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Home My WebLink AboutCT 72-34; Seaport; Soils Report; 1974-07-05- . - - - . . A - - - - - - - ..L : i- s - - .- f PRELIMINARY SO IL ENG INFERING AND ENGINEERING GEOLOGfC REPORT & GRADING PLAN REVIEW \ \ s Car&ad Tract No. 72-34 q&? e in the City of Carlsbad, Calif ‘&a e $ + * ,t”<$ ,.‘,,,, ‘:- pi (, / I- \ I ,y ..,$ ‘.Z ,. (2 (1’ c;“’ zr : i .) for *. . Newport Shores Builders July 5, 1974 ENGlNEERiNG DEPT. LIBRARY City of Cailsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 bY . Pacific Soils Engineering, Inc. Irvine, California - - . - - - - - - - -- - - - PACIFIC SOILS ENGINEERING, INC. IoRING NO. ’ v.0. 100236 BORING LOG DATE Surface Elev. . u’ w z E 2 z 2 A?..- - -R - lo- R ,I5 ‘K - - 2o R - - - - i- 13 13 3- 3 3; !i 2 a F c - NC Y-- IP - IP - :L F- .L F - :L - P - :L - DESCRIPTION & REMARKS ALLUVIUM: Clayey Sand, light brown dry to damp, medium dense to dense. Clayey Sand, light brown, moist, dense. . . Clayey Sand, with scattered medium sand, brown, moist, dense. Fine to medium Sand, tan, moist, very dense. Medium Sand with scattered gravel light brown, moist, very hard. Lean to medium Clay, black, very moist, very firm. Sandy Clay, dark brown, moist to very moist, medium firm. Fine to medium Sand, ii-htb;ovm, moist to very moist, me c? turn dense. Sandy Clay, light brown, wet, medium firm; water at 17’. Fine to medium Sand, wet, light brown, medium dense; caving @20’ Sandy Clay, light brown, very wet medium firm to firm; caving stoppec temporarily at 22’; heavy caving at 25’. 75.3 12.8 112.7 8.1 104.8 107.2 -T E z E s - - 5.2 -- --iEm- 21.6 PLATE A-l PACIFIC SOILS ENGINEEHING, INC. . - I I . BORING LOG DATE Surface Elev. DESCRIPTIt?N & REMARKS ;’ : ALLUVIUM: Sandy Clay to Lean Clay, light brown, very wet, medium firm to firm. END OF EXCAVATION WATER AT 17 FEET HEAVY CAViNG BELOW 25 FEET No Recc No Recc : 10/8/'73 --------I-m- , PLATE A-lbnt. ) - - - - -. . .- - - - - - - - - .- - - July 5, 1974 Work Order 100236 TABLE I Pit Test Depth(feet) 1 0.0-1.0 l.O- 1.5 . 1.5 - 3.0 .3.0 - 4.5 4.5 - 5.5 5.5 - 7.0 CL SC 7.00 8.5 SM 8.5- 10.0 SM lO.O- 13.0 SC 2 0.0. 0.5. 0.5 - 3.5 3.5 - 4.5 4.5 - 5.0 uses Description CL SC Medium Clay, dark gray, dry, hard, very porous. Clayey fine/medium Sand, gray-brown, moist, medium dense. CL SC Silty Clay, gmy-brom, moist, very stiff. Clayey fine Sand, yellow-brown, moist, moderately oompac t . Sandy to lean Clay, dark gray, very moist, very firm. Clayey fine/medium Sand, gray-brown, very moist, moderately compact. Silty fine/medium Sand, light gray-brown, moist, medium dense. Slightly silty fine/medium Sand, yellow-brown, moist, * medium dense. Clean fine/medium Sand, mottled light gray and light brown, moist, dense. END OF EXCAVATION SM CL SM SC Silty fine Sand, tan, dry, moderately compact. Sandy to lean Clay, dark gray-brown, damp, stiff, slightly porous; brown, moist, hard at 1 .O’. Silty fine/medium Sand, light Bray-brown, moist, dense. Clayey fine/medium Sand, dark brown, moist, very dense. END OF EXCAVATION No Water - ko Caving No Water - No Caving PACIFIC SOILS ENGINEERING. INC. - - - - - . - - .- - .-- - _- - - - July 5, 1974 Work Order 100236 .Test 73 Depth(feet) 3 .o.o- 3.0 .a.0 - 9.0 4 ~o.o- 9.0 -o.o- 3.0 .3.0- 6.0 6.0" 9.0 5 -o.o- 1.0 l.O- 2.0 CL '2,0- 4.0 CL -4.o- 7.0 SM 6 -o.o- 1.0 1.0-4.0 4.0- 4.5 4.5 5.0 uses Cl -0 -0 -0 SM SC SM SC SC .Description Sandy Clay, dark gray-brown, firm; moist at 1 .O1. BEDROCK: Sandstone, coarse-grained, tan, damp, ----medium dense, friable; dense at 5.0’. END OF EYCAVATION No Water - No Caving .-ATTITUDE: N15W, 15SW ~-~-I----~---------~----~-~~~--~-~~~~~~~~~~~~ BEDROCK Coarse-grained sandstone, brown and tan, damp, dense. Sandy siltstone, greenish-gray, damp, dense. Fine to medium grained sandstone, greenish-gray, damp, dense. . -ATTITUDE: NS, 15W (@ sandstone/siltstone contact) Silty fine Sand, light brown, dry, loose to moderately ~compact; moist at 0.5’. Lean Clay, reddish-brown, very moist, stiff. Sandy to lean Clay, brow+ very moist, stiff. . Silty fine Sand, yellow-bwn, moist, dense. -END OF EXCAVATION No Water - No Caving ----------------------I------------------ Clayey Sand, dark gray, +, loose. Silty fine/medium Sand, yeHow-brown, damp, dense. Clayey fine Sand, gray am! brown, moist, dense. Clayey fine Sand, light gcrq and tan, moist, dense. - - - -.. - , - - - - _. .- - _- -- - - - - - July 5, 1974 Work Order 100236 +Test Pit 6 (contd.) 7 8 9 .Depth(feet) 5.0 - 6.0 0.0, 5.0 0.00 2.5 SM 2,5 - 4.0 CL 4.0 - 6.0 CL 0.0, 1.0 1.0-3.5 3.5 - 6.0 10 0.0-1.0 1.0 - 2.0 2.0 - 4.0 4.09 6.0 uses SC SC SM CL CL I : Description Clayey fine Sand, dark gray-brown, moist, very dense. END OF EXCAVATION NO Water - No Cavi Clayey Sand, dark gmy-brown, dry, hard, porous; gmy-brown, moist and very hard at 2.0’. END OF EXCAVATION No Water - No Cavil --- -----. Silty fine Sand with rock fragments, tan, damp, loose. . Sandy Clay, dark gray, moist, very firm; very hard @ 3.5’ Sandy to lean Clay, gray-brown, moist, hard. END OF EXCAVATION No Water - No Cavi Silty fine Sand, tan; dry, loose. . Silty Clay, mott:td dark gray and brown, moist, stiff. Sandy Clay, dark gray, moist, stiff; hard at 4.5’. END OF EXCAVATION No Water - No Cavi ~.11-----.-.-...-“-..~--~~~~~~~~~~~~~~~-------~ BEDROCK: Claystone, gray and rust-brown, moist, medium dense. Fine-grained sandstone, light gray-brown, moist, dense. Claystone, gray and rust-brown, moist; dense. Fine to medium grained sandstone, rust-brown, moist, dense. PAClFlC SOILS ENGINEERING, UUC. .- - - - - . - - - - - - _- - .- - - ,luty5, 1974 .+York Order 100236 .jesi Pit Depth(feet) USCS 4 0 (contd . ) 6.0- 7.0 ..7.0- 8.5 . -3.5 - 10.0 11 o.o- 1.0 .l.O- 2.0 2.09 8.0 12 o.o- 2.0 -2.09 5.0 LO- 6.5 6.5-7.0 7.00 8.0 8.00 8.5 Description CONGLOMERATE: Pebbles, cobbles and silty sand -matrix with an abundance of sea shells, tan and white, -moist, dense; poorly cemented, thickness varies from 6"-30 18". Clayey fine grained sandstone, gray, moist, medium :dense; mottled light gray and tan, dense at 8.0’. Pebbly fine to medium grained sandstone, yellow-brown, moist, dense. END OF EXCAVATION No Water - No Caving ATTITUDE: Horizontal (@ 9’) LI----..---IL---L---------------L----...-~~~~~~~~~~~~ TERRACE DEPOSITS: Sandy Clay with scattered rock fragments, reddish-brown, damp, hard. Clayey fine/medium Sand with fine gravel, light brown, damp, dense. Clayey fine/medium Sand, mottled light gray and rust- brown, damp, medium dense. END OF EXCAVATION No Water - No Caving -...--....-.....-..-..-..--.--------- BEDROCK Sandy Clay, gray-brown, dry, firm. Silty fine/medium Sand, light brown, damp, medium d@nse* Silty Sand with an abundance of sea shells, tan and white, -damp, medium dense. Silty fine Sand, Iight gray and rust-brown, damp, dense. Silty fine/medium Sand, light gray, damp, medium den-. Clayey fine Sand, gray and brown, moist, dense l END OF EXCAVATION No Water - No Caifq -.. .-a #I , s.. PAClFlC StlILS EI’JGINEERINCI, INC. u,,: ---,.- I ~c$:~.,,rh It:: I,’ i* 0. !I’ - - - - . - - - - - - - - - - - - - July 5, 1974 Work Order 100236 Test Pit . Depth(feet) USCS Description 13 o.o- 1.0 l.O- 4.5 14 0.0 - 6.0 mm 15 o.o- 1.0 l.O- 2.0 2.0 - 7.0 7.0-9.0 16 o.o- 1.5 1.5~ 2.5 CL -- SM SC -- -m SC CL SOIL: Sandy Clay, gray-brown, dry, firm. BEDROCK: Fine to medium grained sandstone, tan and light gray, damp, dense. END OF EXCAVATION NO Water/No Caving * ATTITUDES: EW 20 S - cross bedding Horizontal - cross bedding ---------------l---L-------------------------- BEDROCK: Fine-gmined sandstone, light gray and rust- brown, damp, dense. END OF EXCAVATION No Water/No Caving ATTITUDE (@4’): N75E, 5NW -I-----------------ll_______l__________----- Silty fine Sand, tan, &y, loose. Clayey Sand, gray, T moist, stiff; mottled light gray and rust-brown at 2.0, BEDROCK: Clayey &e/medium grained sandstone, mottled light gray and rust-brown, very moist, weathered, medium dense. BEDROCK: Fine to me&urn grained sandstone, light gray and rust-brown, wist, dense. END OF EXCAVATION No Water/No Caving ATTITUDE: Horizontal bedding below 7’ ------------------- __-I--------_-------_____ Clayey fine/medium %RU!, light brown, dry, moderately compact . Sandy Clay, reddish-bwn, moist, hard. PACIFIC SCILS ENGINEERINP, INC. - - - - - . - - - - - - - - - - - - - July 5, 1974 * Work Order 100236 I Test Pit .Depth(feet) USCS --66 (cant .) -2.5 - 3.5 ?3.5 - 5.0 5.0 - 6.0 17 o.o- 1.0 l.O- 2.0 2.0- 3.5 .3.5 - 5.0 18 o.o- 1.5 .