N,A .m,mm TRAVERSE TYPE ROCK TYPE Granitic.-~_mp rJL.f” hln *I7 I I I I I I I I I I 1 I I I I I I l80 120 60 -+I. : ~ 1 / ; : .., +,, :/I:: j: /-jI,~ .I ,, I:~,:,::~ :. ,.. ‘Y :: ! j i j:;j; 1: : ::ij: ” ‘i 1% KK) 50 .z; ff j; I k~::: .f,. ., ., ,, /i_~ ~I... I, !!I . ,,.,:i:,i ,./ : ! !li~i ,+:::I:; 1;:~ !. ,:!I;:. : 8 I ~~ ,:i:, :: II,!. j ; I ,. I : ; : ,i. ( _,. , ..; -~.--, ~!i’:~:;,: ,!Y I ,,!I:. ‘f;;:ij; I,.::;,;: / 1 , i : : : ,, I / ~, ,,,, 1 DISTANCE __, SOUTHERN CALIFORNIA BOIL 6 TEBTMQ, INC. . ..O q I”.mmALI .Tr)CIT ..N DI.00. S.L,COC1N,A ..,.0 JOB Calaveras Hills --_- GEOLOGIST D.S. JOB NO. 8821142-p- ELEVATION 320' TRAVERSE NO. a--~-~,-- SURFICIAL MAT’L. Residual Soil TRAVERSE TYPE ROCK TYPE Granitic n,-e,. %I^ on I I I I I I I I I / I I I I I I !,I,/. 8, 1,,,,: . ..i.(i.~ ~ I , : ~ ! j :::;;j);j ;:;J:j J/.//j , j :/I!’ Ii,,! ii,: I ! 1 ! j I ’ I/i! I : .- , - I ’ I/ ,;li;i.j 1 !:I .! :::;ii,:[ .~. jj:: 4.;; ‘:jti: I:, :..I /I I!iI; I. ,;, .i~i :-y j f ; , : ; , f i : I pj1 ,7,,..-.il 4 I ,../I” /1j)iijl ! ! 1 : : g j ; * y., ,. .// :~ ,, /! ., ,, : , 1 I I 8~1. I / I I .,, .i.. ,. ,i, :;/!I: * , I: ii 1 1 180 120 60 150 loo so 120 80 40 906030 60 40 20 I:./; I i ‘1 1 i iiy: ; I 1 j : : : /jjijjI I , [;I’, I ji;:,:mi. ,.+. , :. .::,i .I: ,/. . . ...* ::,:, .I :I!’ : /jj’ i !ji: /I; 4 / jp-rG j::(,I;i, I// I. .~. , I ” ..,. jij;/: ;I!!j!; I;{iii;~ : ‘/j.’ I 1 !.I, -/i;i: .A . y, I. / j / ijiiii. ‘iii!~il! i / ! -:~I; l:ii:l! I , I I.,, I,.!, ., _~_ , . / : I i/;i; $!.: I’ ;/. .I. ,.. ! _ , : :ji/j; :!.!;;:I i~i - 1 + ,~. :. I; i ,. ! ! I ‘1 , . . . . i $ 8000 69: ,, IO )1:4FT ’ 1 /. DISTANCE d JOB Calaveras Hills ____~_~~ ~~~_ GEOLOGIST D.S. _-- SOUTHERN CALIFORNIA SOIL 6 iTERTINQ, INC. . ..O q ,“.“DILC .TIrnET ..N PI.00.O.l.lrOl(NIA ..,mm JOE NO. 8821142 _ ELEVATION --375’--.~~-~~~_--... TRAVERSE NO. SR-16.. ~. ~. __ SURFICIAL MATTL. Rocky Residual Soil __- TRAf’f :tSE TYPE ROCK TYPE Metavolcanics _---___ n,,+, hl” on I I / I I I I I I I / I I I I I I I -,_- ! ~~ I. ij, :. : ? : : 1. ,: ii : 1 : -! : i:: f : i ! ,.I,.. ‘-ry- .i. .! ./:. I I i : ; : ! j i , ,.,~ ,. : ; 130 120 60 150 la 50 120 80 40 906030 604020 ,,:., I. ,, ,,, * I . . .li; of ‘: .--. , I , .,, ,,. I. I. ,. ,.I, I 1, ,, , ,,.I:: :. .., Ii ,._~. , ~ i : ., : ,, ; ! ,. .~. .., ._., ., .~. ,,. ;; : ,, I:~ ,, I ,.~. ..I. : / , i.~.,. i : I,‘: 1 ,,, ., I. ,. : I I ., ,#,I, :;’ I::# ,/ ::. , ; ,,. ,. robb Fps yT-?--. 47: /.. :qFT.,~ ,_, Dl=SFT 30 60 90 40 80 120 JOB 50 60 70 80 90 100 100 120 140 160 180 200 150 180 210 240 270 300 Calaveras Hills __ GEOLOGIST -AR/E -__.. 0 SOUTHERN CALIFORNIA JOB NO. 8821142 ELEVATION ---. ,~-~~. 375’ --- 4 SOIL 6 TESTINO, MC. . ..D mIV.IOI8.t .TrnC.T TRAVERSE NO. s-13 ~~~~__ ~,"RF~C~AL MAT'L, Residual Soils .IN OI.00. CILICOINIL. ..,.o TRAVERSE TYPE ROCK TYPE &!?!!?k?!!c ~~~~~~-~~~-.-~ “T-+0 hln on 1 s I I I I I I I I I I I / I I I I I / -- ~!;~;!I ‘1 : I / //;! I /!i! 1 1 i I j! 1 /p j, t; ;zj;;: Jjj:: : ! : ! iI. .e ‘,i T~;-~: i ! ; : ! .I!. : j 1.; I.. ..;, il: I;:, ,.., ! ., ,.,, !, ,<I:, I ! ! I! ,I. :,. .!/I ; i-j y--r ; : I ,.f.(. ;.;, (1 ::.,. iI I : : I ;I’:‘:\;: ~ ; I .;/, , ,I “‘I i;,,, ; / ~ 1 ,,.,, 1 ., 1, :, ..,,/ : : : ; : j : ! : i 1 I ! j I I 1 j I I 1 .I.,,, 4~ ! ,, ~,I!. .~. &~. , Ihl:I.:i 1 i , i ,,:...:~ ,. ., ., / 1 j : / ! / :‘.I::~ : l&I 120 6a 150 loo M 120 30 40 90 60 30 60 40 20 1 ; ; ‘-‘/I’: : j,.i /I,,. j~j~/~I~~ I 1 ,,/;‘.I,: ! ;ii‘Kj:’ : , ~ I ! / I ;ij j!! /I1 i : : , ! 4. / L. , : :!:I;#, i:,,! /:, _ , .~_. I ,,1I,: / : ! ; .! 1 ., /;. : /,, i, i I / j : j:;;. /:ji,:;y ,,4 , : / !/;;I ~ ,./.,, j i!;:: ,,I:.,. ,: /.. ; / ::;a,., ,,,!. ., 1 ; 1 : ;. I ;.j 1 I ‘!I,~!/( ii : ; 1~: .I. , /’ .:: j I ! I : i I jji$ :,, ,I;.. .j, ;...;:I~ i.;..ij, _ ‘-‘I; i I i” !~.. p,;; ,. ._ ..,I /I.: I : ; 1 .! I; I: ,, ,/,..I / : I!:.; I ‘:‘//:I 1. ‘-‘:I: 5 .,i! ~ 8. ,,, : I I I ! : , :1 I / j .,.,. ,..,.. 12=19FT 1... ! ~ ,\ 1 7 . . - I- 11 .i- &O FPS I / Dl=8FTi i $00 Fb * w II : ‘.Dl:BFT/ 30 20 nn 10 I I - ai L I20 40 60 80 100 120 140 160 180 130 60 90 120 150 180 210 240 270 I 200 300 DISTANCE d IOB Calaveras Hills ~.__ GEOLOGIST J.H.1D.L ,.-.- 106 NO. 8821142 ELEVATION --355’- =I” pa’ ‘FORNIA 8OUTHEL.w ---.a son &‘TE8TINQ . ..D II”.IIOALL .T 1, INC. ml.7 ..N PI.00. OALICOCIN‘CI l .,.o TRAVERSE NO. 5-m .---__ SURF~C~ALMAT'L. Rockv Residual Soil TR h’ ‘ii:SE TYPE ._ ROCK TYPE Metavolcanic ____-. nl~~1~. I,. "7 I I I I I I I ) I I I I I I : I 1 1: ” ,,, .I ,,/::I:: 2 1 :i ” I/~‘!/ I , I ” 1; 4 I !;;I! / !!, 1 : AII I I ! I //!I: 1 / iiI1I i; A, ~1 : 1 jij!i!: I ! i i i 11~ //I;/:; it:!; $f.Lj i i : I wi::. ii $;I!:: 11 I! Iii I/[;!; IT !I/::’ I!::;( 1; : , : ,Pf&jL’iF~ L!!...ji ;.! : / I in: ; ) I J I , )f: ; 1 1 i : ; r+; 1~‘~ / , i / I/ iii!;: j)i!jI I+ /jI; : ! ij;:.ii.: Zi/;:j,, Jo’ i Jo .: ! ,I;.,. Lj .::tiI, ‘Vji//.,i i /I/:‘I.:: /,::;ii’! ;Ijj;//,: / I *. ;j 1 i I 1:. I : I j I 4 ! , 1 ! + i 1 / ; !;,/, / I ( 1 : ; : 1 : .~ : -_ i ; ji ;.: ! ii 100 120 60 150 lw 50 120 )o 40 906030 60 40 20 :~’ i . . i , / + lilt Y/!i/ 8 I vi I I$; t ,I., ,: i .;/I ‘; /i!Jl/ !I Yip, -t i h1/ j I -&!j ’ ‘I’ ‘($j : -;::&:I l::I/ I “I, iI/~ # I 1 i;/i 2;: I 1. /I; II!. : .8,! &.L : I 1 I ..i,’ A.,2 j:jj!j I [ ! I/,!!, 9 ,. J:!: I “‘I li~!Z :: jj i! !L I j ) j ) !i”.’ Lf A+’ ; , I.! ( ./i/i; ‘:I ii/i/ i.. iI I ,j A-- / , ! i ! , jiffy: I ,:::/. or , ,.:I:: vj: j ! I ; : ‘YJ ; i /~ : ; i i,(( ,... ,./ i , / ,s-.,.. G i : I .~. I j ! : CL& IiII 1 ;ji i j ,~/:i. 1 $&g$P q-f-y-f .;!y:’ !:jj 1, .‘, :. -.~. ‘f ;- .,, ,., ,) j: .;I,. I ), !;I;,‘;! ii;:: p,; I :I. I j~j i ; 1 1 I .I, I !: in.: 1 -b+<~~ i. T : ,,I, i !I’Ilii. , ., . ..I.,; 20 30 40 50 6 71 40 60 80 100 120 140 160 180 200 60 90 120 150 160 210 240 270 300 DISTANCE + 100 Calaveras tlills~~.~ ~,.._~ GEOLOGIST D.S. 0 SOUTHERN CALIFORNIA JOB NO. 8821142 ELEVATION 368’ 4 BOIL 8 TESTMO, INC. . ..a “I”.“OIL. .Tl..T TRAVERSE NO.&&&~S-2!R S"RF~C~AL MAT'L, mual Soil/Rock .AN DI.OP. OILICOINIA ..,rnD Outcrc TRAVERSE TYPE ROCK TYPE Granitic ~ “l-L- *I- nc I I I I I I I I I I I I I I I I 1,:’ j I Tp - / * L..! ~;: It !/II ‘!I 1 i f ir’ Ui /!.I j1 .;i’ I’ j i : I lL I/ ’ i I/:\ , I I 1;;: Ii:! ;iT: , I Ii:' ( ; i : : ;~I : : ! ; 1 #~~-~ ; [. ; j;fjji/i; if/ [ALL , .~. iiI::;jI1 l:,i,l:Ii j. I. i 4; i 1-k IT,,. ., :i,:..: ,,:..j. ; i [;!I;;;;; ~~Ki::j ,#I’, “:!“f -:wj,;. ;/..::. ,.. .’ _ 1 ,,, ,, ,I ,. I’ ” ,,I ~’ ! 1 I ,:!i.lI. ! 1 I ;jK;/;i: !;!jjIi;; jjii/I!ji If ..I -,- +i Ijii[lii: iijj/iiii ‘i!i]l ; I j!,j!iI: tL++.. I. I 1 ,,,.r:: ,I,,!:.. ‘,i:i”’ 1’ ‘iI /Iij .I ,~\Q i j; iljy ,, .i, Ij,i;iyj LIIi!:. ‘I!.;:,:, 1 f T: ,.f < .~. :j:. ’ ‘i;~~ I , ~. ., &g&y , .~ ,, I ! I i /I jj; :’ j, +i t$ j; J!j I/ ‘;;“C T; iTi:j: 1; //i//j /I i j/ Ii 1’ 1 1 -1 I~- .r\r i, jj /j l/ iI ‘11 1 Tj ( j l ii j j il.j / ;,~ -& ) i / t9 :, :!,I/ I I / /j/i i jj;j ; / , _~ i ; i;~j / ~! ; /,:I; , ! !I: I , / : j : /i; ~1; : I I I j ; : :i: 1 ! ~ I 1 I I ; ! 1 I ,/I, / :j:, : Ii .1 ;j : I ! in’ :I i / I 1 Lj : I : / i I I I 11 1 I i / 1 , i !~I~/ 1: ~/i 1 , . . “.‘ij i [ii:j I!/;. ii i-1 !;I:! / : ; I j /,;;j pii 31; I : 1;ii; ~:! / .~. I * .,.I! I i : ):!I, / l(o 120 60 150 loo 50 120 80 40 906030 604020 ! -. t :I; 1 i I : 1.i~ iii ~ti : : ; : 1 ! : i / , ., ~.. .i ..~ ~* ! ! : 7” i.Il j/i/ al 1 , ., ,.. ; ;;:lii.;,ij,,:’ : 10 20 30 20 40 60 80 100 120 140 160 100 30 60 90 120 150 180 210 240 270 DISTANCE d JOB Calaveras Hills GEOLOGIST 0. s. _.,. -, SOUTHERN CALIFORNIA EOa. ‘L TEETIN ( INC. . ..O “I”.“O.L. .,I..7 .&N DI.00. DILICOIN,. ..,.O JOB NO. e ELEVATION x5’ TRAVERSE NO. S-22 & S-22R SURFICIAI. MAT’L. Weathered Rock/Tws.o TRAVERSETYPE Mimbus E5-125 ROCK TYPE MAX Granitic/Metovolcani n,-+- h!^ 00 I I I I I I I / I / I I I I I I I I 110 120 60 150 100 50 120 (0 40 906030 604020 2 / I DISTANCE d !’ .i I !I ’ I I- t h 1~1 I’ :? : i A.7 / / i- ! t I i I I 1 I t I /~ i : 1 p :/ iij 2; !ii I j Ill :i! !!I : I I /Ii :? 1~1 1.i i I 11 /j 1 ji( 3 I /i~I / i j i!I : j ’ ’ i I:! !‘J ! I I~’ 1: I~ II 11 I; Ii 1 I jf : Ii ~1C ; f I !I j I i. 20 30 40 so 60 70 60 90 40 60 80 100 120 160 160 60 90 120 1SO 160 240 270 10~ Calaveras Hills ..-__ GEOLOGIST D.S. - D8L CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1988 Selsmlc Veloolty e.1 P.. (I.eMd ‘ moo 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 IGNEOUS ROCKS SEDIMENTARY ROCKS SANDSTONE CLAYSTONE CONOLOMERATE METAMORPHIC ROCKS RIPPABLE - MAWANAL ( NON-RlPPASLE 7 D8L Ripper Performance l Multi or Single Shank No. 8 Ripper l Estimated by Seismic Wave Velocities 0 Calaveras Hills Villaqe 0 & T 45 SOUTHERN CALIFORNIA . 1 SOIL 8 TESTING, INC. “: DBA’EW DATE: 9-l-88 JOB NUMBER: 8821142 Plate No. 100 - ,~ - - - - - - - - - D9L CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1988 aelamlc veloolty m.1 PU .aaan* . MOO 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 16 CLAY IGNEOUS ROCKS GRANITE BASALT SEDIMENTARY ROCKS SHALE SANDETONE SILTSTONE CLAYOTONE CON(LLOMERATE METAMORPHIC ROCKS SCHIST MARGINAL i I NON-RIPPABLE I DQL Ripper Performance . Multi or Single Shank No. 9 Ripper l Estimated by Seismic Wave Velocities SOUTHERN CALIFORNIA Calavwas Hills Villaae Cl & T SOIL & TESTING, INC. “: DBA’EW DATE: 9-l-88 .-- _...__ --- ~.. . DllN CATERPILLAR PERFORMANCE HANDBOOK Edition 17 October 1986 Selamlc Velocity ?.a PU 8WOM . ,000 0 I 2 3 4 5 6 7 a 9 IO 11 12 13 14 15 I I I / I rowoIL :LAY GNEOUS ROCKS GRANITE 8A8)ALT SEDIMENTARY ROCKS SHALE SANO8TONE SlLTSTONE CLAYSTONE CONGLOMERATE METAMORPHIC ROCKS SCHIST ( I: SLATE I I V/A//X///y//; MARaNAL I NON-RIPPABLE /////I D.1 1 N Ripper Performance . Multi or Single Shank No. 9 Ripper l Estimated by Seismic Wave Velocities 0 SL SOUTHERN CALIFORNIA Calaveras Hills Village Q & T T SOIL & TESTING, INC. “: DBA/EW DATE: 9-l-88 JOB NUMBER: 8821142 Plate No. 102 I I CO?!PLETELY SURROUIDED ;;; __I 4” MIN BY FILTER FABRIC, CR CLASS II PERMEABLE f?ATER!RL 4" DiAMETER PERFORATED PIPE - MINIMUM 1% SLOPE PIPE DEPTH OF FILL MATERIAL OVER SUBDRAIN ADS (CORRUGATED POLETHYLENE TRANSITE UNDERDRAIN 2: PVC OR ABS: SDR 35 35 SDR 21 100 SCHEMATIC ONLY NOT TO SCALE SOUTHERN CALIFORNIA SOIL & TESTING, INC. . ..a q l”mmDPL. .TIII.T maN 01mm0. CPLICOINIA .P,rnO Calaveras Hills Village Q & T SY DATE TYPICAL CANYON SUBDRAIN DBA/EW 9-l-88 JOB No. nn,,,~, I nl_L- .I_ .,.e. u,O OC ;:; Pm a ib !e Zr .!! 5i zg 92 OVERSIZE-= ( Structural Soil- Roth Fill ) P/l I IOlf A: Corwctd ~011 fo II. 110 cock frrpmcnts oww 6 lncncs In *rcrrcst dlmrion. - 4 I 3’ c- I TRANSVERSE WEAKENED PLANE JOINTS 6’ ON CENTER (MAXIMUMI r / ‘4 i /A / \ w ,. w2 w2 WEAKENED PLANE 7 7 3’ ( Ya 7 5 10’ 1 5’-10’ 1 SLABS IN EXCESS OF SLABS’ 6 TO lo IO FEET IN WIDTH FEET IN WIDTH PLAN NO SCALE TOOLED JOINT \ 0 6-X 6’-lO/lO NW 6-X 6’-lO/lO NW CONllNUOUS CONllNUOUS \ WEAKENED PLANE JOINT DETAIL NO SCALE SOUTHERN CALIFORNIA SOIL b TESTING, INC. APPENDIX A .- i I 1 I 1 I I 1 1 1 1 L L L L ~??.ESCH !:il . ;?- 19 C1.X.S Description SM &d-brown. :ioisr. !:edium Dense. Silty Sand iTopsoil) , I!oisr, Dense to Vsry Dense, , S>l 1 3ark Gal.‘, Gravely Silty Sand iDecomposed Granite) Trench Ended at 2 Feet SOUTHERN CALIFORNIA SOIL & TeSTIN , INC. .*.0 “I”m”OAL. .T”..T ..N OI.00. CILICOINm ..*.o Calaveras Hills Carlsbad, California BY CRFJ DATE 12-16-82 JOB NO. 14112 1 Plate No. 21 1 L L L L L L L L L L 1 L I.. L -?~EE?:CI; 13. TP-20 Class Descriution / Gravel (Xetavolcanic Rock) 3 4 5 Trench Ended at 5 Feet BOUTHRRN CALIFORNIA SOIL 6 TaSTlNQ , IlUC. . ..a "I"."PAL. .T"..l ..w ammo. CALWOlNl. .I,. 0 Calaveras Hills Carlsbad, California BY CRB MTE 12-21-82 JOB No. 14112 Dlzl,tP hln 99 .I I i L 1 1 I A- l L L I- i L L L : . 1 1:: . ? -!I . . ‘. . 3 1;. 4 : . Clas SW SC SE1 I s [ I XEX:! ::I TO-22 DescriDtion r Red-brown, Yoist, ..ediun Dense. Clayey Silty Sand (Topsoii) Y x 109.3 13.1 yellow-brown, Xoist, Dense to Very Dense, Silty Sand (Decomposed Granite) Trench Ended at !, Feet I- ? 8OlJTWERN CALIFORNIA Calaveras Hills c SOIL & TEBTINQ , INC. .I.0 .I”.“DAL. .T”.‘T IV Carlsbad, California ..N 01.00. OALICOIINIA -...a I- BY CRB MTF 12-16-82 Joa No. 14112 Plate No. 24 Cl.&3 I .,. ; SM '., . . : / cL I: 3 .. 4 .: . . 5 .I’ .I 6 .I _i s I r r :?E\:CH ::!I. :':-1 J Descriotion 3rown, !!oist. :!edium L)ense, Silty Sand (Topsoil) ;ray-brown, :!oist, Stiff, Silty Clay i!geathered Decomposed Granite) Yellow-brown, Noist, Dense to Very Dense, Silty Sand Bandy Silt (Decomposed Granite) 123.6 8.0 Trench Ended a.f 10 Feet _~ .O SOUTHERN CALIFORNIA Calaveras Hills SOIL & TESTINO, INC. . ..O II”.“DAL. .Tl..T Carlsbad, California _- 4 *AN 01.00. CIL‘COINI. ..,*a By DATE CRB 12-x-82 .- JOE NO. 14112 Plate NO. 25 i \ I-- - -: I - . . .:, ‘. 3 ;y: . . . 4 1. . .‘. . . 5 _‘. . : . . -. 6 _:. ,’ a.‘. . . 7 ,'. *. . . 8 C/ CL \ M XENCH ::D. I'--?$ 4 3rown, :bist to Saturated. !!edium )ellSe. Silts Sad Umsoil) i' ?I Yellow/Brown/Grap, :!oist, :~!edium &?nse, Sandy Clay (Weathered Decomposed Granite) Yellow-brown, Iloist, Dense, Silty Sand (Decomposed Granite) 110.1, 18.1 Trench Ended at 8 Feet SOUTHERN CALIFORNIA SOIL 81 TEETlN8, INC. .I.0 “,“.IOAL. .T”..T ..N 01.00. CILICOINI. ..1.0 Calaveras Hills Carlsbad, C.alifornia BY DATE CRB X-16-82 JOB NO. 14112 Plate x0. 26 I- L i .~ L I- L L .I 1 L L 1 1 1. L 1 h I 7 I a ! 9 I 10 2 3 4 3 - L El/ ?lL ~I?,EMCH !:O. T-11-35 DesCriDtion 'own, !:et to Saturated, !ledium Dense, .lty Sand i.\lluviumi - ray, !loist, Stiff, Sandy Clay allow-brown, :!oist, Xedium Dense to znse. Silty Sand/Sandy Silt, Coarser ith Depth (Decornoosed Granite) Trench Ended at 10 Feet v ?I 102. & 20.0 112.9 14.4 132.6 3.1 L SOUTHERN CALIFORNIA Calaveras Hills Carlsbad, California By I CRB DATE 12-X-82 JOB NO. 14112 Plate No. 27 a C - G S ?.EE::c:;, ::3 . yx:l-z(, Descriotion rown and Cray-brown, !!oist, ::rdium tense. layey Silty sand i-:d,psoil) '>' 11 iray-hrovn. :!sist, :ledium Dense. Clayey ,iLty Sand (Quaternary Sandstonei 100.5 a.2 107.9 6.4 Trench Ended at 12 Feet SOUTHERN CALIFORNIA SOIL & TESTINQ , INC. . ..O II”.“DILrn .T”..T .AN Ol.OP. S~LICOIINIA .I.. 0 Calaveras Hills Carlsbad, California EY CRB DATE 12-16-82 JOB NO. 14112 1 Plate No. 28 / I XE?:Cil :;O . IRl-27 I I_- ! 1 I Jo,- - - I-. : i I i L town and Cray-brown, ::oist, :Iedium ense, Clayey Silty Sand (Topsoil) Gray-brown, Moist, Medium Dense, Silty Clayey Sand (Quaternary Sandstone) Trench Ended at 12 Feet ‘>.’ !! :!I??.? 9.5 101.0 8.1 C~ Pa+ SOUTHERN CALIFORNIA Calaveras Hills SOIL & TESTlNQ , INC. . ..O “I”.“D.L. .T”rn.T Carlsbad, California ..N q 8.00. CALICOLINI. .=,*m i By CBB DATE 12-16-82 JOB NO. 14112 Plarm No. 29 115.6 10.1 Trench Ended at 9 Feet A SOUTHERN CALIFORNIA Calaveras Hills 3TINQ, INC. . ..m "I"."DAL. .Trn..T, Carlsbad, California .AN 01.00. OALICPmNI. . ..I 0 3Y DATE CRB U-16-82 JOB NO. 14112 Plate No. 30 I \- , I / -- _- - - i _ - - - ) .?z.,.rT, ..-. .Ldl. ., 721- 2’; Ireen/GrayiBrown. ::dist, Stiff, ;iLty Clay (I4eathered Santiago Formation> luff !Jhite. !!oist, :!edium Dense, iilty Sand (Santiago Formation) 5 1.‘: u.ll . . :. . . ; . . 8 ::. ll ... . 9 1:. . :, . I . ..‘. 10 Yellow-Brom Trench Ended at l(? Feet SOUTHERN CALIFORNIA SOIL & TtEBTINQ , INC. . ..D II”.“D.L. .T...T ..N DI.00, CILICOINI. .m,*m Calaveras Hills Carlsbad, California 3Y 1 DATE L CIiB I 12-16-82 JOB NO. 14112 Plate iio. 31 ::zdium t~ense. 3 3 !4 !4 5 5 ,1 ,1 7 7 8 8 9 9 LO LO 11 11 1 '1 1 '1 -- -- L02.i 21.5 c+-/aro~/'iellor~l, !!zist, !!edium Dense. lavey Sand (!:eathered Smciaeo F‘nrmation) 106. 7 LA.5 93.0 22.2 Trench Ended at 12 Feet SOUTHERN CALIFORNIA SOL h TESTlNO , INC. .S.O "I"."OALm .T"..T ,AN 01.00. CALI.o"NIa ..?.O Calaveras Hills Carlsbad, California EY CRB DATE 12-16-82 JOB NO. 14112 ‘lnie NO. 32 L ! I- i L c Im I I I- 1 i .-~ - I i‘lass Qescrig tion v ?I I>[ 3rown. :~Inist, ::zdiun ticme. Ziltv Sand (Toosoii) j?l I callow-orown, ::oist, ::rdium ilense, Silty Sand ik'eathered Smciaqo Formation) 31 3urf Yhite. :,:oist, Yase, J;lty Sand (Santiago Formationi LOB.3 11.7 Trench Ended at 9 Feet 5OUTHE:RN CALII=~RNIA Calaveras Hills SOIL & teSTlhlQ, INC. I_ v .*.a "I"."OAL‘ .T"..T Carlsbad, California l .w OI.DO. Cal.ICQ”Nm ..,.O By CRB JOB NO. 14112 DATE 12-M-82 Plate No. 33 L ,. I ..- 1 L .; ) ;j; ~ l,‘;j: ,!: . I’ I > . . $ . x 3 ‘. !I . . :> 7 8 9 LO ‘,’ , . .;,I .. . . ~ . . .: : 3 . . 1: ? S r s r -...::(y:; y.. -7.1 -3; Irawn. ::3ist. :kdiun Ilense. ZLlt? S;ina c CoDsoiL) j;if I:hite, ::c:isc. XGnse, iilt;: 52na iSancia^io T~~rmationl !I I Lieht keen-brown i15.2 13.7 Trench Ended ac LO Feet BOUTHSRN CALIFORNIA SOIL & TSSTlNQ , InJO. .*.m II"."OAL.. .T"..T .AN PI.OO. CILILOIN,. q .,10 Calaveras Hills Carlsbad, California By CRB DATE ‘T-16-82 JOB NO. 14112 Plate ;io. 34 i i , I i i. 1 1 L I .- L 1 1 L I l- L L I_. . * . ’ .I./, u Xed/Brown/Cray, :!oist. Ikdium Dense, Clayey Sand/Sandy Clay (Weathered Santiago Formation) I , 91 1 Light Yellow-brown, Xoist, !ledium~Dense, Silty Sand (Santiago Formation) ‘XENCH X0. ;Rl-32 Descriution Brot.~~ to Red-brown, :!oist to Wet, !~!edium Dense. CLa!wJ Silty Sund (Topsoil) i. . 4' Trench Ended at 12 Feet 108.5 12.7 109.1 12.6 SOUTHERN CALIFORNIA SOIL & TSSTINQ , INC. . ..m “I”.“DALrn .T”.mT .AN 0t.00. CILICOIINI. .m1.0 Calaveras Hills Carlsbad, California By CP.B DATE 12-16-82 JOB NO. 14112 ,*iatF. No. 35 / _.. i 1 i 1 I 1 I 1 1 I I _,- L L 1 L 3 4 5 i 7 8 :‘?EI:C!I ::i> F?2-34 lass kscrivtion II/ 6rown, !:oist, ::ediun Dense, Clayey Silty SC Sand i'ropsoil) M Buff !\%ite, :!oist, Dense, Silty Sand (Santiago Formation) Trench Ended at 8 Feet SOUTHERN CALIFORNIA SOIL & TESTINQ, INC. . ..O III"."D.L. .TI"I . ..N rnl.PO. C.LWOlN,A ,wl.D Calaveras Hills Carlsbad, California BY DATE CRB 12-16-82 JOB NO. 14112 Plate 3 7k ( Structurd soil - ROCK Fill 1 A -- ; ; ‘. ‘. ,, ~‘..I. .: -7-r-7 --L----2 Q . . . . . . . . =<;52, * : *A*. ** . . f .;ON; ,. *- . . . ,‘o fg;y/T’o -. p . / ** 0’ . ..y .. j- . ‘*4;/. ;o - . .&’ - . . * 0 .’ ~0 . .- ,;fl - m TRANSVERSE WEAKENED PLANE JOINTS 0’ ON CENTER IMAXIMUM SLABS IN EXCESS OF SLABS’ 6 TO 10 IO FEET IN WIDTH FEET IN WIDTH PLAN NO SCALE TOOLED JOINT 6-X 6’-lO/lO WW CONllNUOUS WEAKENED PLANE JOINT DETAIL NO SCALE SOUTHERN CALIFORNIA SOIL b TESTING, INC. \ I 1 I i i i 1 i .~ 1 L L L L L 1. L ~T?EXCH !:O. 721. 35 Class Descriution -4 fsc/ Xottled Red-White-ii,rown-mellow, Xoist, 1 // CL DUlS.2. Clayey SandiSandy Clay 4 (Paleosol) , / 3J Trench Ended at 3 Feet SOUTHERN CALIFORNIA SOIL. & TESTINQ , INC. . ..O “I”.“DAL~ .T...T ..N mm00. OALlLDlNlA .=1-m Calaveras Hills Carlsbad, California BY ONE CRB 12-16-82 JOB NO. l&117 Plate r.0. 37 .L i 1 L ._ L L I ,_ L I_ L I_. L -T .’ 1, '/;I .i : j.'; .I : 1 .i : .., 3 4 3 ,_" n 8 - _, -.: 9 ';::. . ,"!, I: 1. '; : ; .' : ,' 11 A c: T S: L ‘S / , / / ,I ,/f. :j. 1: ..,, “~ ,,.. ..- ..;l-36 ..-_.“.L ~, lass ‘i :I ‘I aron. :loisc, :!ediurr. Dense, Siltv Sand (Topsoil) Iloist, lledium Dense to Dense, i:ayey Sand/Sandy Clay (Paleosol) :tfa.: SF? I Buff White, Moist, Dense,,,Silty Sand (Santiago Forrna~ibn) ';‘renci~ Ended :it 1 .1 Feet 111.6 8.4 11.8 SOUTHERN CALIFORNIA SOIL & TSSTINQ , INC. . ..m “I”.“DAL‘ .T”..T .AN q I.00. CALICOINIa .=-mm Calaveras Hills Carlsbad, California BY DATE CR8 12-16-82 JOB NO. 14112 plate No. 38 I -1 1 I _. 1 1. i _- L J- L 1. 1 I~,. L L i 3 5 6 7 8 9 10 !1 12 - M Y.E~C’d .:a. IS-37 ? Y Fl Brown, :Ioist, :!edium Dense. Clayey Silty Sand (Topsoil) Brown/Red/Yellow, XoFst, k!edium Dense to Dense, Clayey Silty Sand (Older Alluvium) 119.9 11.3 Yellow-brown, Uoist, Dense, Silty Sand (Decomposed Granire) Trench Ended at 12 Feet SOUTHERN CALIFORNIA BOIL & TEETINQ , INC. .*m0 "IVIIOIL. .T"..T ..N DI.OP. CALICOINI. ..,.a Calaveras Hills Carlsbad, California By ONE CRB 12-16-82 JOB No. 14112 D,...- -1ll I -J 1 1 Class DescriDtion 3rom1, Xoist, :kdiun Oense, Silty Sand (Topsoil) Silty Sand/Sandy Silt lowiBromlGray, !!oist, 3 4 5 Trench Ended at 12 Feet BY DATE L CRB 12-16-82 JOB NO. 14112 P,...,. u- rn 116.4 10.4 116.8 13.3 SOUTHERN CALIFORNIA SOIL & TSSTINO, INC. .I.0 LIIVIIOIL. .T”..T ..N 01.00. OALICOINI. ..q.m Calaveras Hills Carlsbad, California .A i -I 1 1 1 1 1 1 1 1. 1 1 L L L L TRENCH !:O. TS-?? Description Dark Brown, ::oist. :!edium Dense, Silty Sand (Tapsoil) Yellow-brown, !Ioist, Dense to Very Dense, Silty Sand (Decomposed Granite) Trench Ended at 5 Feet SOUTHSRN CALIFORNIA SOIL 81 TSSTINQ, INC. .I.0 II”.“DIL. .T”..T ..N DI.00. cALIcomwIA ..,.m Calaveras Hills Carlsbad, California By CRB DATE 12-16-82 JOE NO. 14112 Plate ,vo. 41 1- 1 1 1 1 1 1 1. 1 1 1 L L L 1 L : I; 1 : 5 . , \ ‘ :‘r,L:,;CH :;,:, .‘S-A,, np .” ‘nn :ed-broxm, :loist. :!czdium Dense, CLa!?eY ;ilty Sand (TopsoiL) kdium Stiff, Sandy Ciav bottled Red-brown-yellow, J!oist, ::edium stiff to Stiff, Clay (Paleosol) Trench Ended at 10 Feet SOUTHERN CALIFORNIA SOIL & TEBTINO , INC. . ..m “I”.“DAL. .T”..T ..N 01.00. CAUPOINI. ..I.0 Calaveras Hills Car&bad, California BY CRB MTE 12-16-82 J0e No. 14112 Plate No. 42 in I L 1 L L L 1 I _- L 1. L L L 1 3 5 XEXCR !;O. X-41 Descriocion Brown, !!oisc. :lediua Dense, Clayey Silty Sand (Topsoil) Y N Green-brown and Gray-brown, :Ioist, Sandy Clay (Weathered Older Alluvium) Grading into Clayey Sand !lottled Yellow-purple-brown, !loist, !ledium Dense to Dense, Sandy Silt (Decomposed Granite) - Yellow-brown, Silty Sand Trench Ended at 9 Feet 117.3 a.5 SOUTHERN CALIFORNIA SOIL 111 TESTIN=, INC. . ..m “I”.“DAL. IT”I.7 rn.N DI.DO. C.LBrnP"NI. ..,.m Calaveras Hills Carlsbad, California I BY CRB lME 12-16-82 I JOB NO. 14112 Plate No. L3 ~?x:xx :;@. TS-$2 llescriotion Xed-Brown, Jloist, !!edium Dense, Clayey Silty Sand Red-brown, Yellow-brown and Gray-brown, ?loist. Xedium Dense. Silty Clayey Sand (Older Alluvium) Trench Ended at ti Feet SOUTHERN CALIFORNIA SOIL & TSSTINO x INC. . ..O IIVIIOAL. .T"rn.T ..N PI.00. SAUCOINI. ..,rnD Calaveras Hills Carlsbad, California i\- BY DATE CRB 12-21-82 JOB- 14112 Plate :io. 44 I 1 i I J 1 1 1 1 1 1 1 1 1 1 1 Class /' CL 1 ..' 2K ,, " / 3 / ;.EXCH ::" . X4 i Descriution !Jhite and Red. :~!oist, ;)ense, Clay (Paleosol! ? !1 15i.b Jb.h Trench Ended at 3 Feet SOUTHERN CALIFORNIA SOIL & TESTINQ , INC. l ..m “,“.“D.L. .T”..T .AN DI.00, SALILOINI. .m*=m Calaveras Hills Car&bad, California BY ONE CRB 12-16-82 Jo0 No. 14112 Plate "!p. 45 L ( i L 1 L L L I .,- 1 L c (_ .XESCH ::;1 . g-.&‘ Class Descriotion !loist, !Iedium Uense, Clayey Siltv 1 Yellow-brown, Zhist, Stiff, Sandy Clay 1 SN Yellow-brown and Cray-brown, Xoist, Dense . to Very Dense, Gravely Silty Sand . 3 - . . (Granite Rock) 1, : & .." Trench Ended at 4 Feet I Y SOUTHERN CALIFORNIA Calaveras Hills it SOIL Ih TESTlNO , INC. .I.- “I”.“O.L. .T”rnrr Carlsbad, California v ..N OI.00. C*LICOPN1* ..-.a BY DATE CRB 12-16-a? JOB NO. 14112 Plate Xo. 46 i_ I_ L 1 1 1 L 1 L L L 1 L 1 1 1 :‘XE?ZCH Z:U. .;T-Lj Class Descriution SC Clayey Silty Sand (Topsoil) Yellow-brown, !loist, Dense to Very Dense, Gravely Silty Sand (Decomposed Granite) 116.8 10.0 Trench Ended at 3 Feet SOUTHERN CALIFORNIA Calaveras Hills Carlsbad, California L By DATE CRB 12-16-82 JOB NO. 14112 Plate ::o. 47 I 1 i I -- 1_ L 1. L L 1 L 1 1 1 1 1 L V Y (Older Alluviun) 1 :!edium Dense, Clayey 3 Trench Ended at b Feet 115.6 9.0 1 ? 'I .Yl . 5.7 SOUTHERN CALIFORNIA SQL a nssnN0, INC. I.-m “I”.“O.L. .TI..T 00. CALle00NI. ..,am Calaveras Hills Carlsbad, California By CP.B MTE 12-21-82 JOB NO. 14112 Plate No. 48 1 L L L L L L . . . : ‘. I . : ’ . . I .. i!Li . * ., . . .I . . ‘. . . . . ~:‘YE:JCH !:O. TT-47 lass DescriDtion 3 1 Brown, !loist, !!edium Dense, Silty Sand \; (Topsoil) 31 i Yellow-brown, Iloist, Dense to Verv Dense, 1 Silty Sand (Decomposed Granite) Trench Ended at 4 Feet , - SOUTHERN CALIFORNIA molL & TEmnNQ, INC. . ..0 “8V.IO.L. .T”..T ..w o,..o. C.LlCO"NII ..-.a Calaveras Rills Carlsbad, California BY CRB Joa NO. 14112 MTE 12-21-82 I Plate ?!o. L9 -I I J I i 1 1 1 1 .I 1 1 1 ij I 1 I . . . : / 1 5 . . . . . . . . :i ’ . 3 :., . . . 4 . . . * . , ‘. . . 5 *. c: s1 7, ‘,I 4 -L ‘YE!:cH ::\a . TT-48 LSSS Description 3 prom, !ioist, >ledium Dense, Silt? \ Sand (Topsoil) 5 Gray-brown, I\!olst, Stiff, Sandy ilay \ (Weathered Rock) Yellow-brown and Gray-brown, Xoist, Dense to Very Dense, Silty Sand (Granitic and ?letavoLcanic Kock) Trench Ended at 5 Feet SOUTHERN CALIFORNIA SOIL & TESnNQ ) INC. . ..m “I”.“D.L. .T”..T ..N q I.00. S*‘ICO”Nm ..,mm Calaveras Hills Carlsbad, California BY I CRB DATE 12-21-82 JOB NO. 14112 Plare No. 53 1 1 1 1 1 1 1 1 1 !. L 1 1 1 L ~yz:E>JCH so. .--- !L9 Class Descriution Brown, Xoist, !Iedium Dense, Silty Sand (Topsoil) (Weathered Rock) Yellow-brown and Gray-brown, :loist, Dense to Very Dense, Silty Sand (Granitic and Netavolcanic Rock) Trench Ended at 3 Feet L 0 EOUTHERN CALIFORNIA 14 EOIL & T55TINQ, INC. .mma mw.“O.L. .T”..T .AW mm.0. CILlCOlNlA .rn,.O 1 Calaveras Hills Carlsbad, California By CRB (MTE 12-21-82 I JOB NO. 16119 I Plate KG. 51 I - l 1 1 1 1 .I 1 L L 1 L I- L I, 1, ” . . 2 ‘I i , 3 s: . . !, ,. I v 1: . ?.E?:CH ::<I. ~2-50 Class Descrioticn SM Gray-brown, :Ioist. 3ense to very LJense, Silri; Sand (Decomposed Granite) Trench Ended at 4 Feet 8OUTHERN CALIFORNIA SOIL & TESTINQ , INC. . ..m II”.“D.L. .TIrnrnT .1N OIrn00. C*LICO"NI. ..,.m Calaveras Hills Carlsbad, California BY DATE CRB 12-21-82 JoB N0’ 14112 p,e+.. :,I^ e? -I 1 1 .I 1 1 1 1 1 L L L A STM:.R.L~:.X~ Methcc:..:, _._,.., _- I - 1, DESCRIPTION 5iltv Sand SOUTHERN CALIFORNIA Calavera Hills SOIL & TESTlNO LAB, INC. .I.0 LII”I”DILrn .TI..T Carlsbad, California ..N OI.00, CALICOINI~ sm.mm i 1 1 1 L 1 1~ I 1~ 1. L L L 1 1 DIRECT SHEAR TEST RESULTS _. --- SOUTWSRN CALIFORNIA SOIL & TEsTlNQ LAB, INC. CALAVERA HILLS, CARLSBAD, CALIFORNIA a.mo IIVIIOAL. .-rIS.T .AN DI.00. SALICPINIA .