-1,5- 3.0 3.0 - 5.0 “I “I “” SC SC “0 “0 SC “” “” .--Description BEDROCK: Clayey sandstone, mottled gmy and rust- brown, moist, dense. Fine/medium grained sandstone, mottled light gray and .rust-brown, moist, dense. Claystone, gray and rust-brown, moist, dense. : END OF FXCAVATION No Water/No Caving ATTITUDE: Horizontal bedding at 4’ Clayey fine Sand, light brown, dry, joose. Clayey fine/medium Sand, orange-brown, damp, medium dense. BEDROCK: Fine-grained sandstone, mottled ton and rust-brown, moist, dense. BEDROCK: Siltstone, light gray and rust-brown, tiist, very dense. . END OF EXCAVATION No Water/No Caving . v--“““““““““““““““““““““““““““““”””””””””””~” i. Clayey fine Sand, light brown, dry, loose. BEDROCK: Claystone, light gray and rust-brow, m’Jl%t, +dense . BEDROCK: Siltstone, light gray and rust-brow, mfrt, dense. -END OF EXCAVATION NO Writer/No Cavjng . PACIFIC SOILS ENGINEERING. INC. .- - - - - . - - - - - - - - - - - - - - July 5, 1974 Work Order 100236 Test Pit Depth(fekt) USCS 19 0.0" 2.0 ML 2.0" 4.0 SM .. 4.0 - 7.0 20 O;O- 6.0 CL Description Sandy Clay, gray, dry, very firm. TERRACE DEPOSITS: Gravelly silty Sand, light brown and tan, damp, dense. Silty fine/medium Sand, yellow-brown, moist, very dense. END OF EXCAVATION No Water/No Caving ALLUVIUM:. Sandy Clay, light gray, dry, firm, porous; gray, moist, very hard at 1 .O’, gray-brown at 4.0’. END OF EXCAVATION No Water/No Caving Test Pits were excavated on lo/5 and 10/8, 1973. . . . . PACIFIC SOILS ENGINEERING, INC. - - - - - - - - - July 5, 1974 -0 *Work Order 109236 TABLE II Compaction Data: L&oratory Standard: ASTM: D 1557-70T -Modified to three (3) layers Soil Type Dry Density (% - Sand, Silt, Clay) Location (Ibs./cu.ft.) A- Clayey Sand TP - 7 115.0 w - 17 - 26) @ (y-1’ B- Clayey Sand TP- 11 110.0 (77 - 12” 11) @ 38-4’ C- Clayey Sand TP- 16 127.5 (72 - 16” 12) @ O’-1’ Moisture-Density Data: Test Pit or Depth Moisture Boring No. (feet) w P-l 0.3 5.c 1.5 17.5 P-2 0.3 1.0 1.5 13.3 * P-3 4.5 7.5 P-5 0.3 3.5 2.0 13.5 P-7 --I,0 10.4 P-8 .0.3 3.9 3.5 14.2 P-9 0.3 7.3 2.0 15.2 * PACtFIC SOlLS ENGINEERING, INC. Optimum Moisture (o/a) 12.Q 14.0 11.0 Unit Dry Weight (Ibs./cu.ft.) . 94.2 104.5 94.0 111.5 116.8 85.5 307.9 112.9 84.0 103.1 92.5 104.2 .- - - - - - July 5, 1974 Wo& Order 100236 ’ Moisture-Density Data (cont.) -* Test Pit or Depth Boring No. (feet) Moisture WI Unit Dry Weight (Ibs./;cu.ft.) P-13 P-15 P-16 P-18 P-19 P-20 Boring 1 Shear Test Data: Boring No. or Cohesion Friction Angle Soil Type ( Ibs./sq.ft. ) fi - degrees A- Clayey Sand ** B- Clayey Sand ** C- Clayey Sand ** A- Clayey Sand *** B- Clayey Sand *** P-13 @2.5’* ” P-15 @ 2.5’ * 2.5 4.7 98.5 2.5 12.2 101.3 0.3 1.1 87.5 2.7 s5.5 12.2 87.3 4.0 5.7 0.3 1.7 85.5 2.5 10.2 121 .o 2.0 12.8 75.3 5.0 8.1 112.7 10.0 5.2 104.8 15.0 22.9 87.5 20.0 21.6 107.2 100 50 150 150 150 28 38 38 32 38 0 36 275 31 +, Tested on undisturbed, saturated sample ** ” Tested on sample remolded to 90 percent, saturated +** ” Tested on sample remolded to 90 percent, optimum moisture ‘PACIFIC SOILS ENGINEERtNQ, INC. 102.9 - - --- - * - - - - _. - -. .- - - - - July 5, 9974 -Work Order 100236 Moisture- Density Data (cont.\ .Test Pit or &ring No. P-93 P-95 P-96 P-98 P-99 P-20 &xing 1 Shear Test Data: -Boring No. or Cohesion Soil Type ( Ibs./sq,ft. ) A- Clayey Sand ** B- Clayey Sand ** C- Clayey Sand ** A- Clayey Sand *** B- Clayey Sand *** P-13 @ 2.5‘ * -:p-95 @ 2.5 * :.Depth (feet) .- -2.5 -2.5 0.3 0.3 -4.0 ,4.0 0.3 2.5 2.0 5.0 10.0 95.0 -20.0 900 28 50 38 950 38 150 150 0 275 Moisture Unit Dry Weight (“/ol (Ibs./cu .ft .) 4.7 92.2 9.1 2.7 92.2 5.7 9.7 90.2 12.8 8.9 5.2 22.9 29.6 98.5 JO? .3 87.5 85.5 87.3 902.9 85.5 921 .o 75.3 992.7 104.8 87.5 907.2 > Friction Angle $ - degrees +, Tested on undisturbed, saturated sample ++, Tested on sample remolded to 90 percent, saturated *** _ Tested on sample remolded to 90 percent, optimum moisture PACIFIC SOILS ENGIMEERINI~, INC. 32 38 36 31 - - - - - -- July 5, 9974 Work Order 100236 Expansion Test Results: Soil Type’ 96 - Swell ASCE 650 psf * 60 psf ** Index Test A- Clayey Sand 2.5 93.8 - w-w- B- Clayey Sand -o- 0-w u--w ‘C- Clayey Sand -o- 0-m m-m- D- Clayey Sand a-0 me- 94 . *, Swell ;neasured on remolded sample from optimum moisture to saturation ** 0 Swell measured on remolded sample from air-dry to s&w&on Atterberg Limit Tests: Liquid Soil Type Limit Plastic Limit Plasticity Index A 30 98 92 Shrinkage Limit I2 . -- FORH CC Lvnlrr R-/ / , I I I I I , ! I I I CORM cc /?i?AZ B-2 - - - .- - - w-O* 100236 e ULTI MA-i-E ES EARNG CAPACITY .\ - ACTIVE PRESSURE . -7ERZAGHI FORMULA . I . I ,qu - c( NC)+ rb(+N,) +wzi(N,) b L Footing Width d = Surcharge’ Depfh -r = Uni-f- Weight of Soi 1 . 9 = Angle of infernal Fricfion .c = Cohesion N,.N,.Nq = Bearing Factors Dependent on 4 NC m NY = -*See item 3, page 16 for Recommended Bearing Capacity . 5120 1.0 . 1.0 ’ 110 28 100 25.8 16.7 14.7 lb&q. ft .* ft. ft. lb&u. ft. degrees lb&q. ft. ‘Oil Typc Compacted Fill and Firm Natural Ground PACIf=IC SOILS ENGINEERING, INC. PLATE “C” - - - - - - - - .*' "*-.' pate’ &/d-74. PAClFlC SOlLS ENGINEERING, INC. Work Order 4’ b’i?ZS& 1402 West 240th Street ’ By .d& , //Checked By Harbor City, California - 90710 Sheet No. / of . / : Subject. COMPACTED FILL BUTTRESS CALCULATIONS - ’ Reference FOR BASE WIDTH CROSS-SECTGN: fi$’ * .; - . . ’ . -. . * ; ice I No. = ?:.‘// Unit-Weight: ~o~poC:~,l. - kcf Slope Height = 2.1 ft. Base Width= --“:Y ft, . . = ./J ,?I kcf Buttress Height = 77 ft. Key Depth = it, FT = FN= f W Weight do w s~ind w cosec (kips/foot) (de91 (kips,‘ft .) (kips/ft .) A Area (sq, ft .) sin CC cos oc: (k., .A B . /SC!/ zoo I s7. I . b * 3-86 fR = LC + FN fan fl Along Bedding Plane: C, = C./c ksf; $, = 13 c . tan la’, = ,/7& FR, = d/x ..6 $- //3wx / / 76 = g/s f /gp FR’I -Q( 94 = FR, cos oc = Y /: Across Compacted Fill: C e = DJ-~. ksf; p2 = 5 c , tan g, = d.7 FR, = 3 <,dfl*/C -;i 33,3 tiDI7 26?5’Y 23.6 Verticai Component of the Net Driving Force Acting on the Base: FR, = (FTA - FR, ) sin~(A . tan $, = . Horizontal Component of the Driving Force: FTA’ = FTA cos d = = &/ %,y+f’; ’ . . . . . . F.S. = FR; + FR,+ FR, = 233 fZB*B~f-%*G3 = 59.0~ = FTA’ //p #$ v’ u’. I- . . !‘j,D5 27, 3 I : t , j _ '~ C:: _ 5&J h&%4/ &+ l&f%+ e /5 ’ /5’ /I'-25" 20' &.z5#- 35’ 80 35:+y ..) . 35 a A)%& ’ &?/ 2+.&Y --- 2 ‘. It 3’ 2’ 3’ 2’ 3' 2' . . IfACIFIC S,O-ILS ENGINEERING,KNC. 17875 Sky Park North Irvine,CaIif. (7141 557 0450 w 0 /CCZ~,z~ . . D ~1 t e ‘i’- Ze 34 - - - - - - ““AC: ,, .-.. .- - - .-- . . .- yp,‘p-,> 17875 Sky Pork Nm-th By&chcckcd SjgJ- Irvinc, Ccllif3rnia 92664 Sheet I+.. ,/ of /;;’ SUbpCt . SLOPE STABILITY CALCULATIONS . Refcrencc * . : CROSS-SECTION: ,I-‘-,q ’ . . ~r~,,/.!.kiC?E NO.: J . . Unit Weight: y = G !jn kcf j? = .3CQ tan 8’ = g t 7ng C = , c,.;-L:l ksf I A w ilicc ArtXl Weight do sin GC’ FT = FN ” W sind w COSQC. No. (sq.ft.j (kips/foot) (de91 cos oc (kips/ft .) . (kips/ft J (t:., ., 375’ r (7 2 f J-y, q . : -c:q : dJ4 I ’ y”\ a . 3 ;;’ 7 -7 ./ ,-, :.: , 3. - 9. 3 3-l ;I- 3 .Sz?lrr~ q 7, c--r -L.C, ” -r/. .,cc’g ct 1 5-7.(-, - ‘,C-“r;A yym - p&q _* 3 ~ A+?/ J.+,(y -y(q , y* -’ ‘. - ‘, a$-- LycgT /$;-, “7-l . q, c : $‘:. jo / 3 I.&L G . , -A 17 ‘2 1 c f?,<y (. g , --J f ? . i q:,- :), pi7 I cl 6 :‘;- a.$ 5 g&f 6 qa 7 $’ I.\ -; - _ .Z<$ ,: ,/ ,.’ 4 -T(; I 3 , ,:“/,’ F Q o ,<y?, / -:j \$y;, ys* +- &f --7 . L -jzl I 7 $ i,p 4. 3 72. us;‘!!? , &- ‘&4- , (. L ,’ ‘? . ‘c -* /o /L 3 /(“;“, (j (2 *;2- . 1 L,l($ *” ‘y &J-J $Y- .* ajc)<> ,>&f I I . . . e .’ * . . . l El . - - - - - - - .- - iJ’ACIFIC SOILS ENGINEERING, INC. 17875 Sky Park North : . -_ Irvine, California 92664 ,’ Ld , % . . -Date: ,I/?-/ .3- 7Z Work Order f I’ .i ,... - , :,/ c .i, Sheet ,_ 2 ‘of ‘. ._ : Reference ...I . . ‘.Subject: -;T -1. ., f,, ,( L 1 , p,i ipe, ;,, .,I, ,,‘; k’ - - . . . - ‘. . . / -.CROSS SECTION 4 - 4 I c ’ -. ClRCLE No. I . F-p, L LCZ+&&i”f fGh7 . Cjrcb !bf SvrGCe . cp= 3s d .J 6 40 3s f- 0,7&O F& . /g-ti (, m0j-y 5-m-y p7q =. 78.Y + W-75 ?-- .- r,2.= 3&r - z &5--J /44$67 . . _ t 36’ . . , E-2 clc ,?-., p- 7 3 rt\bIt,b J”,L4 b..Y,I .-- . . . . .-, .- .-_ 17875 sky Park North Work Order f ’ .a* _- ‘, i.2 7-q : :. c . * ,&“ Chcckcd 2y/%Te . him, Caiifotnia 926M Sheet No ; . l 3. of‘/Z . . ,bjecf: SLOPE STAZILITY CALCClLATlbk4 (WITF! SE!SMIC)- ReTercn& - Cross Section:_ $-I-/ ’ . i=ircle .No.: -l----- -_ 213 . F+SE I St$C) . 