=-IO BY DATE DBA 12-16-87 JO8 NO. la117 I),-&- .I- r- - - - - - - - - - - - EXPANSION TEST RESULTS -- - .._._ - SAMPLE TRl-27 @ 6' TM-30 @ 2' TRl-30 @ 6' E-38 @ 7'-8' TS-40 @ 2' CONDITION Remolded and Air 3ried Air Dried Air Dried Air Dried Air Dried INITIAL M.C. P/e) 21.5 14.5 10.7 15.3 14.8 INITIAL DENSITY(PCfl 108.3 102.4 106.7 116.3 109.4 FINAL M.C. (*I.) 19.7 27.6 22.8 15.8 24.6 NORMAL STRESS (PSF 150 150 150 150 150 EXPANSION (*I.) 5.3 10.5 10.4 3.6 12.7 SOUTHLRW CALIFORNIA CALAVERA HILLS, CARLSBAD, CALIFORNIA SOIL & TESTINCi,INC. jj": DBA DATE: 1-11-83 JOB NUMBER: 14112 Plate NO. 58 -1 I 1 1 1 1 1 1 L L L L GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS SAMPLE ) ;p;?,, IKQ,:y ( ,py;* IF;;“;, py:t y”:;_382, , 6” / 4” I / 3” ’ 100 2" 93.5 I I 1%” ’ 89.3 ii 2 81.6 5 3 4 ‘* . ? "/8" 73.6 100 100 z s ?t4 62.2 I 99.9 / 100 99.4 100 In m *a 49.3 79.1 99.9 83.6 100 i 98.5 #a I 34.1 1 51.9 99.8 69.5 I 99.5 I 95.6 *30 / 22.8 35.5 99.4 48.0 48.1 92.9 $50 I I 18.8 1 26.5 42.7 30.0 1 80.5 / 89.3 ] #IO0 j 12.1 1 20.4 1 48.6 t 17.6 1 i6.1/-61.9 17+2~ I 9.8 1 16.8 1 31.3 1 11.0 I I 33.5 I 17.9 5 05 mm Fi 2 ,005 mm : ,001 mm LIWIO LIMIT PLASTIC LIMIT PLASTICITY \NDEX I UNIFIED CLASSIFICATION SMI SW SM SMlSC SM SM SM 1 BOUTHERN CALIFORNlA SOIL & TESTINQ LAB, INC. my . ..m “IVIIOAI.. .T”..T DBA DATE 1-11-83 ,AN 01.OD. CILICPINIA .m,*m 1 1 1 1 L L I- GRAIN SIZE ;iNALYS!S ;rND ATTEF..GiJRG LiMlTS SAMPLE /TRl- 33 I? 7’-8’ / TRl- 5 x-jr ; Ts-58 ! m-4: >? ,‘-:’ i ,r?’ I! 7t-s’ i 1’-7’ ITT---j 6” j j : I ! / 4” I / I ! 3” 1 1 I I I I I + I 2” I ! 1, I ! 1 I I - 2 3” i ;. /4 / I I I i I I z 5 2 T \ 100 100 : 100 s 5 / j ! r z =4 : LOO ,!9.7 ) 47.3 j 100 LOO 99.9 2: ! 'n ,, c,m = 8 99.8 / 91.0 j 78.6 i 93.7 i 98.0 ~ 99.0 E= I - I #lS ; 99.2 j 79.4 54.9 1 77.2 / 89.6 1 89.2 - j -‘30 j 98.0 [ 64.4 1 3g.3 j 58.9 / 71.6 i 69.4 Z ( ?I i+5Q / 43.3 53.9 1 29.4 41.9 62.0 54.2 #lOO j 31.0 1 45.2 1 21.9 1 36.2 1 38.8 1 35.6 j j 1 1 ~200 17.3 39.9 1 j 16.4 1 30.1 / 32.0 1 25.8 ! > I I E .OSmm : 1 j 14.0 1 “z - j I 1 ( 1 0 005mm ; 7.0 E 1 g 1 .OOlmm 1 j 1 1 j 4.0 i LlQUlD LIMIT PLASTIC LIMIT PLASlXITY INDEX UNIFIED CLASSIFICATION 1 SM 1 SC ) SM SMISC SM SM I - SOUTHERN CALIFORNIA 1 1 1 1 L 1 I~_ L I_ L GRAIN SIZE ANALYSIS AND ATTERBURG LMITS SAMPLE I I I LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX I 1 I UNIFIED CLASSIFICATION SM/SW I BOUTHERN CALIFORNIA SOIL & TSBllNQ LAB, INC. . ..m “I”.“O.L. rnT”..T ..IY 01.00. un.lco”lylA ..?.D b DBA I MTE L-11-83 VUOCITY. FT./ SEC. RESGLLTS TRAVERSE NO. SW-I’ ecp I I I I I 1 r i, 1 NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARVING DENSITY IN DIFFERENT LatATlONS OVER THE STWf AREA. SEISMK TRAVERSE I NUMBERS REFER To LOCATIONS PLOTED ON AnACHED MW. M*l?IPPABIUTY INDEX’IS A MODIFICATION OF CHARTS BY THE CA?‘ERPlLl.AR CO. AND ARTICLE IN ‘ROADS ANQ STREETS; SEPT, 1387. ^. SOU- CAUFORNIA SOIL &TesnNQ LAB, INC. .*.m “IVIIPIL. .T”..T . ..N OImoD. CAI.ILOINIA .*,.m Calaveras Liills Carlsbad, California SEISMIC RBJLTS II DBA Mls l-11-83 r RIPPABILITY 1 NDEX NO RIPPING SOFT MEDIUM BLASTING -... . . . . 4. 1 NOTE: 3-5 F i i 1 I I I I i-9 E I I I I I I 1 I 1 J I I 1 3-11 r 1 I I I I I I I 57 T I I THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING DENSITY 1NDlFFERENT LCCATIONS OVER THE STUWAREA. SEISMK: TRAVERSE NUMBERS REFER TO LOCATIONS PLOTED ON AnACHED PLANS. TK*RIPPAEilLITY INDEX’IS A MODIFICATION CF CHARTS BY THE CATERPILLAR CO. AND ARTICLE IN ‘ROADS AND STREETS: Ypl., 1987. VELOCITY, FT.ISEC. RESULTS TRAVERSE NO. 3-1: ‘3-l [ F 3-1 T P I Ii I I I ;’ 4 I I I I I I 1 I I I I I I Calaveras Hills Carlsbad, California SEISMIC RESULTS . . *. . I! . . . . . . 30 .:, BORING XJMBER 1 S DESCRIPTION SM Dark Gray-Brown, Moist, Xedium n e. STT,TY SAND SC Light Gray-Brown, ?loist, Dense, \ CLAYEY SAND SM/ White, Pale-Yellow, Moist, SC 1 Dense, CLAYEY SILTY SAND SM fhite, Moist, Very Dense, SILTY SAND --------- Pale Olive/White --------- Pale Yellow -----w-m- Light Gray E Y M 10 120.6 10.8 53 122.4 10.0 58 114.8 12.0 50 116r6 12.8 FOR LEGEND SEE PLATE NO. 5 f. 13 SOUTHERN CALIFORNIA TESTINQ LABORATORY, INC. WE0 RIVEROALE STREET SAN DIEQO, CALIFORNIA 82120 CQiaveras Country Development El Camino Real Ca&%sbad, California By DH BORING LOG DATE 4/14/73 JOBNO. -4i7in7 mrlmm wn 2 7 I T mm ir 9 rl -- -- -- BORING XXMBER 2 DESCRIPTION E Y I- Dark Brown, r4oist, Stiff, SANDY CLAY Light Olive-Gray, Wet, Xedium Dense, SILTY SAND 24 109.8 m----m--- White (Interbedded Silty & CLay Lens) Yellow-Brown/White, Moist, Very 60 Dense, SILTY SAND 124.4 .--------- Light Gray .-a------- White 65 Clay Lens Silt Lens B--m------ Pale Yellow FOR LEGEND SEE PLATE NO. 5 & 13 127.1 M 16.1 7.7 9.0 SOUTHERN CALIFORNIA TESTINQ LP mP--- rrrmunY, INC. s2m RI VERMLE 91 'REET SAN DIEQO 1, CALIFORNI IA 92120 Calaverati-%6tititiry Development El Camino Real Carlsbad, California BORING LOG By DH DATE 4/14/73 JOB NO. 312107 1 PLATE NO. 4 . :, .- . I: ‘1 . . . . . . . . . . F BORING XUMSER 2 (Cont.! Pale Yellow, Moist, Very Dense, SILTY SAND ’ SM 5 Y M 81 99.8 7.4 LEGEND: : Sample Location E: Samples Penetration Resistance (Ft. l:ips/Ft.) Y: Natural Dry Density. (pcf) M: Natural Moisture Content (% of Y) SOUTHERN CALIFORNIA TESTINQ LABORATORY, INC. s2m RIVETER MEET SAN DIEQO. CALIFORNIA 92120 Calaveras Country Development Ei~ Cdno Reai Carlsbad, Califdrnia BORING LOG BY DH DATE 4/14/73 JORNO. ,171 l-l? nrrmn .1n E ‘. TiUVEP.SE NO. 1, 2 _- 3, 4 5. 6 - 7, 8 9i 10 i 1 - i 1 - 1 1 - I - TABLE D-l , SUMMARY OF SEISMIC TPvkVERSES DEPTH 0-5'2 S-25'+ 25'+ O-25.2 25'+ O-20'? 20'+ o-15"f Is'+ o-5'i 5'+ . VELOCITY 6,000 fps 8,000 fps 16,000 fps 6,000 fps - 10,000 fps 1,750 fps . 6,000 fps 2,500 fps 8,000 fps 8,000 fps 10,000 fps FIGURE D-1 Earth Research & Associates April 29. 198.1' ' . . APPENDIX B .- - - -- - The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The ret-ndations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a pert of the Peconman&d Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical soil report or in other written connunication sign& by the Soil Engineer. Southern California Soil and Testing, Inc., shall be retained as the Soil Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Soil Engineer or his representative provide adequate observation so that he may provide an opinion that the mrk was or was not acconplished as specified. It shall be the responsibility of the contractor to assist the soil engineer and to keep him appraised of mrk schedules, changes and new information snd data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary soil report are encountered during the grading operations, the Soil Engineer shall be contacted for further ret-r&&ions. If, in the opinion of the Soil Engineer, substandard conditions are encountered, such as; questionable or unsuitable soil, unacceptable moisture (R-S/87) -. - _- - - - - - - - _- - SCS&T 8821142 Cctober 6, 1988 content, inadequate campaction, adverse waather, etc., construction should be stopped until the conditions are remedied or corrected or he shall reconmend rejection of this mrk. Test methods used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test math&s: Maxinmm Density & Optinmm Moisture Content - A.S.T.M. D-1557-78. Density of Soil In-Place - A.S.T.M. D-1556-64 or A.S.T.M. D-2922. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing A.S.T.M. testing procedures. All vegetation, brush and debris derived frran clearing operations shall be remwed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the minisum degree of conpaction in the Special Provisions or the ret-ndation contained in the preliminary geotechnical investigation report. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 90% of its nexinum dry density. When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped (R-8/87) SCS&T 8821142 October 6, 1988 FppendixFpage3 - - - - - - -~ or benched. Benches shall be cut to a film competent soil condition. The lowar bench shall be at least 10 feet wide or 1 l/2 tines the the equipusnt width which ever is greater and shall be sloped back into the hillside at a gradient of not less than txm (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be campacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20% shall be benched tien considered necessary by the Soil Engineer. Any abandoned buried structures encountered during grading operations mst be totally relmved. All underg-rouud utilities to be abandoned beneath sny propsed structure should be remved from within 10 feet of the structure and properly capped off. The resulting depressions frm the above described prccedures should be backfilled with acceptable soil that is compacted to the regu iremnts of the Soil Engineer. This includes, but is not limited to, septic tanks, fuel tanks, s-r lines or leach lines, storm drains and water: lines. Imy buxied structures or utilities not to be abandoned should be brought to the attention of the Soil Engineer so that he may determine if any special recomnendation will be necessary. All water walls which will be sbandoned should be backfilled andcap@ in accordance to the reguirenen ts set forth by the Soil Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feetbelowthe imttom of footing whichever is greater. The type of cap will depend on the diameter of the ~11 and should be determined by the Soil Engineer and/or a qualified Structural Engineer. Materials to be placed in the fill shall be approved by the Soil Engineer and shall be free of vegetable matter and other deleterious substances. -_ _- (R-S/87) SCS&T 8821142 October 6, 1988 Granular soil shall contain sufficient fine material to fill the voids. The - .- - .- definition and disposition of oversized rocks, expansive and/or detrinental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the soil engineer. any import material shall be approved by the Soil Engineer before being brought to the site. ppprwed fill ntsterial shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the coqaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be unifotiycoqectedto a mininmm specified degree of cconpaction with egui-t of adequate size to econcmically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of p-n reliability. The minismm degree of coqaction to be achieved is specified in either the Special Provisions or the recomsandations contained in the preliminary gsotechnical investigation repoa. When the structural fill nmterial includes rocks, no rocks will be allovA to nest and all voids nest be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximm size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estinnte the degree of compaction of the fill will be taken by the Soil Engineer or his representative. The - - Cctober 6, 1988 Ilppendix,page5 - .- location and frequency of the tests shall be at the Soil Engineer's discretion. when the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be remrked to the satisfaction of the Soil Engineer and until the desired relative compaction has been obtained. - Fill slopes shall be compacted by mans of sheepsfcot rollers or other suitable equipment. Compaction by sheepsfoot rollers shall be at vertical internals of not greater than four feet. In addition, fill slopes at ratios of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has teen constructed. Slope compaction operations shall result in all fill mterial six or sure inches inward from the finished face of the slope having a relative compaction of at least 90% of mximna dry density or that specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Soil Engineer is of the opinion that the slopes will be stable in regax-ds to surficial stability. - -- - Slope tests will be mde by the Soils Engineer during construction of the slopes to determine if the required compaction is being achieved. where failing tests cccur or other field problem arise, the Contractor will be notified that day of such conditions by written commnication from the Soil Engineer or his representative in the fore of a daily field report. If the mathcd of achiwing the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall remrk or rebuild such slopes until the required degree of cqction is obtained, at no cost to the Owner or Soils Engineer. (R-8/437) - - - -- - - -- SCS&T 8821142 cm SLDPES October 6, 1988 pppendix,page6 The Engineering Geologist shall inspect cut slopes excavated in reek or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary repoa such as perched water, seepage, lenticulsu or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall bs analysed by the Engineering Geologist and Soil Engineer to determine if mitigating neasures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowad by the ordinances of the controlling govemmsntal agency. Field observation by the Soil Engineer or his representative shall be made during the filling and compacting operations so that he can express his opinion regarding the confornmnce of the grading with acceptable standards of practice. The presence of the Soil Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. Fill shall not be placed during unfavorable weather conditions. when work is interrupted by heavy rain, filling operations shall not be resmsad until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of Cod shall be repaired before acceptance of work. (R-8/87) SCS&T 8821142 October 6, 1988 ELATIVE CCMPPLICIM: The minimum degree of cvction to be obtained in compacting natural ground, in the compacted fill, and in the compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper twelve inches should be compacted to at least 95% relative compaction. EXPAEXVE SolIS: Detrinentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater tien tested in accordance with the Uniform Euilding code Standard 29-C. ovEmIzH)ElFmmUm Oversized fill material is generally defined herein as rocks or lunps of soil over 6 inches in diamter. Oversize materials should not be placed in fill unless recomendations of placesent of such material is provided by the soils engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. Tl7msITIm I.oxs: Where transitions betwaen cut and fill occur within the proposed building pad, the cut portion should be undercut a minimm of one fcmt below the base of the proposed footings and reccqacted as structural backfill. In certain cases that weld be addressed in the geotechnical report, special footing reinforcersant or a coaCnation of special footing reinforcesent and undercutting may be required. - - -- P-8/87) - - - - - - - .- - - - - - - .- - PRELIMINARY GEOTECHNICAL INVESTIGATION CALAVERA HILLS SUGOIVISION CARLSBAO, CALIFORNIA PREPARED FOR: Calavera Hills Company 110 West "C" Street, Suite 1220 San Diego, California 92101 PREPARED BY: Southern California Soil I% Testing, Inc. Past Office Box 20627 6280 Riverdale Street San Diego, California 92120 - .~. - - - -. - - - - 4% T SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN OIEGO. CALIF. 921zo * TELE 280.412, * P.0. BOX 2062, SAN DIEGD, CALIF. 92120 6.78 ENTEraPi?,SE ST, ESEDNDIOO. CALIF. 91015 . TELE ,46.4544 January 6, 1983 Calavera Hills Company 110 West "C" Street, Suite 1220 San Diego, California 92101 ATTENTION: Mr. Scott Turoin SCS&T 14112 Report No. 1 SUBJECT: Report of Preliminary Geotechnical Investigation for the Calavera Hills, Areas El, E2, H, I, K and P Through 22, Carlsbad, Calif- ornia. Gentlemen: In accordance with your request we have performed a preliminary geotech- nical investigation for the subject project. The findings and recommenda- tions of our study are presented herewith. In general, we found the site suitable for the proposed development pro- vided the recommendations presented in the attached report are followed. If you have any questions regarding this report, or if we may be of fur- ther service, please do not hesitate to contact our office. Very truly yours, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Charles H. Christian, R.C.E. #22330 CHC:CRB:DBA:mw cc: (6) Submitted (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL ANO TESTING. I N 0. TABLE OF CONTENTS PAGE Introduction ana Project Description ..................................... 1 Scope of Service ......................................................... 3 Findings .............................................................. ...4 Site Description ..................................................... 4 General Geology and Subsurface Conditions ............................ 5 Geologic Setting and Soil Description ........................... 5 Jurassic Metavolcanics and Cretaceous Granitics (Jmv/Kgr) ... ..S Lusardi Formation (Kl) ........................................ 7 Tertiary Paleosol (Tp) ........................................ 7 Santiago Formation (Es) ....................................... 8 Tertiary Volcanic Rock (TV) ................................... 8 Quaternary Sandstone (Qu) ..................................... 9 Older Quaternary (Pleistocene) Alluvium (Qoal) ............. ...9 Younger Quaternary (Holocene) Alluvium (Qyal) .............. ...9 Artificial Fill (Qaf) ......................................... 9 Geologic Conditions for Proposed Villages......................1 0 Tectonic Setting ............................................... 12 Geologic Hazards ............................................... 12 Individual Area Characteristics ................................ 13 Seismic Survey and Rippability Characteristics .......................... 13 General ........................................................ 13 Rippability Characteristics of Granodioritic Rock...................2 2 Rippable Condition (O-4,500 Ft./Set.) .......................... 22 Marginally Rippable Condition (4,500 . 5,500 Ft./Sec.).........2 2 Nonrippable Condition (5,500 Ft./Set. 8 Greater)...............2 3 Rippability Characteristics of Metavolcanics and Associated Hypabyssal Rocks and Tonalitic Rocks .............................. 23 Rippable Condition (O-4,500 Ft./Set.) .......................... 23 Marginally Rippable Condition (4,500 - 5,500 Ft./Sec.).........2 4 Nonrippable Condition (5,500 Ft./Set. & Greater)...............2 4 Rippabi.lity Characteristics ......................................... 24 Rippability Charts ............................................. 24 .- - - - - - - _. - - - - -. - - -- - - TABLE OF CONTENTS (continued) PAGE Seismic Traverse Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 Recommendations and Conclusions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...26 - General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 Site Preparation..................................................,.26 - General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 Subdrains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Rock Disoosal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...27 - - - - Select Grading ................................................. 28 Undercutting...................................................2 8 Earthwork ...................................................... 29 Slope Stability ..................................................... 29 Slopes for Access Roads ........................................ 29 Additional Slopes..............................................2 g Foundations ......................................................... 30 General ........................................................ 30 Reinforcing .................................................. ..3 0 Concrete Slabs-on-Grade ........................................ 31 Settlement Characteristics.....................................3 1 Expansive Characteristics ...................................... 31 Earth Retaining Structures .......................................... 32 Ultimate Passive Pressure ...................................... 32 Ultimate Active Pressure.......................................3 2 Backfill ....................................................... 33 Factor of Safety ............................................... 33 Limitations ............................................................. 33 Review, Observation and Testing ..................................... 33 Uniformity of Conditions ............................................ 34 Change in Scope ..................................................... 34 Time Limitations .................................................... 34 Professional Standard ............................................... 35 Client's Responsibility ............................................. 35 Field Explorations ...................................................... 36 Laboratory Testing ...................................................... 37 - - - - - - - - - - - - - - - AlTACHMENTS FIGURE PAGE Figure 1, Site Vicinity Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 TABLES Table I, Generalized Engineering Characteristics of Geologic Units......1 0 Table II, Geologic Conditions for Proposed Villages.....................1 1 Table III, Seismic Traverses ....................................... ..14-17 Table IV, Soil/Rock Conditions Anticipated ........................... 18-22 PLATES Plate Plate Plate Plate Plate Plate Plate Plate Plate Plate Plate Plate I 2 3-55 56 57 58 59-62 63 64-65 66 67 68 Plot Plan Unified Soil Classification Chart Trench Logs Maximum Density & Optimum Moisture Content Direct Shear Test Results Expansion Test Results Grain Size Analysis and Atterburg Limits Single Point Consolidation Test Results Seismic Results Typical Canyon Subdrain Cross-Section Oversize Rock Disposal Slope Stability Calculations APPENDICES Appendix A, Plates From Previous Report Appendix B, Recommended Grading Specifications and Special Provisions - - -- - - -- - - SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RWERDALE ST. SAN DIEEO, CALIF. 92120 * TELE Z80.4321 * P.D. BOX 2062, BAN DIEED, CALIF. 92120 67e E*TERPR,SE ST. ESE~NDIDOI CALIF. 91015 . TELE 7=.6.4544 PRELIMINARY GEOTECHNICAL INVESTIGATION CALAVERA HILLS SUBDIVISION CARLSEAD, CALIFORNIA INTRODUCTION AM) PROJECT DESCRIPTION This report presents the results of our preliminary geotechnical investiga- tion for areas El, E2, H, I, K, and P through 22 in the Lake Calavera Hills Subdivision, located in the City of Carlsbad, California. The site location is shown on the vicinity map provided as Figure 1. - - - - - It is our understanding that the site will be presently developed by the construction of access roads such as College Boulevard, Elm Street and TamaracK Avenue. Individual parcels will be later engineered and sold for future development. -Although no specific plans exist at this time, com- lnercial and residential developments may be anticipated. Grading for access roads will consist of cuts and fills on the order of 25t feet and 40!: feet, respectively. Proposed cut and fill slopes with an inclina- tion of 2:l (horizontal to vertical) will not exceed 30+ feet and 65+ feet in height, respectively. To assist in our investigation, we were provided with two undated topo- graphic maps, improvement and grading plans for Tamarack Avenue (Stations 56tO8 to 66+50), Elm Street (Stations 66+50 to 83t81) and College Boule- vard (Stations 82+47 to 91+32), dated January 14, 1980; and an amended master plan dated March 23, 1979. The plans were prepared by Rick Engi- neering Company. In addition, the following documents were reviewed: SOUTHERN CALIFORNIA 5 q I L AND TESTING, I N c. SOUTHERN CALIFORNIA SOIL & TESTINQ, INC. *..m C)I”.mDAL= .TI..T *AN 0m00. CPLICOmNm rn.,PO Calaveras Hills Car&bad, California By SMS DATE a-6-84 JOB NO. 14112 1 Fioure No. 1 - - SCS&T 14112 January 6, i983 Page 3 - 1) - .- 2) - - -- - - 3) 5) "Soils Engineering and Engineering Geologic Reconnaissance lnves- tigation, Calavera Hills Property", ,\pril 29, 1981, Earth Re- search Associates, Inc. Appendix A of Report, San Diego Soils Engineering, Inc., February 18, 1981. "Preliminary Geotechnical Investigation for the Proposed Lake Calavera Hills Units C and A and a Portion of the Extension of Glascow Road", June 30, 1980, Woodward-Clyde Consultants. "Pre-Preliminary Investigation for the Calavera Country Develop- ment", June 7, 1973, Southern California Testing Laboratory, Inc. Related correspondence in our files. Where pertinent, information from said reports was incorporated to this study. The site configuration, approximate topography and location of our subsur- face explorations are shown on Plate Number 1 of this report. SCOPE OF SERVICE This investigation consisted of: surface reconnaissance; seismic refrac- tion survey, subsurface explorations; obtaining representative disturbed and undisturbed samples; laboratory testing; analysis of the field and laboratory data; research of available geological literature pertaining to the site; and preparation of this report. Specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the anticipated construction. - - - - - - - _- -- - - - - - SCS&T 14112 January 6, 1983 Page 4 b) c) d) e) f) Evaluate, by laboratory tests, the pertinent engineering pro- perties of the various strata which will influence the develop- ment, including their bearing capacities, expansive characteris- tics and settlement potential. Define the general geology at the site including possible geo- logic hazards which could have an effect on the site develop- ment. Evaluate the rippability characteristics of metavolcanic and granitic rock underlying most of the site. Develop preliminary soil engineering criteria for site grading and provide preliminary design information regarding the sta- bility of cut and fill slopes. Recommend an appropriate foundation system for the type of struc- tures and soil conditions anticipated and develop soil engineer- ing design criteria for the recommended foundation design. FINDINGS SITE DESCRIPTION The subject site consists of 18 separate units (which are designated as "villages") in the Calavera Hills Subdivision in Carlsbad, California. Sixteen of the units are contiguous and comprise the eastern portion of Calavera Hills Subdivision; the remaining two units are separated from the other sixteen and constitute the extreme western portion of the subdivi- sion. The morphology of the site is characterized by bold, rugged hills with well-defined drainage channels. Elevations range from approximately 100 feet (MSLD) on the southern portion of the site to approximately 450 SCS&T 14112 January 6, lg83 Page 5 -. - - - - - - -- - - - - - feet on the north-central portion. ilost of the site is in an undeveloped condition. 