0*/o Sk+5 YSIN< SLICE NO. FN (SE59$C) vl'.COS< -0. WA'SlNu' Ncosq (SIN<+ O&KOX * NSiNs( . 2 ac ’ 4 -- -7 c- 2-J A- ; so ./- L. - # a / - I - -* 9 .s f& ,-J . . -* - 57, 9 *- 3,z - - , OI / ’ 4 7 7,T //, g . - - - - - 4’ACIFIC SOILS ENGINEERING, INC. -/ .” &,f ,r ,/i 17875 Sky Park North .Irvine, California 92664 : :&tee: ./?- /fl- 7, * by: A9 (szr. 9 . - Work Order 8 ,I’-; .,: 1 s1 : . .- Sheet- Q ‘. . of Reference P.... . . . Y .---.. q.ftb< .:: , /I *I* . /2,/,,,~/~~,:~ ,y Y-!&7. sp~r,;?,;t$y .’ CROSS SECTION &‘-/&” . CIRC&E No. I : . 7tc &= Lt+ FM &m-b , . . E . : _ -- . - 3’: , 17375 Sky Park North By ./@Z&ckcd “y~y~- Irvinc, California 92664 . Sheet Np._,r’ of //:I_: Subject SLOPE STABlLlTY CALCULATIONS Reference * . CROSS-SECTION: &HI . : . fl=r No*: a . . Unit Weight: y = P,I/Q kcf p’= ,yQ tan p’= 3,-:7;, C = iTpF+sf A . w &O. FT= FN = ;licc Arm Weight sin Oc. W sin4 w cosac No. (sq.ft.). (kips/foot) @4 cos oc (kips/ft .) (kips/ft ,) (:t ., ( i 74 1’ /57- /6,7 -fYJ ,*:35- -,3,q jc;. s’ - I I . G3’7 ,- : + 2JZ 3OJ4 -a ,qayi - - 1 3ot3 i O&j-7 .3 37e; 41, & : 5, ;c/“l(t- 31 i .y. .I .s . . * . 1 2q-b / f - /I/ . V-f\ b&,y- . /& ~ , 4.30 /=j .2- ,52, 0 . ;k ’ I - ,351 1 . ’ 3&N- .3 ; \, .&.z- . .a/. ,cq3q /y-;LJ ‘ >= 5’ I> 1, I . . ._,z- \9 5 i’ “% q/;r y, ,2: ) .4’;r;j 2 ;: ). L7 37, 2 7 .yg;lj . ,6/L Lj--!f . JJ - b:,..;‘: . “5. p .g 6 kg 0. -3 4-t 7 . s” ,317 a,3 / 7dch .-i-+-j , &/3 /-j? 8.. ,;$<I . . . . -. . . -_ . ,Gc= q-@, y,c; < r;.;,., ;: .-_ - > - , - : .I < _ - . . . , ~ - _- 4’ACIFIC SOILS ENGINEERING, INC. -17875 Sky Park NGif h ,4rvine, California 92664 _ *, : . . Work brder f/sL> ,J < /. ’ : By: /k& . , ! . ..- Sheet_ (,,. : 1 of, *. . *. ., _. : Reference i . ‘.&bject: S-+,,/{,L’,~~ ~r~~~2,<J;;/;I;-’ .-. “. -*- ..‘-**’ .. / CROSS SECTION )r! ;. ;;7 ’ _ .‘CIRCLENo. 2 . ‘. : _. . t s .- . ‘3 ,-;q,> /fO ‘= z [‘<?&2’:$~~ % . . /&9 .a )j= iC-t.&&l,~~ -: -. -. r* = / 32 ., f p 05-q + 2&454yD ,700) r 6, q +. //7/Q ‘. ..’ : 5 . ‘. F--S * a = /93,4. =:a04 .. .. ,y$+-,g . ,_ .- . . .’ : 4 _, ._. ,.__, . . . . . . _ : . _ “.;.“‘ _. : ..- .-. . . ._. ) . : . :. . . r : ._ . . . . . ..-. I ., . . ‘. . . . ‘_ . . . ,.* . ’ . . . ..- . . . . . UI” -- IIUIJ JKy CLIIK 1YUIIII ’ ‘c. fJ;‘,c Checked 9y ..? 7 . Irvinc, California 92664 . . ..-... V,““, -- Sheet No. 7 * Of’L L . . $~jccr:, SLOPE STAZILITY CALCCILATION (WIT!-! SE!SMlC). Cross Section: J. - /:I I RcfercniG . Circle Nn.: 5~ SLICE NO. , i3 . :.’ :, &.I~ 0 .ii- FT(SEI~$lC) NCOSq WCOSg USINs: r-1 V:SINQ+ O.WCOS~ . \ FN (SEWK) I ,’ c> N.COS< -0. SNSlNci , . . * . , i, . .* . . . - _. : l . . . l . . . . . . . ., . 2 . . ’ .- . . . I ,’ . . . I - . - . . . l ;, :’ . . . . . . - . . ,’ . - :-PACIFIC SOILS ENGINEERfNG, INC. 17875 Sky Park North ::lwine, California 92664 : . Work Order g ,/a JAI Y-‘ A-.-..,. BY:. ,'" (cf ,._. .:. ,. ‘Sheet F. ’ of . - . Reference ..a. ._ * - ..Subiect: ..y+!.-.-. , ,.;‘, ,/, Fe+ /‘.=, /‘. %/:+; +’ - - -% ,-, ;.-::miZ .y~ .-; ,- :-, ,: .: ; ‘j . l I . CROSS SECTION /d -- /‘I ./ *- CIRCLE No. 0 . ,c- * -(‘:z 3;-; -d--)* “I:: cz g,;,.23 * $= /3&;. i--j, ,3 c--) f- ~.5-;7,Jj (0 ,7Yd~ - &$q- ./(q&~ .- . . . -5 r /!;;f$-, p. : /s-4 . .--- -zzj- -,, r . . : . : ;‘. * . ,; s- ., - . . ‘. ‘. . ” . . ‘,_ . . . . :. . . . _, -c ._ / &A PC? k . . E-3 Dywhcckcd “yd. I,“,Q sA.r *Vat. I\“SIII irvinc, California 92664 Sheet No. 7 of /y Sub~cct SLOPE STABILITY CALCULATIONS . Refcrcncc . . . CROSS-SECTION: /+ -4 1 . : . StlCE NO.: 3 . . Unit Weight: y = o,/:/: kd tan $ = 0,2:;5 C =~,.~~+f dice NO. A Area (5q.ft.j w Weight (kips/foot) cd. (de91 FT = W sind: (kips/ft .) FNE w coso(: . (kips/ft .) sin OC’ cos CA ,O.SL ,9.LL,> ,2(J:3 fc/7/? ~300 ,-LX-, , $! &- j-- ‘ 0 -y--’ 460~ 79.+ , & 1 p.ry ( TJ” ? I 5 >- ‘2 . . . . . . * * e L (ft.) . 4 6, L I . 2 3 //o Jr’! : ‘ c’: I .;..a _ , .‘? 11 I k3 ’ 7 /‘AZ 17, I 2 ‘ y, c-. J7,n ” . 2y6 13. 1.. . 2% 3 7 F \ ‘1 - 4 --“C ,<.<-. 4: .__ ‘: - . .- . . ;,pc-\- . /q I?.- f-7. c) r .J , i , ---. .I . L 7 ?7,j . IA I 7 c . ./-J ; c-7 . !I, + s/ ,7-. .c . . -- 4 . . . .a .‘. .c-- I,! + n./ .r 1 :, - . - -- \ . . . - . * f . .* . . -. . . * . ‘..) . . . -. . : . . - . . > ; . , .* . . . . . : . , . . : a E9 c - - _ _., - .PACIFIC SODS ENGINEERING, INC. 17875 Sky Park North .’ .lrvine, California 92664 . _ : . ’ Date:/&) -/q- y-y.,, By: fi?. (?- a’ . * Work Order f /:?,.; 2 T!-; c . ._ Sheet ;“-T of .-. 1 . Reference . . . . . ,, t Subject: zyK(, ,-<. ,><:yf,. ,/lr ,/Lr {id’JZgA 2 - - * - - ’ . . .. . _. . - . c ,aOSs SEC’J’]ON ,&$I? ‘. : . . ,.-<iRCLE No. s’ . . .’ . L z f&6-=-. /r p/s? qg/ ) = = -zFz- - . /gb- - : r) k/X \ L & :+;t -gi3 ! d . /a~~~ 4‘ ‘3 * L I yirt k-t SL, &I< ,ce r’. c ) OgJ ;zc-F ‘. _ c- d t 3-y 25 c;lt;, r-i ‘5 6, 70% . - .; a I $ ‘= (jzLZ.(r mD0) J-//p,4p74 - 6 3 AZ, .f &?z 0 7 . eS s,-- \ Jz .r ,?-;zs, 2 ‘2” &$7-i : I’ c= ; * . . .:.. : .‘. . . -r .._-.. . - ._. . _ <*. SC . - - ._ . :’ D41C -- l/O/3 3Ky rUlK IYUIII: . * t’. ;i- ChcckcJ $y & . Irvine, &Ii forfliu 92664 by+ ShcctNo. ,.‘. of’& . . * . s”ljcct: SLOPE STAZILITY CALCCILATION (v/IT;! SE!Sh’dC)~. RcFercnc$ Cross Section: A’- 1-i ’ .: . Circle No.: 7 . . ___e SLICE NO* l WSlHs: r/O 0.23 NCOSq . /o 0.G VS!N4 F+SE I Wj>C) W/‘SIN<+ O.‘WfCOScl * FN (SEISMIC) . ..I KCOS< -O.WSlN~ .- . - -~ I’ a*G l ),‘Lj? . /y?i/ .., /2 / 3..k J, -2y’ ‘: J’6,7 L. e. *!J I .* * . . ” !’ :, Y. +,- t ,j ,a . . 3 - - ? ,’ -0 ,‘i? , ‘.,.. . . . i . . - f . - . --.- . . . . - - . . . 1.. . l . , . . ’ . . . *.a , : - . . a . . \; - . l . ‘. . . : . . . . .‘, . . 2 . . . ., E-// *# . . * . . . - - ,- - . - ,PACIFK SOILS ENGINEERING, NC. 17875 Sky Park North ~.Jrvine, Cdifornia 92664 Date: .? l n --r’ i-7.. y2-T; . Work Order f ,I, - ‘F.:_? 2,. :::. . ‘& .$-Q- - . ’ . . Sheet / 2 . * of. l . :_ Reference . . . . . . 0 . . . c -..-.----. - I .5lubj& s.&, :. /:‘%,: * L&&,, .&J< p,; - -r/y, ,Q . ‘.~g.+::~,,~; ;* . . * . - . . -. CROSS SECTJON, /+fl” ; ’ ‘. ,‘-.CRaENo. ‘7 - . -. . -_ 0 & d7,05-0 k5Y- a; r 35-T goJ-4 4 &7.7.90 6 -/&as* 3 p*cso $1/Z. 6 (u+- J =r zg3J $7&d-- : : : . . .. -_ k3= /-4i 7 = &g?,&- .%3 .- ‘, : . . . ‘. . a . 1 . 4 . . -’ .* , . . . - I. LA. COUNTY OFCICI PACWKZ SUOCS ENGlhIEE~lNG, IlVC, 17923 SKY PARK C:RCLE (SUITE G) IRVINE, CALIF. 92714 1402 W. 240th Strmat Harbor city. en. SC710 l213) 325-7272 nr 77%G771 TELE?HONE: (714) 557-9450 L VENNRA COUNTY OFFICE Post otticm 00x 7s TkousmnJ Oaks. Ca. 91360 (21.3) Pm-9919 (tlO5) 4956513 - Ji.me 21, 197t5 - - . Newport Shores Buiiden Wodc Order 20951 Brookhurst Street . P.O. Drawer “A” Huntington Beach, CA. 92648 Attention: Mr. Mike Jager . I 100236 - Subject: Steepning of Slopes From the 2:? to I .!&I on - - Lot No.'s50,57,56,57,60-62,?1,153,174-ln, , - - 215,216,290;293-266,322 and 323 anil 1.6:1 - CUP Slope NorfhSide of Alga Road, Ranch0 la Cuesta, (Portion of Tract C.T. 72-341, in the City of Carl&ad, California. . -- Gent remen: I Presented herewith are our comments in regard to steepening of slopes in the tubieti !o& QS’ D - requested by the design engineer, V.T.N. Engineers, Architects and Plannen, - We have received a copy of the grading plan on May 6, 1976 and datg in our ,fiiles wifh:- . _- regard to steepening of slopes on the subiect l&s and read cb*. The results care as follows= 1. The maximum height of fifl-over-cut slope as proposed is awr&mately 18 feet on e 2. The maximum height of fill slope as proposed is approximately 26 feet on Lot 215. 3. The maximum height of cut slope as proposed is approximately 19-f/2 feet cn Lot 29% I - i! ! ; i’ r -‘cc c “ .o- ’ - June 21, 1976 Work Order 100236 - , .- Close observation during vding of the cut north of Alra Road by the engineering geologist will determine the require%lrents for stabilization. The 1.&l cut ratio is considered satisfactory with respct to gross stab%%y . , Puge 2 - Et is GWP opinion that the s&ject slopes or other slopes ?hcrt may be programmed at l-1/2:1 are . . d - gnxsty stable although it &uId be emphasized that due to .the granular nature of onsite materisi vegetaf ccver should follow the grading as soan as psible to minimize the possibility of surface ,* f - erosion. i I - Reqp~ctful ly submitted, - - PACIFIC SOllS ENGINEERiN%, INC. Vice President - IX&-z (2) Addressee (3) V.T.N. Am G. L.likntm . ?AF:RPK/scb - - - - PACIFIC Z30lLS EtUQtNtZERINO, IMC. -. I ; : - - - - - f i - 1. f - - - - - - - July 5, 1574 -Wok brder 100236 +ROPOSED DEVELOPMENT SITE CONDITIONS GEOLOGY Delmar Formation Terrace Deposits ..landsl ides Alluvium -DISCUSSION -General Existing Fills Slope Stabi I ity Bearing Capacity Expansion Characteristics : TABLE OF CONTENTS Page No. Settlement Considerations Shrinkage and Subsidence Factors CONCLUSIONS AND RECOMMENDATIONS General -Unit I Unit II Unit Itl -Unit IV Tennis Court Area action Design . PACIFIC SOILS ENGINEEWNQ, INC. 2 2 4 4 5 5 .. . 6 6 7 7 8 8 9 . 10 10 ‘11 11 13 15 - - -^ I - - - 8 -_ . I - f - f 1 5: - f ;> t - .; i -- ‘r Jury 5, 1974 : Work Order 100236 0 TABLE OF CONTENTS (continued) APPEND IX 18 - 19 EARTHWORK SPECIFICATIONS PLATES AND TABLES Plate A ‘_ Plate A-l Table I Table II Plates B-l .& B-2 Plate C Plates D-l & D-2 Plates E-l thru E-12 Plate E-13 Unified Soil Classification Boring Log Log of Test Pit Excavations Laboratory Test Results Consolidation Curves Page No. Ultimate 8earing Capacity Cross-Section B-B 1 Cross-Section A-A’ Summary of Cross-Section A-A’ . . PACIFIC SOILS ENGINEERING, INC. . July 5, 1974 ‘.Work Order lrX236 -- +PROPOSED DEVELOPMENT Page 2 $ Jt is proposed to construct single-family residential lot pads and four (4) tennis courts by cut ,- t g and fiff grading techniques. A portion of the site, adjacent to El Camino Real and Alga Road ^i . - ,(notiheast corner) may feasibly be developed for commercial use. 5 -B&h cut and compacted fill slopes are programmed at 2:l. Minor grading has been done in - -.eonjunction with access roads that traverse the property at various locations. Fill slopes descend onto thesite at several locations along El Camino Real. SITE CONDITIONS --1 * * ,. - ‘_ The site is bounded on the north by the proposed westerly extension of Alga Road, on the - east by EI,Camino Real and on the south and west by undeveloped property. ,. ‘._ :._ . - The property is of irregular configuration and consists of approximately 120-acres of rolling _- ; * hills. The maximum relief is on the order of 180-nfeet. > 4 .‘. ;.- i Vegetation consists chiefly of grasses, weeds,occasionaI shrubs in the main valley, the rem- i - i, nant of gladiolus cu!ture on the highlands and native brush in the ravines and at the north F, . ‘” - . $ B ~-mrgin of the site. .,-.;. . PACIFIC SOILS ENGINEERING, INC. - _- I July 5, 1974 Work Order 100236 * Page 3 1’ * [. y GEOLOGY . f Delmar Formation : . . The Delmar Formation consists chiefly of interbedded gray buff, coarse-grained, friable sand- stone, gray-brown, dense silty sandstone and gmy-brown clayey siltstone with occasional conglomerate beds. These rock materials are exposed in several existing cut slopes and canyon outcrops and were revealed in the trenches. The light colored, friable, coarse sandstone varies from loose to moderately dense and may - be expected to erode easily in excavated slopes. Stringers of silty clay in the siltstone unit appear expansive. Wh ere these clay beds crop out, they swell und appear to dessicate rapidly, In cut slopes and pads, this material may generate slope stability and expansive problems. Beds dip at low angles and are gently folded over most of the tract, making predictions of - I specific attitudes in slopes difficult. Bedding along El Camino Real, however, is quite dis- ‘/ E tinct. A fold is shown on the plan parallel with El Camino Real, which may effect the stability f of that west-facing cut slope. $ - g 5 $ Terrace Deposits $ r: These clayey sands and gmvels will be graded from the higher elevations and placed as fills, w j: F according to the accompanying grading plan. They should be easily excavatable. No bed- fl -” c ding was noted in the Terrace Deposits. Dips in that unit, if any, should be flat. & PACIFlC SOILS ENGINEERING, INC. .I - g 2 .$ ‘> P - I i L ‘, . . j, - .‘ -. i - - - -- - - : - .! .* J - 1 - \ 1 - - ..July 5, 1574 -Wtxlc Order 100236 . bradslides * .-NO major landslides were observed on the site. An occasional surficial slump was noted. Alluvium Alluvia1 materials are loose, dry, silty sands occurring as narrow deposits in the lower canyons. , -DlSCUSS ION General The site is suited to the type of development proposed. Geologic conditions appear to be gen- e&y favomble and no maior landslides or sh~mps that adversely effect the property were’noted. No excessive d. p&s of ia\v density soils were encountered in the canyon areas. . The subsurFace soils and bedrock materials were for the most part found to be damp to moist to the depths penetrated. Seepage was not encountered in any of the test excavations and in our -+nZon, at this time, subdr~~ins beneath compacted fills wilJ not be required. Ground water wos encountered in the ex$omtary boring, however, it should not effect the proposed develop- : menf . The bedrock materials range from medium dense to dense to the depths explored, and should be easily terraced and excavated with convenGona1 grading equipment. Light to medium rip- -Phg May be anticipafed in the deeper cut areas, Ail excavated materials will be suitable for use as cuqacted fill, PACSFlC SOILS ENGINEERING, 1NC. s - F 1 i - 1 $ f‘ - . E i ;. ! - 1; b. . -. - - - - - 1 - ; * 3 $ t - * July 5, 1974 Work Order 100236 . Page 5 Existing Fills * Existing fills are present in a number of areas at the project site. These fills are associated with road fill placed for the development of the existing access roads and peripheral street systems. In these areas, the fill on the slope surface appears loose and future fill will need to.be benched end keyed into competent material. Other areas of existing fill will require removal as directed by the project soil engineer. Slope Stability Cut and fill slopes are planned at two (2) horizontal to one (1) vertical ratios.. The maximum vertical heights that are shown on the plans are 37-feet for cut slopes and 33-feet for fill slopes. A swedish circle slope stability analysis was performed for a 47-foot high, 2:l slope utilizing shear strength parameters for typical compacted fill. The results indicate that the slopes, as ’ proposed, will possess an crfequate factor of safety. Shear strength of cut materials are equal to or exceed these of fill, thus indicating gross cut slope stabiIity.(See Plates E-l thru E-13) 1. A portion of the west-facing proposed cut slope decending from El Camino Real will require - e a compacted buttress fill. Calculations and key dimensions for this buttress and possible smaller A :; buttresses are presented on the attached Plates D-l and D-2. 1 Stability fills may be required where loose running sands or other adverse geologic or soil - conditions are encountered in cuts slopes. - . f PACIFIC SOILS ENGINEERING, INC. . ‘ - .: y: y; T - j - $ - - - - - July 5, 1974 Work Order 100236 Page 6 -Bearing Capacity , . ne ultimate bearing copocity was determined util’zing the most critical remolded shear strength &amcteristics. The calculations are presented on Plate C. The calculations indicate the soils and bedrock in a compact natural stateor when properly placed as compacted fill, Gill have adequate bearing &pa&y to suppti residential structures. . Expansion Characteristics .- The test data presented in Table 11, indicates that the majority of the soils and bedrock encoun- tered on the property are nonexpansive in nature. The materials varied from nonexpansive to moderately expansive. Some cut lots may expose expansive bedrock that may be advantageous -to averexcavate and replace with compacted fill. ; Miiing of these materials during grading opemtion; would probably result in a soil possessing a nonexpansive to slightly expansive potential. . . . . ;. _. Anticipated foundation designs should include the foliowing: 1. -2. 3. 4. Minimum Footing Depth 2---Y 180inches below grade f . -l-story PC 12-inches below grade Footing Reinforcement for Fill and Transition Lets (no requirement for cut lots) One (l), No. 4 reinforcing bar at top and bottom Slab Reinforcement &inch by &inch, No. 10 by No. 10 Moisture Control Under Slab lO-mil “Visqueen” with 1” of sand over membrane; rock base or sand shall not be required beneath the membrane. PACtFIC SOILS ENGUUEERINQ, INC. ii. iv :i ir ‘i, r - :_ c - i>. i- - i.; .- i F . i - - ;: - i -- - i’ - i - !’ - - - - - .