4 large water tank is present on the large hill on the north- central portion of the site and a set of northeast trending power lines is present on the eastern portion of the site. Portions of the site have previously been used for agricultural puposes but the former fields are now fallow. Vegetation consists of a moderate to heavy growth of native grasses, shrubs, and chaparral. GENERAL GEOLOGY AND SUBSURFACE CONOITIONS GEOLOGIC SEllING AND SOIL DESCRIPTION: The subject site is located near the boundary between the Foothills Physiographic Province and the Coastal Plains Physiographic Province of San Diego County and is consequently underlain by materials of both igneous and sedimentary origin. Approxi- mately 70% of the site is underlain by the basement complex rocks consist- ing of Jurassic metavoicanic rocks and Cretaceous granitic rocks. Approx- imately 20% of the site is underlain by the sandstones, siltstones, and claystones of the Eocene Santiago Formation. The remaining 10% of the site is underlain by a variety of materials consisting of Cretaceous sediments, Tertiary paleosol, Tertiary volcanic rock, Pleistocene sand- stone, Pleistocene alluvium, Holocene alluvium, and man-made fill. A brief description of the materials encountered, in general decreasing order of age, is presented below. 1) Basement Complex - Jurassic Metavol cani cs and Cretaceous Gran- itics (Jmv/Kgr): The oldest rocks exposed at the site are the Jurassic metavolcanic and associated hypabyssal rocks. The metavolcanic rocks are generally andesite or dacite in composi- tion and the associated hypabyssai rocks are their porphyritic equivalents (ie: diorite porphyry to granodiorite porphyry). The fine grained hypabyssal rocks are considered to be about the same age as the metavolcanics and are consequently older than the - - - - SCS&T 14112 'January 6, 1983 Page 6 other intrusive rOCkS found at the site. Both the metavolcanics and the associated hypabyssal rocks weather to dark, smooth hills or jagged, angular outcrops with a clayey, rocky topsoil. The metavolcanic and hypabyssal rocks are generally rippable with conventional earth-moving equipment to depths of only a few feet. The other rocks in the basement complex are the granitic rocks of the Cretaceous Southern California Batholith which have intruded the older rocks and are, to a large degree, mixed with them. The granitic rocks at the project site appear to be both tonalitic and granodioritic in composition. The tonalitic rocks are usu- ally dark gray, fine to medium grained rocks whereas the grano- dioritic rocks are usually yellowish brown to grayish brown, medium to coarse grained rocks. The tonalitic rocks appear to be predominant in the southern and west-central portions of the site and the granodioritic rocks appear to be restricted largely to the northern and northeastern portions of the site. The weather- ing and rippability characteristics of the tonalitic rocks appear to be somewhat similar to those of the metavolcanic/hypabyssal rocks. The tonalitic rocks may be rippable to greater depths than the metavolcanic rocks but ripping may be difficut and time consuming. In addition, it should be noted that the material generated from the tonalitic rocks will have the appearance of the metavolcanic rocks rather than that of good quality "decom- posed granite". In contrast to the weathering characteristics of the metavolcanic/hypabyssal rock and the tonalitic rocks, the granodioritic rocks commonly weather to rounded outcrops or boulders in a matrix of grus ("decomposed granite"). The grano- dioritic rocks are variable in their excavation characteristics but commonly contain areas which are rippable to depths of seve- ral feet or several tens of feet yet include localized areas of boulders or unweathered rock which are not tippable with conven- tional heavy equipment. - _- - - - - ..- - - _- - .- SCS&T 14112 January 6, 1983 Page 7 2) The areas underlain by the respective rock types in the basement complex are differentiated on the accompanying geologic map. It should be noted that the different rock types are mixed and the areas on the map only indicate which rock type is dominant. Where the symbol for the metavolcanic rock is listed first (ie: JmvJKgr), the area is characterized largely by metavolcanic and hypabyssal rocks with lesser amounts of granitic rock. Conver- sely, where the symbol for the granitic rock is listed first (ie: Kgr/Jmv 1, the area appears to be underlain predominantly by granitic rock with lesser amounts of metavolcanic and hypabyssal rocks. Lusardi Formation (Kl): The Lusardi Formation is a Cretaceous conglomerate that rests .nonconformably on the basement complex and was deposited on a high-relief surface called the "Sub- Lusardi" unconformity. This formation consists largely of gran- itic and metavolcanic boulders in a matrix of coarse grained sandstone and siltstone. The conglomerate is usually poorly sorted and the clasts are commonly angular to subrounded. The only area of Lusardi Formation on the subject site proper which is large enough to map as part of this investigation is on the extreme eastern portion of the site. Other areas of Lusardi Formation may be encountered at other portions of the site in subsequent, more-detailed investigations. 3) Tertiary Paleosol (Tp): A zone of ancient paleosol of possible Paleocene/Early Eocene age is present on the basement complex and the Lusardi Formation in a few scattered areas at the project site. This paleosol is the result of the torrid climate and relatively stable geologic conditions that were present in the San Diego area during the eary Cenozoic era. The resulting ancient soil (paleosol) is lateritic and consists predominantly - - .- -. - - - _~ .- - - SCS&T 14112 January 6, 1983 Page 8 of low expansive clays chemically composed of kaolinite and quartz with a small amount of iron oxides which act as a coloring agent. ,A thin residual cap of ironstone concretious and sili- ceous pebbles is present on much of the paleosol. The thickness of the paleosol was not determined but probably varies from a few feet to a few tens of feet. Only a few areas of paleosol were sufficiently large to map as part of this investigation. It should be noted that other, smaller areas are present at scatter- ed locations throughout the site. 4) Santiago Formation (Es): The Eocene sediments at the project site are represented by the sandstones, siltstones, and clay- stones of the Santiago Formation. The Santiago Formation in the western portion and northeastern portion of the site appears to be characterized largely by the grayish white sandstones and siltstones with lesser amounts of the dark greenish brown clay- stone. The Santiago Formation on the southern portion of the site appears to be predominantly claystone with lesser amounts of sandstone and siltstone. A well-developed, clayey topsoil is present on most of the Santiago Formation. 5) Tertiary Volcanic Rock (TV): Cerro de la Calavera is part of a volcanic neck that has intruded the older rocks in the Carlsbad area. The volcanic rock is usually brown to brownish gray and appears to include both dacite and andesite. The weathering characteristics and excavation characteristics of the Tertiary volcanic rock are similar to those of the Jurassic metavolcanic rocks. The only area of Tertiary volcanic rock of sufficient dimension to map for this project was found on the extreme east- ern portion of the site, just west of Cerro de la Calavera. It is possible that future grading operations or more detailed geologic mapping may reveal more of the Tertiary volcanic rock. - -- - - - - - - - - SCS&T 14112 January 6, 1983 Page 9 6) Quaternary Sandstone (Qu): A small area of unconsolidated, grayish brown to yellowish brown, fine to medium grained sand- stone of presumed Pleistocene age was encountered at a portion of the northern boundary of the site. This material unconformably overlies the Santiago Formation and may possiby be reworked Santiago Formation material. It is difficult to distinguish the Quaternary sandstone from the Santiago Formation on the basis of their surficial characteristics. This unit was observed in other areas in the general vicinity and may possibly be encountered at other localities on the project site during grading operations. 7) Older Quaternary (Pleistocene) Alluvium (Qoal): Older alluvial deposits consisting of grayish brown to yellowish brown and greenish brown, medium dense, silty sands, clayey sands, and sandy silts were encountered at various locations at the project site. These deposits range in thickness from only a few feet to in excess of ten feet. Areas of sufficient lateral extent to map were encountered on the southeastern corner of the site and in the east-central portion of the site. Smaller, un-mapped areas were encountered at other scattered locations. 8) Younger Quaternary (Holocene) Alluvium (Qyal): Younger alluvial deposits consisting of unconsolidated, loose to medium dense deposits of clay, silt, sand, and gravel are present in the modern stream channels. These deposits range in thickness from less than a foot to over ten feet. Due to their ubiguitous occurrence, the younger alluvial deposits are not delineated on the geologic map except in the larger channels. 9) Artificial Fill (Qaf): Several areas of man-made fill which have been obtained from the on-site native materials or other nearby sources were observed. These area are generally limited to small .- - - - - - ,-. - -, - - - - SCS&T 14112 January 6, 1983 Page 10 Earthen dams, iminor roads associated with previous agricultural operations, or the remnants of a previous rock-crusing operation on the eastern boundary. Table No. 1 (below) presents some of the pertinent engineering character- istics of the materials encountered at the site. GEOLOGIC CONDITIONS FOR PROPOSED VILLAGES: Table No. II on Page 11 lists the main geologic units encountered at each proposed village and their approximate extent of surface coverage. TMLE 1 GEIlERaIZm EllG,WEER,NG CHIRMTERIST,cs OF GEmGIC "NITS "n‘t "am! and Synbd Toplol,~ llgynr Of Slope ExpanlfrC R1PPabllltY orerrize Ilatcr,., Stab1lltylEro.h tM&W-.%r,b,,,ty Potential RlBWble tmlerate,y to mierate to High io* ta “iqh nominal Nom, na I Nmii “a I liigllly Erodible HOderdtely to Highly Erodtble Rlwable noderarely Erodlble noderate to “lgh noderare to IHigh Ln, to “oderate ,kMerate to hlgk LOW to high Loll to noderate Rippable Rlopable to Hargt”ally Ripcable Granitlc ROCtO- Generally xv rliopable to (Granoatorlte) ? 15 Feet wanitic Rocks- %rgt”.lly Kgr (ranalite, iippable to Nanrtp,uble HetwOICan~c & tQrqtn.\\y Hypabyrrai RiFTable to ROCkI-Jrn” “onrippable Moderate to High Nmninai NOBl”2.l LW Low to Moderate LOU to Hig”ly Erodiblc Generally Good Generally Poor Moderate to High Noderate to Hl@l toed GOad YO”?i”d, LOU LOU Low Lo* Ncdnal NO”‘“a, Nomlna\ Yd”a, LOW to “oderate LO” HOrnl”d I - - - - - - - -~ - -. - - - - -. - - - Page 11 SCS&T 14112 January 6, 1383 TABLE II Geologic Percent of Geologic Percent of Village Unit Surface Coverage Village Unit Surface Coverage El Kgr/Jmv Jmv/Kgr E2 Jmv/Kgr H Es Qyal I Es Qyal K Jmv/Kgr Kgr/Jmv P2 Jmv/Kgr Kgr/Jmv Q Jmv/Kgr Kgr/Jmv Qyal Rl Kgr/Jmv TP ;: Qyal R2 ES 60% s 40% 100% T 90% U 10% 95% 5% v 60% W 40% 50% x 50% 50% Y 45% 5% 25% Zl 5% 55% 10% 5% 100% 22 Jmv/Kgr KgrfJmv TP Qoal Jmvlkgr Kgr/Jmv TP Jmv/Kgr Kgr/Jmv Kl TV Qaf Jmv/Kgr Kgr/Jmv Kmv/Kgr Kgr/Jmv Kl Jmv/Kgr Kl Qoal Qyal Jmv/Kgr Jmv/Kgr Kgr/Jmv Qoal Jmv/Kgr Kgr/Jmv Es TP 20% 30% 5% 45% 55% 40% 5% 35% 35% 15% 5% 10% 90% 10% 90% 5% 5% 15% 5% 15% 5% 100% 65% 30% 5% 40% 35% 20% 5% ..- - - - - - In addition, it should be recognized that much of Southern California is characterized by major, active fault zones that could possibly affect the - subject site. The nearest of these is the Elsinore Fault Zone, located approximately 20 miles to the northeast. It should also be noted that the - possible extension of the Rose Canyon Fault Zone is located approximately 8 miles west of the site. The Rose Canyon Fault Zone is currently classi- - fied as only potentially active, rather than active, according to the criteria of the California Division of Mines and Geology. Due to the current classification of the Rose Canyon Fault Zone, it is our opinion that it should not be used as the design earthquake source for conven- tional residential structures. GEOLOGIC HAZARDS: The project site is located in an area which is rela- - tively free of significant geologic hazards. The most likely geologic hazard to affect the site is groundshaking as a result of movement along one of the major, active fault zones mentioned previously. Based on a -- - - SCS&T 141 .12 ,January 6, 1963 Page 12 SETTING: A few smail, apparently inactive faults have been mapped previously at the site. '10 evidence of faulting was noted in our exploratory trenches for this investigation but it is possible that future grading operations at the site may reveal some of these faults. Due to their status of activity and geometry, these small faults should be of only minor consequence to the project. TECTONIC .- It should also be noted that several prominent fractures and joints which are probably related, at least in part, to the strong tectonic forces that dominate the Southern California region are present at the site. These features are usually near-vertical and strike in both a general north- - westerly direction (subparailel to the regional structural trend) and in a general northeasterly direction (subperpendicular to the regional struc- - tural trend). All cut slopes should be inspected by a qualified geologist to assess the presence of adverse jointing conditions in the final slopes. - - - - - - - - - - - - -~ - SCS&T 14112 January 6, 1983 Page 13 maximum probable earthquake of 7.3 magnitude along the Elsinore Fault Zone, maximum ground acceleration at the site could be as high as 0.25 g. Conventional commercial and residential structures, four stories or less in height, that are constructed in accordance with the minimum standards of the Uniform Building Code should be able to withstand accelerations of this level without experiencing structural distress. Another potential geologic hazard which may affect the site is the possi- bility of minor slope stability problems associated with either adverse jointing conditions in the various rock units or low strength parameters of the claystones in the Santiago Formation. The effects of this poten- tial hazard can be satisfactorily mitigated through the use of sound geotechnical practices and proper slope maintenance techniques. Other potential geologic hazards such as tsunamis, seiches, liquefaction, or seismic-induced settlement should be considered to be negligible or nonexistent. INDIVIDUAL AREA CHARACTERISTICS: For easy identification of the ripp- ability characteristic within the individual villages, the following table summarizes the soil/rock conditions anticipated. SEISMIC SURVEY AND RIPPABILITY CHARACTERISTICS GENERAL: The results of our seismic survey and exploratory trenches indicate that blasting may be required to obtain proposed road cuts. In addition, isolated boulders are anticipated within road cut areas that may require special handling during grading operations. A sumnary of each seismic traverse is presented in the table below and on Plates Number 63 and 64. Our interpretation is based on the rippability characteristics of granitic and metavolcanic rock as described in pages 22 through 25. - - - - - - - -~ - - - - - SCS&T 14112 ,January 6, 1983 Page 14 TABLE III The second letter of each seismic traverse number identifies the individ- ual village where the traverse was performed. Seismic Traverse No. SEZ-1 Area: E2 Geologic Unit: Metavolcanic and Associated Hypabyssal Rock Interpretation: O-3' Rippable 3'-15' Marginally Rippable + 15' Aonrippable Seismic Traverse No. SEW Area: E2 Geologic Unit: Metavolcanic and Associated Hypabyssal Rock, Fill Interpretation: O-5' Rippable 5'-9' Marginally Rippable 9'-16" Marginally to Nonrippable + 16' Nonrippable Seismic Travers No. Sk-3 Area: K Geologic Unit: Granitic Rock (Tonalite) Interpretation: O-16' Rippable + 16' Nonrippable Seismic Traverse No. SK-4 Area: K Geologic Unit: Metavolcanic and Associated Hypabyssal Rock Interpretation: O-5' Rippable with isolated boulders 5'-9' Marginally Rippable + 9' Nonrippable - - - -~ - - - - - - SCS2IT 14112 .January 6, i983 TABLE III (continued) Seismic Traverse No. SK-5 Area: K Geologic Unit: Granitic Rock (Tonalite) Interpretation: O-8' Rippable + 8' Marginally to Nonrippable Related Trench: TK-3 Seismic Traverse No. SP-6 Area: P Geologic Unit: Granitic Rock (Grandiorite) Interpretation: O-15' Rippable + 15' Nonrippable Related Trench: TP-3 Seismic Traverse No. SQ-7 Area: Q Geologic Unit: Granitic Rock (Granodiorite) Interpretation: O-19' Rippable + 19' Nonrippable Seismic Traverse No. So-8 Area: Q Geologic Unit: Granitic Rock (Granodiorite) Interpretation: O-14' Rippable + 14' Nonrippable ?age 15 Seismic Traverse No. SR-9 Area: R-l Geologic Unit: Granitic Rock (Granodiorite) Interpretation: O-19’ Rippable 19’40’ Rippable to Marginally Rippable + 30' Nonrippable - - -- -. - - SCS&T 14112 January 6, 15183 TABLE III (continuea) Seismic Traverse No. SV-10 Area: v Geologic Unit: Granitic Rock (Granodiorite) Interpretation: O-17' Rippable + 17' Nonrippable Page 16 Seismic Traverse No. SW-11 Area: W Geologic Unit: Metavolcanic and Associated Hypabyssal Rock Interpretation: O-5' Rippable + 5' Nonrippable Seismic Traverse No. SW-12 Area: W Geologic Unit: Metavolcanic and Associated Hypabyssal Rock Interpretation: O-4' Rippable 4'-21' Rippable to Marginally Rippable + 21' Nonrippable Seismic Traverse No. SW-13 Area: W Geologic Unit: Granitic Rock (Tonalite) Interpretation: O-15' Rippable + 15' Nonrippable Seismic Traverse No. SW-14 Area: W Geologic Unit: Granitic Rock (Tonalite) Interpretation: O-14' Rippable 14'-21' Marginally to Nonrippable + 21' Nonrippable - - - -. -~ - - - - -. - - - SCS&T 14112 January 6, 1983 Page 17 TABLE III (continued) Seismic Traverse No. SX-15 Area: X Geologic Unit: Alluvium and Metavolcanic/Hypabyssal Rock Interpretation: O-11’ Rippable + 11' Nonrippable Related Trench: TX-l Seismic Traverse No. 52-16 Area: z-1 Geologic Unit: Granitic Rock (Tonalite) Interpretation: O-16' Rippable 16'-19' Marginally to Nonrippable + 19’ Nonrippable Seismic Traverse No. 522-17 Area: z-2 Geologic Unit: Metavolcanic and Associated Hypabyssal Rock and Granitic Rock Interpretation: Metavolcanic and Associated Hypabyssal Rock O-4' Rippable +4' Nonrippable Granitic Rock (Tonalite) O-19’ Rippable + 19' Nonrippable - - - - - _- - .~ - - - -- - SCS&T 14112 January 6, 1983 Page 18 In general, our seismic survey indicated that areas underlain by granitic rock present rippable material Lo an average depth of 16+ feet, :qith nonrippable material below this depth. in areas underlain by metavolcanic and associated hypabyssal rock, nonrippable material appears closer to the surface at a minimum depth of 4+ feet. In addition, a variable zone of marginally rippable rock usually exists between the rippable and nonrip- pable rock. The generation of fine material during blasting and mining operations is essential due to the characteristics of the on-site rock material. There- fore, "pre-shooting" of nonrippable material before removing the overlying soils and rippable rock is suggested. This procedure often helps to generate more fine material and to facilitate the mixing of soil and rock to be used as fill. TABLE IV Area E-l: This area is underlain by both metavolcanic and grani- tic (tonalitic) rock. Metavolcanic rock is exposed on the southwestern portion of the lot. It is anticipated that granitic rock will be rippable to a depth of approximately 10 to 15 feet. Metavolcanic rock may be nonrippable from a depth of 4+ feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. Area E-i!: Area E2 is underlain predominantly by metavolcanic rock. This material may be nonrippable from a depth of 4+ feet. It also usually presents a variable zone of marginally rippable rock overlying the nonrippable rock. - - - - - .- - .- _~ - SCS&T 14112 Area K-l: Area P: Area Q: January 6, I983 TABLE IV (continued) Page 19 This lot is almost evenly divided between granitic and metavolcanic rock with the !aajority of the granitic rock underlying its central section. It is anticipated that granitic rock will be rippable to a depth of approximately 10 to 15 feet. Fletavolcanic rock may be nonrippable from a depth of 4r feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. Area P is approximately equally divided between meta- volcanic and granitic rock. Yost of the metavolcanic rock within Area P appears to be concentrated at the higher elevations of the lot. Granitic rock underlies the western and northern sections of Area P as well as its southeastern corner. It is anticipated that grani- tic rock will be rippable to depths ranging from approx- imately 10 feet to several tens of feet. Fietavolcanic rock may be nonrippable from a depth of 4+ feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. Area Q also appears evenly proportioned between meta- volcanic and granitic rock. The metavolcanic rock comprises most of the hillside. It is anticipated that granitic rock will be rippable to depths ranging from 10 feet to several tens of feet. Metavolcanic rock may be nonrippable from a depth of 4+ feet. It also usu- ally presents a zone of marginally rippable rock over- lying the nonrippable material. __ - - -- - .- ,,- .- - - - - .- -- .- ..- SCS&T 14112 ,January 6, 1283 Page 20 TABLE IV (continued) Area R-l: Granitic rock is present within the southwestern corner of this lot, the rest is underlain by sediments. It is anticipated that granitic rock will be rippable to a depth of approximately 10 to 15 feet. Area S: Most of Area S is underlain by older alluvium extending to a maximum depth of at least 12f feet. The alluvial deposits overlie granitic rock. The majority of the remaining surface rock is also granitic with isolated metavolcanic rock along the southern and eastern edges of the lot. It is anticipated that granitic rock will be rippable to a depth of approximately 10 feet to several tens of feet. Metavolcanic rock may be nonrip- pable from a depth of 4+ feet. It also usually pre- sents a zone of marginally rippable rock overlying the nonrippable material. Area T: Most of Area T is underlain by metavolcanic rock. However numerous small, isolated, granitic rock areas exist throughout this lot. It is anticipated that granitic rock will be rippaole to a depth of approxi- mately 10 to 15 feet. Metavolcanic rock may be nonrip- pable from a depth of 4+ feet. It also usually pre- sents a zone of marginally rippable rock overlying the nonrippable material. Area U: The higher section of Area U (above elevation 180+ feet MSL) is underlain by granitic and metavolcanic rock. Granitic rock comprises the south facing canyon hill- side. It is anticipated that granitic rock will be rippable to a depth of approximately 10 to 15 feet. Metavolcanic rock may be nonrippable from a depth of 4+ feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. - - - - - - - - -- - - KS&T 14112 January 6, 1983 Page 21 TABLE IV (continued) Area V: Area V is primarily underlain by metavolcanic rock, sprinkled with small isolated zones of granitic rock. It is anticipated that granitic rock will be rippable to a depth of approximately 10 to 15 feet. Metavol- canic rock may be nonrippable from a depth of 4+ feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. Area W: Area W is primarily underlain by metavolcanic rock, sprinkled with small isolated zones of granitic rock. It is anticipated that granitic rock will be rippable to a depth of aproximately 10 to 15 feet. Metavolcanic rock may be nonrippable from a depth of 4+ feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. Area X: Rock within Area X consists of metavolcanic rock com- prising the northern portion of the lot. In general the rock is encountered above elevation 190+ feet ICL. Area Y: Area Y is underlain by metavolcanic rock. This mate- rial may be nonrippable from a depth of 4+ feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable rock. Area Z-1: Metavolcanic rock comprises the northwestern two-thirds of this lot, the rest of Area Z-l is primarily under- lain by granitic rock. It is anticipated that granitic rock will be rippable to a depth of approximately 10 t0 15 feet. Metavolcanic rock may be nonrippable from a depth of 4+ feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. SCS&T 14112 ,January 6, 1983 Page 22 - - - .- .