- - July 5, 1974 Work Order 100236 The pn&ing criteria should be reviewed and may be modified based upon tests during and at the conclusion of grading operations. Unless selective grading is utilized, some expansive lots should be anticipated. Settlement Considerations The subject property contains varying earth materials, consisting of moderately dense soil and alluvium, and moderately dense to dense alluvium, and bedrock. The alluvial soil encountered onsite is both granular and fine-grained in nature. The amount of settlement should be at a minimum as the materials tested exhibited a low volume change under consolidation tests and showed little or no adverse effect due to moisture content varia- tion. However, assuming critical boundary conditions and one (1) month as the time to place the compacted fill to the proposed grade, all settlement will take place during grading and approximately 30-days thereafter. r Generally speaking, the upper soils, and alluvium in the canyons were found to be unsuitable in their existing condition to receive filf . Therefore, they should be removed down to firm competent soil or bedrock prior to placement of com&cted fills. The estimated removal depths are on the order of one (1) fo four (4) feet. rJ Shrinkage and Subsidence Factors It is anticipated that the upper soils and alluvium, over the site when reused as compacted fill, will shrink on the order of eight (8) to 14 percent, No significant volume change is expected of bedrock excavated and recompacted as fill. PACIFIC SOtLS ENGINEERING. INC. -- - - -~ . - - - - - - - - - - - July 5, 1974 Work Order 100236 : . Page 8 CONCLUSIONS AND RECOMMENDATIONS . .&,ed upon the field investigation, laboratory testing and analyses, the review of the enclosed ptan, the following conclusions and recommendations are presented: 1. In general, uniform and predictable conditions were encountered in the exploratory excavations throughout the site. In our opinion, the site is suitable for t ,developmenf. he intended 2. Bedrock underlying the tract consist of sandstone and interbedded siltstone which have -been assigned to the Eocene Delmar Formation. Surficial deposits include man-placed. fill, natural soil, and alluvium. Our field invesfigtifion indicates these rocks and soils should be readily excavated utilizing normal grading techniques. 3. The following general recommendations concerning cut slopes are presented. U. Proposed cut slopes which are oriented in the same direction and are steeper than the underiying geologic structure will require remedial stabifization in the form of stabilization or buttress fills. b. Proposed cut slopes which intersect uncemented sandstones may require .&biIization. C. Proposed cut slopes which intersect soil, alluvium or other uncemented material determined by the project engineering geologist to be unsuitable in cut slopes, showld be overexcavated and replaced with a minimum 15-foot wide compacted .PACIl=IC 501l.S ENGINEERING, INC. - - - - _- . - - - - - - - - - - - - July 5, 1974 Work Order 100236 . . Page 9 stabilization fill. d. Over most of the property, geologic structure is inclined in northerly andwesterly directions which could result in stabilization of proposed cut slopes facing in those directions. 4. Lots are indicated in the area of the 1,000 yard roastal restriction, however, no grading is programmed at this time. 5. Relating our findings to the gruding plan, the following comments are presented concerning slopes on a lot-by-lot basis in the four (4) arbitarily nrjmbered units of Tract 72-34 and in the tennis court area. *’ a. Unit I 1) 2) 3) 4) * . The cut portion of the fill-over-cut slope behind Lots 16, 17, 23 and 26 should be replaced with a minimum 15-foot wide compacted stabilization fill. The cut portion of the fill-over-cut slope behind Lots 21 through 22 9 require a minimum 1%foot wide compacted stabilization fill (possible stabilization). The west-facing cut slope behind Lots 33, 34, 42 and 43 may require a compacted buttress fill (possible buttress). The west-facing cut slope behind Lots 43, 50 and 51 will require a com- pacted buttress fill, due tc unsupported bedding. (calculations are shown PACIFIC SOILS ENOINEEFHNQ, INC. J : ‘r 4 I -_ - - - .- . - - - - - - - -. - -_ - . July 5, 1574 Work Order 103236 . Page 10 . :-on Plates D-l and D-2). -5) The existing fill slope placed during construction OF El Camino Real, behind Lots 51, 59 and 60 will require overexcavation and replacement with a minimum 15-feet compacted stabilization fill. . 6) The west-facing cut slope behind Lots 59 through 68 may require a com- -. ) L;,.* * pacted buttress fill due to anticipated unsupported bedding near thr toe. A determination will be made during grading for this and other possible stabilization requirements by the engineering geologist and/or soil elrgineer. b. Unit 11 1) The east-facing side cut slopes on Lots 16 through 19 should be over- excavated and replaced with a minimum 15-foot wide compactcJ stabil- ization fill. The south-west-facing cut slope behind Lots 32 through 35 may require o compacted butfress fill (possible buttress). 3) The southeast-facing cut slopes on Lots 47 through 49 may require a -minimum 15kfoot wide compacted stabilization fill (possible stabiltzation). 4) ‘. The west and southwest-facing cut slope on Lots 68 through 80 may require a minimum 15-foot wide compacted stabilization fill. ~f,,,‘d,q (4 C* Unit III 1) The south-facing cut slopes and fill-over-cut slopes at the back und the east-facing cut slopes at the side of Lots 6 through 11 will require over- PACIFIC SOILS ENGINEERING. INC. July 5, 1974 Work Order 100236 3) 4 . Page 11 excavation and replacement with ?5-foot wide compacted stabilization fills. The east-facing cut and fill-over-cut slope behind Lots 14, 15, 16 and 58 may require overexcavation and replacement with a minimum 15-foot compacted stabilization fill (possible stabilization). The cut portion of the fill-over-cut slope behind Lots 29 through 39 may require replacement with minimum 15-feet compacted stabilization fill (possible stabilization). The southwest and south-facing cut portion of the cut and fill-over-cut slopes behind Lots 49, 50 and 51 may require a buttress fill (possible buttress). The east-facing fill-over-cut slops behind Lots 59 through 62 may require a minimum 15-feet wide compacted stabilization fill (possible stabilization). The southwest-facing cut slopes and the east-facing side slopes n Lots 69 through 72 may require compacted buttress fills (possible buttress). d. Unit IV .* >* i 1) The north-facing cuf’slope behind Lot 65 may require a buttress fill. -’ 2) The north-facing cut slope on Lot i3 will require a buttress kll. 3) The south-facing cut slope below the tower on the north side of the north boundary road may require a buttress. e. Tennis Court Area 1) The north-facing cut and fill-over-cut slopes in the tennis court area and shown on the plan should be replaced with a compacted buttress fill. PACIFIC t3OlLB ENUINEERINQ. INC. - -. .- -. . - - -_ - -. - c- - - - - . hly 5, 1974 Work Order 100236 . Page 12 39 The cut portion of the tennis courts which are underlain by a daylight liine (transition lots) should be overexcavated a minimum depth of six c(6) f ee an re t d PJ aced with compacted fill. This is necessary to provide a uniform bearing condition for the court structure, and to minimize ~possible differential settlement. 6. 7. 8. 9. During grading of the tract, it may be necessary to stubiJize other adverse geologic conditions if encountered. Buttress designs are presented on Plates D-7 and D-2. Based on the results of our investigation, subdrainage systems are not considered neces- sa’y for the canyon areas. Existing fills were demoted onsite. The approximate limits of fie existing f?Jlr are indicated on the enclosed ptan, The onsite fills were generally associated with fiJJ placed for street construction, Com- pacted fill placed for the proposed development will need to be keyed and benched into the existing fiJJ os far as possibJe without creating a hazard to the equipment operators and the superjacent street or property. The greatest extent of existing fill is located along EJ Cumino Real in Tract No, I, in , the vicinity of LO% 52 and 59. Jf appears that this fiJJ is non-confirming and will p3eed to be removed to competent material. PACU=!C YSCI~F~ EN~GWU~C~I~I~ rnwr .! - - . .