- - - - -~ - _. -- - - TABLE IV (continued) Area Z-Z: The hillside section of this lot is underlain by meta- volcanic rock (above elevation lOO+ feet ML) and granitic rock. It is anticipated that granitic rock will be rippable to a depth of approximately 10 to 15 feet. Metavolcanic rock may be nonrippable from a depth of 42 feet. It also usually presents a zone of marginally rippable rock overlying the nonrippable material. Areas H & I: These areas are not underlain by rock deposits and are easily rippable to anticipated cut depths. RIPPABILITY CHARACTERISTIC OF GRANODIORITIC ROCK Rippable Condition (0 -4,500 Ft./Set.): This velocity range indicates rippable materials which may consist of decomposed granitics possessing random hardrock floaters. These materials will break down into slightly silty, well graded sand, whereas the floaters will require disposal in an area of nonstructural fill. Some areas containing numerous hardrock floaters may present utility trench problems. Further, large floaters exposed at or near finish grade may present additional problems of removal and disposal. Materials within the velocity range of from 3,500 to 4,000 fps are ripp- able with difficulty by backhoes and other light trenching equipment. Marginally Rippable Condition (4,500 - 5,500 Ft.Sec.): This range is rippable with effort by a O-9 in only slightly weathered granitics. This velocity range may also include numerous floaters with the possibility of extensive areas of fractured granitics. Excavations may produce material - - - .- - .- - _- - - - - .- - - - - - SE&T 14112 January 6, I983 Rage 23 that will partially break down into a coarse, slightly silty to clean sand, but containing a high percentage of + l/4" material. Less fractured or weathered materials may be found in this velocity range that would require blasting to facilitate removal. Materials within this velocity range are beyond the capability of backhoes and lighter trenching equipment. Difficulty of excavation would also be realized by gradalls and other heavy trenching equipment. Nonrippable Condition (5,500 Ft./Set. & Greater): This velocity range includes nonrippable material consisting primarily of fractured granitics at lower velocities with ,increasing hardness of fractured granitics at lower velocities with increasing hardness at higher velocities. In its natural state, it is not desirable for building pad subgrade. Blasting will produce oversize material requiring disposal in areas of nonstruc- tural fill. This upper limit has been based on Rippability Chart No. 3 utilized for this report. However, as noted in the two Caterpillar charts (Nos. 1 and 2), this upper limit of rippability may sometimes be increased to 7,000 to 8,000 fps material using the D-9 mounted #9 Series 0 Ripper. RIPPABILITY CHARACTERISTICS OF METAVOLCANICS AND ASSOCIATED HYPABYSSAL ROCKS AND TOMALITIC ROCKS Rippable Condition (O-4,500 Ft./Set.): This velocity range indicates rippable materials which may vary from decomposed metavolcanics at lower velocities to only slightly decomposed, fractured rock at the higher velocities. Although rippable, materials may be produced by excavation that will not be useable in structural fills due to a lack of fines. Experience has shown that material within the range of 4,000 to 4,500 fps most often consists of severely to moderately fractured rock with little or no fines and sizeable quantities of t l/4" material. - - - - - -~. -- SCS&T 14112 January 6, 1983 Page 24 For velocities oetween 3,SOO to 4,500 fps, rippability wit11 be difficult for backhoes and light trenching equipment. Marginally Rippable Condition (4,500 - 5,500 Ft./Set.): Excavations in this velocity range would be extremely time consuming and would produce fractured rock with little or no fines. The higher velocities could require blasting. Trenching equipment would not function. Nonrippable Condition (5,500 Ft./Set. & Greater): This velocity range may include moderately to slightly fractured rock which would require blasting for removal. Material produced would consist of a high percentage of oversize and angular rock. Rippability of metavolcanics could be accomplished for higher velocities using the Caterpillar D-9 with the #9 D Series Ripper. Due to the frac- tured nature of the metavolcanics, ripping might be accomplished in as high as 8,100 fps material. RIPPABILITY CHARACTERISTXCS Rippability Charts: iie are including a rippability chart which applies to the site conditions. The chart is a modification of charts by the Cater- pillar Company and an article in "Road and Streets", September, 1967, which we feel approximately defines rippability with the D-9 using a conventional P9 Single Shank Ripper. 09 Cat - #9 Single Shank Ripper (Conventional) Rippable 0 - 4,500 fps Marginally Rippable 4,500 - 5,500 fps Nonrippable 5,500 + fps - - - - - - .- - .- SE&T 14112 January 6, 1383 Page 25 SEISMIC TRAVERSE LIMITATIONS The results of the seismic survey for this investigation reflect rip- pability conditions only for the areas of the traverses. However, the conditions of the various soil-rock units appear to be similar for the remainder of the site and may be assumed to possess similar characteris- tics. Our reporting is presently limited in that refraction seismic surveys do not allow for predicting a percentage of expectable oversize or hardrock floaters. Subsurface variations in the degree of weathered rock to frac- tured rock are not accurately predictable, but have been indicated where thought to possibly exist. The seismic refraction method requires that materials become increasingly dense with depth. In areas where denser, higher velocity materials are underlain by lower velocity materials, the lower velocity materials would not be indicated by our survey. All of the velocities used as upper limits from Rippability Chart are subject to fluctuation depending upon such local variations in rock condi- tions as: - _. - a) Fractures, Faults and Planes of Weakness of Any Kind b) Weathering and Degree of Decomposition cl Brittleness and Crystalline Nature d) Grain Size Further, the range of rippability using Caterpillar equipment may be increased using different equipment. However, it should be noted that ripping of higher velocity materials may become totally dependent on the time available and the economics of the project. Ripping of higher velo- city materials can be achieved but it may become economically infeasible. SCS&T 14112 January 6, 1983 Page 26 RECOMMENDATIONS AND CONCLUSIONS -. - - - - GENERAL : No geotechnical conditions were encountered which would preclude the development of the site provided the recommendations presented herein are followed. Since no special details are presently known regarding the development of the individual villages, many of the following recomnenda- tions are general and further geotechnical work may be required once the specific development plans are defined. The main condition affecting site development is the presence of granitic and metavolcanic rock underlying vast portions of the site. This material will require blasting to achieve proposed final grades and will require special handling during grading. Several areas are underlain primarily by metavolcanic and associated hypabyssal rock. It is anticipated that the material generated from the blasting of these materials may contain relatively low amounts of fine soils. Since rock fills require a percentage of fine soil in excess of that anticipated from the mining of the site, importing of fine material or exporting excess rock may be necessary if large cuts are proposed in metavolcanic rock. SITE PREPARATION GENERAL : The majority of the site is covered by a thin layer of topsoil deposits ranging in average thickness from l.O+ foot to 2.0 feet in areas underlain by rock or Santiago Formation deposits, respectively. Due to their porous condition, the topsoils are considered unsuitable for the support of settlement sensitive improvements and will require remedial grading. Alluvial deposits at the site were classified as older and younger alluvium. The older alluvium is overlain by topsoils which should be treated as described above. The older alluvium should provide compe- - - - - - .,- - - - .- .- - - - - .-- - KS&T 14112 January 6, 1083 Page 27 tent foundation support. The upper zone younger alluvium located at the bottom of canyons is generally loose and will require remedial grading as described herein. Existing fill deposits are also unsuitable for the support of settlement sensitive improvements. Site preparation should begin with the removal of all deleterious matter and vegetation. Younger alluvial deposits underlying areas to receive fill and/or structural loads should be excavated to firm natural gound. It is estimated that the maximum depth of removal for road construction will be 5+ feet. This depth may vary in different areas of the site depending upon proposed improvements. Topsoils and fill deposits should be removed in their entirety. Firm natural ground is defined as soil having an in-place density of at least 85% of the maximum dry density as determined in accordance with ASTM test procedure D-1557-78, Method A. The removal of unsuitable soils should extend a minimum horizontal distance of five feet beyond the perim- eter of the improvement or to the property line whichever is more. The exposed natural ground should then be scarified to a depth of 12 inches, rnoisture conditioned and recompacted to at least 90% of maximum dry den- sity at a minimum moisture content at or slightly above optimum. The overexcavated soils as well as imported fill should then be placed in compacted layers until desired elevations are reached. SUBDRAINS: It is recommended that subdrains be placed along the bottom of canyons to receive fill deposits. The subdrains should be extended from discharge to a point where the overlying fill is at least 10 feet deep. Subdrain details are provided in Plate Number 66. The last 10 feet of subdrain should consist of solid pipe. ROCK DISPOSAL: It is anticipated that large amounts of shot-rock will be generated during grading operations. In addition, isolated boulders are .---.... -- SCS&T 14112 January 6, 1g83 expected to occur within the rippable and marginally rippable rock. This oversized material should be placed in accordance with the grading speci- fications provided in Appendix B and the recommendations of Plate Number 67. SELECT GRADING: It is recommended that expansive soils at finish grade elevations be replaced with a 2.5 foot cap of properly compacted, non- detrimentally expansive fill. Areas of expansive soils are further de- fined in the "Expansive Characteristics" section of this report. As an alternate, specially designed foundation and on-grade-slabs may be used when expansive soils will occur within 2.5 feet of finish grade. Additional select grading may be required in order to provide enough fines for rock fills. A primary source within the site are Villages R-l, R-2, I and H which are underlain by sediments. In addition cuts less than 15+ feet deep in areas underlain by granodioritic rock (Villages F-l, P, Q, R-l, S, T and U) should generate select material. If the villages are graded separately, off-site select import soil may be required for areas E-2, K, V, W, X, Y, Z-l and Z-2 which are primarily underlain by metavol- canic and tonalitic rock. - UNDERCUTTING: In order to facilitate foundation excavations within cut areas underlain by hardrock, it is suggested that said areas be undercut to a depth of 12 inches below the bottom of the footing and be replaced with compacted nonexpansive soil. This procedure may also be advantageous for the construction of utility trenches in building pad areas. Since the total areas required should not be large, utility line "alleys" may be created by concentrating the lines in narrow undercut zones. This proce- dure is probably too costly for utility lines in streets. Therefore, blasting should be anticipated for trenches in areas underlain by hard- rock. - - - - .- - - - - - SCS&T 14112 January 6, 1983 Page 29 EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All embankmensts, struc- tural fill and fill should be compacted to a minimum of 90%. Utility trench backfill within 5 feet of the proposed structures and beneath asphalt pavements should be compacted to a minimum of 90% of its maximum dry density. The maximum dry density of each soil type should be deter- mined in accordance with A.S.T.M. test Method 1557-78, Method A or C. SLOPE STABILITY - - - - - - - .- SLOPES FOR ACCESS ROADS: It is our understanding that 2:l (horizontal to vertical) cut and fill slopes, extending to a height of 30 t feet and 65 f feet, respectively are anticipated for the construction of the proposed access roads. It is further our understanding that said slopes will be constructed in areas underlain primarily by metavolcanic and granitic rock and that only native material will be utilized. It is our opinion that the proposed cut and fill slopes should possess a factor of safety in excess of 1.5 with respect to deep-seated failure. This was determined utilizing Janbu's simplified slopes stability method (see Plate No. 68) and average shear strength parameters for fill soils of g'= 35' and c = 200 psf. These values are consistent with our findings and our experience with similar soil conditions and, are considered to be conservative. ABDIT~ONAL SLOPES: At the present time no information is available regard- ing other proposed slopes throughout the site. Plate Number 68 presents maximum cut and fill slope heights for slopes constructed in areas under- lain by Santiago Formation deposits. Weak strata were encountered within - -~ - - - - - -, - - SE&T 14112 January 6, i983 Page 30 this formation during the investigation of the original site, in areas outside the limits of this study. In addition, minor lenses (less than one foot thick) were found in area R-l. Our investigation encountered random, relatively thin lenses of potentially weak siltstones and clay- stones in areas I and H. It is our opinion that this material should not affect the stability of cut slopes within said areas. However, additional studies may be required if large cuts are proposed there. Large cuts in said areas may necessitate the buttressing of cut slopes. FOUNOATIONS GENERAL : Conventional spread footings founded at least 12 inches below lowest adjacent finished grade and having a minimum width of 12 inches are recommended for the support of single story structures. This minimum depth should be increased to 18 and 24 inches for two and three to four story structures respectively. The minimum width should also be increased to 15 and 18 inches for two and three or four story buildings, respec- tively. Such footings may be designed for an allowable soil bearing pressure of 2500 psf. This bearing pressure may be increased by one-third when considering wind and/or seismic loads. It is further reconnnended that a minimum setback of eight feet be observed for structures located near the top of slopes. The above recommendations assume a nondetrimen- tally expansive soil condition within 2.5 feet of finish grade. The recommendations provided in this section are general and may be re- vised for specific site development plan once these are available. REINFORCING: It is recommended that minimum reinforcement consist of two continuous No. 4 reinforcing bars, one located near the top of the footing and one near the bottom. It is further recommended that for footings spanning daylight lines where the fill section exceeds four feet in thick- ness, the minimum reinforcement be increased to four No. 4 bars (two - - - - - - - - - -~ _- - - _ _- SCSET 14112 January 6, 1983 Page 31 located at the top and two at the bottom) extending at least 20 feet, both ways, from the daylight line. This reinforcement is based on soil charac- teristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. CONCRETE SLABS-ON-GRADE: Concrete slabs-on-grade should have a minimum thickness of four inches and be reinforced with a 6"x6"-lo/10 welded wire mesh throughout. Where moisture sensitive floor coverings are planned, the slab should be underlain by a visqueen moisture barrier. A two-inch thick layer of sand should be provided above the visqueen to allow proper concrete curing. SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential settlements for structures may be considered to be within tolerable limts provided the recommendations presented in this report are followed. EXPANSIVE CHARACTERISTICS: Soils encountered throughout our investigation range from nondetrimentally to highly expansive. The foundation recom- mendations provided in this report are based on a nondetrimentally expan- sive soil condition. If expansive soils are encountered within 2.5 feet of finished grade, deeper footings and/or additional reinforcing may be required. In general, moderately to highly expansive soils were encountered in the following areas: a) Thin zones of nearsurface expansive soils (average thickness 2.0+ feet) capping areas underlain by metavolcanic and granitic rock. b) Some alluvial deposits were found to be expansive, primarily in area Z and some of the alluvium in area R-l. .- - .-. - - - - - - - .- - - .- - - - - SCS&T 14112 January 6, 1983 Page 32 c) Random lenses of expansive claystones and siltstones within the Santiago Formation deposits. These lenses were encountered in areas H and I extending to a maximum thickness of 4.0t feet. However, this condition is typical of Santiago formation deposits and may be also encountered in Area R-l. d) Mudstones of Santiago Formation in Area 22. e) Expansive topsoils and nearsurface zones of expansive weathered material (average thickness 2.0 feet) were encountered in areas underlain by Santiago Formation Deposits. f) Portions of the Quaternary sandstone in area R-l were found to be moderately expansive. It is recommended that areas with expansive soils within 2.5 feet of finished grade be undercut and capped with nondetrimentally expansive compacted fill and that in fill areas, no expansive soil be placed within 2.5 feet of finish grade. EARTH RETAINING STRUCTURES ULTIMATE PASSIVE PRESSURE: The passive pressure for prevailing soil conditions may be considered to be 300 pounds per square foot per foot of depth. This pressure may be increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.43 for the resistance to lateral movement. When combining frictional and passive resistance, the latter should be reduced by one-third. ULTIMATE ACTIVE PRESSURE: The ultimate active soil pressure for the design of earth retaining structures with level backfills may be assumed to be equivalent to the pressure ot a fluid weighing 35 pounds per cubic - - - - - - - - .- - SCS&T 1411'2 January 6, 1983 Page 33 foot for walls free to yield at the top (unrestrained walls). For earth retaining structures that are fixed at the top (restrained walls), an ultimate equivalent fluid pressure of 45 pounds per cubic foot may be used for a design parameter. These pressures do not consider any surcharge loading (other than the sloping backfill). If any surcharge loadings are anticipated this office should be contacted for the necessary change in soil pressure. All earth retaining structures should have adequate weep holes or a subdrain system to prevent the buildup of hydrostatic pressure behind the wall. BACKFILL: All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill material within a distance of 5 feet from the back of the wall. The retaining structure should not be backfilled until the materials in the wall have reached an adequate strength. FACTOR OF SAFETY: The above values do not include a factor of safety. Appropriate factors of safety should be incorporated into the design of all earth retaining structures to reduce the possibility of overturning and sliding. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. The soil engineer and engineer- ing geologist should review and verify the compliance of the final grading plan with this report and with Chapter 70 of the Uniform Building Code. It is recommended that the soil and foundation engineer be retained to provide continuous soil engineering services during the earthwork opera- - - - .- - - - SLY&T 14112 January 6, :983 Page 34 tions. This is to observe compliance with the design concepts, specifica- tions or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORHITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsur- face soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. !t should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undis- closed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the soils engineer so that he may make modifi- cations if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that it may be determined if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or - - - - - - - -- - - - - - - - -- - - - SCS&T 14112 January 6, 1983 Page 35 Government Codes may occur. 3ue to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be reiied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession cur- rently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encoun- tered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations are based soley on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports of findings. CLIENT'S RESPONSIBILITY It is the responsibility of Calavera Hills Company or their representa- tives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. - - .- - - - - - - - - KS&T 14112 'January 6, 1983 ?age 36 FIELD EXPLORATIONS Fifty-three subsurface explorations were imade at the locations indicated on the attached Plate Number ! on December 15, 16 and 21, 1982. These exp.lorations consisted of trenches excavated utilizing a rubber-tired backhoe equipped with a 24-inch bucket. In addition, seventeen seismic traverse lines were performed. The field work was conducted under the observation of our engineering geology personnel. The explorations were carefully logged when made. These logs are present- ed on the following Plate Numbers 3 through 55. The soils are described in accordance with the Unifiea Soils Classification System as illustrated on the attached simplified chart on Plate 2. In addition, a verbal text- ural description, the wet color, the apparent moisture, and the density or consistency are given on the logs. Soil densities for granular soils was given as either very loose, loose, [medium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Disturbed and undisturbed samples of typical and representative soils were obtained and returned to the laboratory for testing. Fourteen seismic traverses and nine exploratory borings were performed in conjunction with our pre-preliminary soil investigation of June 7, 1973. The results of 11 traverses and 2 borings pertaining to our present study are presented in Appendix A. The logs of 18 bulldozer trenches performed in April, 1981 by Earth Research Associates, Inc. are also included in Appendix A. - - - .,- - - - .- SCSPIT 14112 January 6, 1983 Page 37 LABORATORY TESTING Laboratory tests iiere performed in accordance with the generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. A brief description of the tests performed are presented below: a) MOISTURE-DENSITY: Field moisture content and dry density were determined for representative undisturbed sample obtained. This information was an aid to classification and permitted recogni- tion of variations in material consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the field moisture content is determined as a percentage of the soil's dry weight. The results are summarized in the trench logs. b) CLASSIFICATION: field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. cl GRAIN SIZE DISTRIBUTION: The grain size distribution was deter- mined for representative samples in accordance with ASTM Standard Test 3-422. The results of this test are presented on Plate Numbers 59 through 62. d) DIRECT SHEAR TESTS: Direct shear tests were performed to deter- mine the failure envelope based on yield shear strength. The shear box was designed to accomodate a sample having a diameter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples were tested at different vertical loads and at saturated moisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of these tests are presented on attached Plate Number 57. - - - - - - - - - - - .~- - - - - SCSET 14112 January 6, 1983 Page 38 e) COMPACTION TEST: The maximum dry density and optimum moisture content of typical soils were determined in the laboratory in accordance with A.S.T.M. Standard Test D-1557-78, Method A. The Results of these tests are presented on the attached Plate Number 56. f) EXPANSION TEST: The expansive potential of clayey soils was determined in accordance with the following test procedures and the results of these tests appear on Plate Number 58. Allow the trimmed, undisturbed or remolded sample to air dry to a constant moisture content, at a temperature of 100 degrees F. Place the dried sample in the consolidometer and allow to compress under a load of 150 psf. Allow moisture to contact the sample and measure its expansion from an air dried to saturated condition. 9) CONSOLIDATION TEST: A consolidation test was performed on select- ed "undisturbed" sample. The consolidation apparatus was design- ed to accomodate a 1 inch high by 2.375 inch or 2.500 inch diame- ter soil sample laterally confined by a brass ring. Porous stones were placed in contact with the top and bottom of the sample to permit the addition or release of pore fluid during testing. A load of 5.16 ksf was applied to the sample, and the resulting deformations were recorded. The percent consolidation is reported as the ratio of the amount of vertical compression to the original one-inch sample height. The test sample was inun- dated at some point in the test cycle to determine its behaviour under the anticipated footing load as soil moisture increases. The results of this test are presented on Plate Number 63. - -