- - c - - - - ..- - - - July 5, 1974 Work Order 100236 ; . Page 13 JO. Ground water should not be considered detrimentaJ to the proposed site development. Compaction General earthwork specifications are included in this report. The following specific recom- mendations apply to this project. 1. 2. 3. 4. 5. AJJ grading should be done under the inspection Jnd testing of the project soils engineer and engineering geologist in accordunce with the City of Carlsbad. Excessive vegetation, debris, and other deleterious materiaJs should be removed and wasted from the site. All fill and processed natural ground should be compacted to a minimum relative com- paction of 90 percent, based on the laboratory standard ASTM:D 1557-7OT, modified . to three (3) layers. Compacted fill material should be keyed and benched into bedrock or firm natural soil approved by the soil engineer, where the natural slope is steeper than five (5) horizontal to one (1) vertical. In order to minimize shallow surficial slumps on compacted fili slopes, the following grading procedures should be undertaken: a. FiJl slopes should be back-rolled during mass filling at intervals not exceeding four (4) feet in vertical height. PACiFIC SCILS ENGINEERING, INC. I I .- - - - - . - - -. - -. - .- - - - . . 6. b. @WE &&!J BS i&&i f@ w&d @kga af JWS~ materiai down the face of the Gr A+ @%i@k+%% 6t MB% fiJJJn$, the ~Jape ~tfaces should be watered and com- we#& @St with g &M~&M f6ikf ati thati with a grid rof Jer, operated from 43 &k k%+EG ggt 6i @qukJ~~t equJpmehtl for the entire height of fill. ASPCA &sK&SV~ ‘us ik Q&W@ (o)~ fJJi riopa may be overbuilt by at least one (1) foot, and &qtiahli~ itiamd ba& ta ,Ae empsted C6E!. In W&&&M & &kJ %ftkm& WIZJ &%MR~JQJ settlement, the following procedures -&X&J k% #!r%?!k%‘&% &ha &WI@&% QR’~ ~tniovols, prior to placement of compacted 1 fkWh~& &I %kF?&k %z$J% W&J ~WS G&Jw&B~,, cdwn to competent or sound bed- -,+&k.. f&j$jg&~ y -..a. ,- :J 1 BFMVU~ ‘&$tpIIs 0% ;fy~lb t(Z) ti &feet, with local variations. .,-@&Rw% tifk~& r~~~~~~~~~~~~n,~5tirriated depth on the order of -~~~:fb~~~r~~~):‘~~tw~~~titie~~~~~-n~.materiaIs to a depth of one ;-(o k& p&r :m fi#i?ng. k&l WI&&WS rm~y also be expected in this canyon ~&f&r& clfe”t~~G~tRjP’i6ii~s WS@&Q WHW&I ad:pracess depths should be made - - ~- - . - - i. :, .a - c % f - \ E 6 - - - - - - k - k h -, [: July 5, 1974 work order 100236 . Page 15 7. The test data indicate that the alluvial soils will shrink on the order of eight (8) to 14 M- _._A_ -__I - percent when excavated from the canyon areas and recompacted. The bedrock materials ----__- _.-.---.“, shoufd not reflect an appreciable volume change when excavated and recompacted. -------._ ..___ ._-^__ _ .____ ___ ,..___ _....1-1-. -. - .-.. . . ,j _- ._._ ,. ._ I_- _ .__?.- ,-. _ ,, - - ..r ,.-_.- -- These figures assume that the fill is compacted to an average relative compaction of 92 percent of the laboratory standard. 8. Where landslides exist in areas programmed to receive fill, the slide should be removed entirely prior to placing fill. Design 1. Based upon the attached slope stability calculations; two (2) horizontal to one (1) ver- tical fill slopes and cut slopes with favorable geology, may be considered stable as progrummed to the heights indicated on the plan. 2. The cut portions of the lot pads traversed by cut-fill daylight lines, should be over- excavated 30-inches and replaced with a compacted blanket fill. The blanket fill for transition lots as well as blanket fills above stabilization fills will need to utilizc the more cohesive material available at the time of grading. Based on the plan review, approximately 130 to 150 lots may require capping. They are called out on a lot-by-lot basis for each unit as follows: I z a. Unit I Lots; 8-l 1, 16-26, 31,32,34,35,41-44,50,51,59-68,75,76 : i ‘PACIFIC 5OILG ENGINEERING. INC. / - - - - - - . - - - - - - - - .- _-. ._ - - - July 5, 1974 Work Order 100236 Page 16 b. II bit Lots: 6-13, 16-21, 45-48, 56-58, 60,61,64,68,82,86,87,88 C. III Unit Lots: 6-16,29,34,38,51-54,57,70-75,79 3. For preliminary design purposes, a recommended bearing capacity for residential con- struction, including dead and live loads of 1500 pounds per square foot for both com- pacted fi II and cut lots may be used. Bearing capacity calculation were made using shear strength parameters for the most critical soils encountereed. The results are pre- sented on Plate C. . Foundation design criteria are presented in the “DiscussY.7n” portion of this report. a. The majority of soils and bedrock encountered onsite are considered to be nonexpansive d. Unit IV Lots: 1,5,6,19-26.29-33,36,40-44,46~55,58,59,61,62,65,66,68-70,?3,80,81 ,84 in nature. The materials varied from nonexpansive to moderately expansive’ with the anticipated fill mixture having a non to slightly expansive potential. Final foundation recommendations will be based on expansion criteria and must await the completion of grading, when the final distribution of the onsite soils can be determined . PACIFIC SOILS ENGINEERING, INC. :, - *Y’ 1 i., : - g b - 6 f. & - L i $. I. i. . - 71 :: P *. - . . b, in i- :< .- b y# - :: 1, - 1 g :; July 5, 1974 Work Order 100236 , Page 17 Pacific SoTIs Engineering, Inc. warrants that its findings and recommendations contained in this report are predicated upon the specific borings, test pits and outcrops as noted. The strata immediately adjacent or beneath may have different characteristics. This warranty is expressly in lieu of all other warranties expressed or implied; and no person, firm or torpor- ation is authorized to make any other warranty in lieu thereof on behalf of Pacific Soils Engineering, lnc = This report is subject to review by the controlling authorities for the subject project. Respectfully submitted, PACIFIC SOILS ENGINEERING, INC. Reviewed by: By: REX P. KETTER, R.C.E. 15251 General Manager RICHARD E . LOWNES, E.G. 108 Dist: (8) Addressee AJJ:REL:RPK/scb PACIFIC SOILS ENGINEERING, INC. s - t :: - - 2. 1 1. f’ .- i . ; .- / - - ; t. : -3bge18 APPENDIX A. Field Investigation Twenty (23) t renches were made to depths ranging from five (5) to 12-feet using a rubber- -tired backhoe with a 24-inch bucket. In addition, one (I) exploratory boring was made using a rotary bucket drilling rig, with a 24-inch diameter bucket. Undisturbed samples for detailed testing in our laboratory were obtained by pushing or driving (I sampling spoon into the material. A split barrel iype spoon was used, having an inside diameter of two and one-half (2.5) inches, with a tapered ruuing tip at the lower end. The barrel is Iined with thin brass rings, each dne (1) inch in len$h. The spck penetrated ,-into the soil at the bottom of the trench approximately s’ut (6) .in;ches and at the bottom of the boring approximately 12-inches. The central poeion of this sample was retained for testing. Sand Volume Tests were also perf&r&d tit selected locutions; selected bulk samples were also obtained. All samples in the natural field condition were sealed in .airtight containers and transported to the laboratory. , . t The materials encountered were continuadsly Ioaged by our field engineer and classified by visual examination in accordance with the Unified Soil Classsificution System, us ,shown on Plate A. A Log of Trenches is presented in Table 1, The tog of I3orings is presented on Plate A-l . Groundwater was encountered in the exploratory boring at a depth of 17-feet. B. Labomtory Tests 1. Moisture content and unit weight determinations \yere made on undisturbed care -samples and sand volume tests obtained at varioz depths in the exploratory -+xcavations, providing information on rektive density and moitire retention properties of the various materials. The results are pesented on Table II and :on Piate A-l. 2. Shear tests were made on undisturbed and remolded bulk samples with a dire&- shear machine of the strain control type in which the r&te,bf ai& is O.QFinch per minute. Th e machine is so designed &at tests inay& pe&mned.~$aou$ .removing the specimens fro= the rings in ‘which they VIere kbtuid or r&olded, . insuring a minimum of disturbance from the initid conditjom.’ Sskcted specimens were inundated for approximately ‘24~hours and then were ~bjecteed to shear under various normal loads. Selected specimens were sheared at cptima~m nxkfure. The results are given in Table Il. PAClFlC SOILS ENGCNEERING, INC. - ’ f J I - i- i t ‘ I - f ; - - - - -- - - - - - - - - - - July 5, 1974 W&C Order JO3236 . Page 19 3. 4. 5. 6. Consolidation tests were performed on specimens of the representative soils. The con- solidometers, like the direct shear machine, are designed to receive the specimens in the rings in the field condition. Porous stones, placed at the top and bottom of each specimen, permit the free flow of water from the specimen during the test. Progressive and final settlements under increasing load increments were recorded to a accuracy of 0.0001 -inch. Time-rate consolidation determinations were also conducted on specimens at approximately proposed fill loading conditions. The final settlements so obtained are plotted to determine the curves shown on Plates B-l and B-2. Laboratory maximum densities were determined on samples of the major soil strata to provide data on relative compaction of the native soils. The results are presented in Table II. Particle size determinations and After-berg Limits’Tests were conducted on representative specimens to aid in classification of the soils. The results are presented in Table Il. Expansive characteristics were determined for representative surface soils and bedrock by three (3) methods. In the first method, the samples were remolded to 90 percent of the laboratory standard and tested from optimum moisture content to satirration under a surcharge load of 653 pounds per square foot. A second method consisted of remolded samples testecf from air-dry to saturation under a surcharge load of 60 pounds per square foot. Expansion potential was ajso’determined in accordance with the procedures set forth in the A.S.C.E. Index Test. The results are presented in Table 11. PACIFIC SOILS ENGINEERING- INC. t 1 t - / 'i i . - i 1, i I t 1 t . - i f .* / L - i i 1. t i . : ~PACIFIC SOILS ENGIN’iERING, INC. .EARTHWORK SPECIFICATIONS - -These specifications present the generally uccepted standards and minimum require- ments fo; earthwork grading operations with the development of the project, Thqpe specifications shall be the project guidelines for earthwork except where specific~~lly .wpeneded in preliminary geology and soils reports, or by prevailing grad;@ &des ar ordinances of the controlling agency. . I GENERAL A. The contractor shall be responsible for the sa+isfaek+ry compktian -of all earthwork in accordance wii;r the project plan5 and specifica- 3ions. B. The project Soils Engineer and Engineering Geofagkt are the awners representative and shall provide eng;neering and geologic inspedm und testing services. CO All clearing, grubbing, stripping and sjtti preparation for *he pr+:t .&all be accomplished by the Contractor TV the sat%fachm of the Soiis Engineer. D, It is the Contractor’s responsibiliiy to preq~re the grad s~rfacs *S-J receive the fills to the sutisfactron of the Soils Engineer and to place, spread, mix, water and comport *he fill in accordance wyyifh .the job specifications end as required by iS’-e SojIs Engineer, The Contractor shalt also remove 011 material csnssider~ by the Soils ’ Engineer to be unsuitable for use in the construction of compacted fill, . . Em The Contractor shall have suitabfe and sufkient compa&%71 equip- ment on the job site $0 handle the srtxx,m~ of 54il bsisrg g&xd, 1f raecesay, excavaka equipment will be shti down item~arjl y 2, -=-mder to permit proper compac~im of $;I!5 it3 be sxhie~ed. §uiffS?r~~ ~wieering apprutus 4 3 i QlsQ be pmYids?d i.y 4x? :~re&x, w&t:h due +codderation io the iype of fihl ma%mi~j, r&e of ,pfamwt, and rtime of year, F, A ciml rq3mt sk114 ibe kswd by Skte §oiils E%iwr and E~icwiriiq GeoI~?Sf -atMing t.0 3&e Con;fsgctQr~o comnimce wiifh ffkg?se .splecifiCQtis3as, The map a35d in &is firnil IIXFJXX$ wSl $3~2 Skke “‘As -hiIS” p1carl prepared by She project &sip .fi!ngimer, -----.- - .-__. - ---. -.- .~_-~~~.-.- --.- - c 1 ( b L- - 6 k * t i - I i - .& I i \ / - - - - - - - .- Earthwork Specifications Page 2 II ‘. 0 SITE PREPARATION A* Excess vegetation and all deleterious material shall be disposed of offsite as required by the Soils Engineer. This removal must be con- cluded prior to placing fill. B. Soil, alluvium or rock materials determined by the Soils Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the Contractor shall also obtain the approval of the controlling authorities for the project prior to placement of any fill. All materials incorporated OS a part of a compacted fill must be approved by the Soils Engineer. C. The ground surface prepared to receive fill shall be scarified, disced or bladed by the Contractor until it is uniform and free from uneven features which may prevent uniform compaction. The scarified ground surface shall then be brought to a near optimum moisture condition, mixed as required, and compacted as specified. If the scarified zone is greater than twelve-inches in depth, the excess shall be removed and placed in lifts of six to eight-inches in thickness. Prior to placing fill, the ground surface to receive fill shall be inspected, tested and approved by the Soils Engineer. In areas where it is necessary to obtain the approval of the controlling agency, it is necessary for the Contractor to notify the proper authorities. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines or others not located prior to grading are to be removed or treated in a manner prescribed by the Soils Engineer and/or the controlling agency for the project. Ill COMPACTED FILLS A. Any material imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soils Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soils Engineer. - * 1 i - F t - I i 1 , - ! Ear t:,woi.k Specifications B. c. . D. E. F. G. : Rock or rock fragments less than lightinches in the largest dimension may be utilized in the fill, provided they ore not placed in concentrated pockets and the distribution of the rocks is approved by the Soils Engineer. Rocks greater than eight-inches in the largest dimension shall be taken offsite, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. Recom- mendations for rock disposal such as location, moisture control, percentage of rock placed, etc., shall be made in the soils report. If oversize material was not anticipated in the preliminary soils and geology report, and rock disposal recommendations hove not been made, the Contractor shall notify the Soils Engineer that oversize rocks are encountered. The Soils Engineer will then prepare a rock disposal recommendation or request that such rocks be token offsite. Material that is considered unsuitable by the Soils Engineer shall not be used in the compacted fil I. Representative samples of onsite material to be used for fill shall be tested in the labcratory by the Soil Engineer in order to determine the physical churacteristics of the material, During grading operations, imported soils or soil types other thon those previously analyzed may be encountered by the Contractor. The Soils Engineer shall be consulted to determine the suitability of these soils. . The fill material shall be placed by the Contractor in layers that when compacted shall not exceed six-inche,. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain Q near uniform condition of material in each layer. Where the moisture content of the fill material is below the limit specified by the Soils Engineer, water shall be added until the moisture content is within the limits required 50 05 to assure an adequate bonding and compaction of all fill mvterials. Where the moisture content of the fill material is above the limits specified by the Soils Engineer, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is within the limits specified. : . i t 1 i i 1 - c 3 - ; t i’ Earthwork Spec i firations . H. I J. K. 1. M. : Each layer shall be compacted to a minimum of 90 percent of the maximum density in compliance with the testing method specified by the controlling goverrmental agency. (In general, ASTM:D- 1557-7QT will be used, either with a five-layer or three -layer curve. ) lf compaction to a lesser percentage is authorized by the controlling governmental agency because of a specific land use or expansive soil conditions, the area to receive fill compacted to less than 90 percent shall either be delineated on the grading plan or appropriate reference made to the area in the soil report. All fills shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium or creep material, into sound bedrock or firm material where the slope receiving fill exceeds a ratio of five- horizontal to one-vertical, in accordance with the recommendations of the Soils Engineer. Side hill fills shall have a minimum key width of fiveteen-feet into bedrock or firm materials, unless otherwise specified in the soils report. (See detail on Plate G-l) Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency, or with the recommendations of the Soils Engineer and Engineering Geologist. The Contractor shall be required to obtain the relative .compaction out to the finish slope face of fill slopes, buttresses and stabilization fills OS directed by the governing agency for the project.. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suit- able equipment, or by any other procedure which produces the designated result . . I The Contractor shall prepare a written detailed description of the method or methods he will employ to obtain the required slope compaction. Such documents shall be submitted to the Soils Engineer for review and comments prior to the start of grading. All fill slopes should be planted or protected from erosion in accordance with the applicable grading ordinances. \ - _.- . - .- -- - - .- - - - for&work Specifications Fuge 5 N. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil prior to placing fill. {See detail Plate G-2) IV CUT SLOPES A. B. I . c. D. E. The Engineering Geologist shall inspect all cut slopes which may be affected by geologic conditions at vertical intervals not exceeding ten-feet. If any conditions of an odverse or potentially adverse nature not anticipated in the preliminary report, are encountered during grading, the Engineering Geologist and Soils Engineer shall investigate, anolyze and make recommendations to treat these problems. Cut slopes that iuce in the some direction us the prevailing drainage shall be protected from slope wash by Q nonerosive interceptor swule placed at the top of the slope. Unless otherwise specified in the soils and geological report, no cut slopes shall be excavated higher or steeper thon that allowed by the ordinunces of controlling governmental agencies. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, or in accordance with the recommendations of the Soils Engineer or Engineering Geologist. V GRAOING CONTROL . A. Inspection of the fill placement shall be provided by the Soils Engineer during the progress of grading. Field density tests shall be made by the Soils Engineer to evaluate the compaction of each layer of fi I I. . Density tests shall be mode at intervals not to exceed two-feet of fill height. Where sheepsfoot rollers are used, the soil may be disturbed to o depth of several inches. Density determinations shall be taken in the compacted material below the disturbed surface. B. Where tests indicate the density of any layer of fill or portion thereof is below the required relative compaction, the particular layer or portion shall be reworked until the required density has been attained. NO additional fill shall be placed over an ureu until the last placed lift of fill h US b een tested and found to meet the density requirements und that lift approved by the Soils Engineer. f 1. 1 1 I -. - .- . - - - I - - - - . ‘. . b-y.. ,..’ c: ..:q$ : ‘.. . . ,.Ea&work Specifications Page 6 - . : C. Inspection by 8, Soils Engineer shall be conducted during the filling --and compacting operation so that he can state that in his opinion all cut and filled ureus are graded in accordance with the approved ,;specifications. -.D. Where the work is interrupted by heuvy ruins, fill operations shall snot be resumed until the field tests by the Soils Engineer indicate -*he moisture content and density of the fill are within the limits -previously specified. . -VI PROTECTION OF WORK . A, During construe tion, the contractor shall properly grade all excavated surfaces to provide good droinage and prevent ponding of water. He shall control surface water to avoid damage to adjoining properties ,or to finish work on the site. The Contractor sh?ll take remedial measures to prevent erosion of freshly graded ureas and until such time .as permanent drainage and erosion control measures have been installed. B. After completion of grading and the Soils Engineer hos finished his ---observations of the work, no further excavation or filling shall be - done except under the observation of the Soi Is Engineer, . GENERAL GRADING RECOMMENDATfONS * TYPICAL FiLL ABOVE CUT SLOPE Cut/f ill contact shown on grading plan- shown on “as-built” i I . Remove all topsoil colluvium and creep matetlal from transition Topc Natural . . wwhy Bedrock or approved foundation material - . - - - - - . .SE!LECT~‘VE GRADtNG DETAIL --:FCM3 ST2WLlZA7-10N FILL . : :WWiDWLE MATERIAL EXPOSED .dN iP0RTiP:N OF CUT SLOPE - . . . -. . . , Unwectherod bed.roc& , NOTE: 1. Subdralns not required unless specified. 2. *let” shot1 be equipment width (15’) for slope heights less -than 40 feet. For slopes greater. thon 40 feet “W” shall .--be defermined by the project soils engineer. STABILATION [ FILL e : -. am-F- &P .3 - - - . . ‘GEMERAL GRADING RECOlWENDATlONS . . .-. : .CUTCOT . .: .’ . 0 * .-..‘ :*: -.- .-- -i.ranthe~~d - 0 0 @ @r oc I _ I Unweathered . . I bedrock Overexcavaie and regrade ’ . . ‘I . . . . . CUT- Fr Li LOT’ . __ (Transition) Original ground I Compoctcd 3’ fi’1 /-;& 1.. t #( CH’ e<e~o\\&fo OVerexcavate ~OPO;;fCb,,-- / awQ’,/ and regrade Unweathered -. bedrock . . PACIF1.C GEOLOGY Ah0 SOIL LV;lkffR’~C 1 t; TRANSlTION LOTS 1 ‘r - - - - - - - - - - _- - TYPICAL CANYON SUBDRAIN DETAIL * TYPE A Co?/uvium end Af~‘uw/i/m &mova/ Nofe: f/tia/ 2U * ofpf$e fff outtef shall be non per for&a! . . . . . . I, -.... -. . . . . - . . f i/ier Ma ferrbi Washed concrefe sonu’ or No. 2 Or No. 3 gbck excess of 500 fk use 8 - diamcier p&e. CWfed petforofed CMP or approved Wbsfiti/ic wiih min. 16pefurc . $4 -&?mefer per fJk’..-;iin bofiot haIF of ,o+s. GEOLOGY AND SOIL tNGlhCERlHG CANYON SUBDRAIN a.0 * h. a-- - 81 - - - - - TYRCAL CANYON SUGDRAIN DETAIL TYPE 6 . ; . . . fvoic: Final 20 ’ of p/;Oe ff/ auf/w &UN be non -perform&d . . filier Maferial Washed cmcx:‘e sund or No. 3 or No. 3 6ock / 6 “Dl’ame fcr uspha/f coated peti%ufd CUP or cppr a wed,,subs fifute wiYh min. 16 per/urafkcs $j ci’cnefer per l/h. fl! in bcdfom hcvf of p&e. for conf/‘nuous run in excess af 500 fL USC 8 “d/bmcfer p@e. GCCILOGY AHO - -.. - - - . - _- - - - - .- - ,- - - - . . * .- . . . ,-MAJOR OWlSiGNS - SYMBOLS TYPtCIiL kAMES I _ . . . . . ---a - -. COARSE GRAINED SOIts Mare thon 50% of material is LARGER than 200 sieve rite) - ‘. . , . . FINE GRAINED soits More .i han 50% ff materioi is SI;:ALL E A hon 200 sieve rire) ‘. . Well graded grovels, grovel-sand mixtures little or no fines. Pcmly graded grovels or grovel-sand mixtures little or no fines. axwse fraction is LARGER thon th Silty gravels, grovel%ond-silt mixtures. Clayey gravks, grovel-sand-clay mixtures. -. -. * -.I . -: . l : ; SW Well> graded sands, gravelly sands, __ CLEAN SANDS ,?.i:~ little or no fines. -_ - .‘. . . 0.0. -SANDS ’ . l . ( sp ~corly graded sands or gravelly sonds, (More f han 50% l *. . :: *. IlltIe or no fines. pf coarse fraction : 1:t: L . Inorganic silts and very fine sands, rock ML flour, silty or clayey fine sands or clayey silts with slight plasticity. SILTS AND CLAYS . (liquid limit less than 50) inorganic cloys of low to medium CL plasticity, gravelly clays, sandy clays, silty clays, leon cloys. Organic silts and organic silty cloys. SILTS AND CLAYS (Liquid lirnitnorz.thon 50) HIGHLY. ORGANIC SOILS Pt Pea? and other highly organic soils. I M %OUNDARY CLASSIFICATIONS: Soils possessing characteristics of two grotips ore designated by combinations of group symbols. . -~WlFIEO SOIL CLASSIFICATION SYSTEM R - Undisturbed Sample B - Bulk Saztpie XGroundwater Table or ’ . Groundwaler Seepage . . . e a Reference: s smaller then the No.4 sieve SANDS *!i!b SM Silty sonds, sond-silt mixtures. size.) -.$:I ( -. _ ~~~r~~l~~~“.~t of fines) SC Cloyey sands, sand-clay mixtures. :),a *d:;f;r$ f;‘; . C:;;s;i:~:tIo:: sys:eT!l, Ccr:s cf Engineers, L’. 2 2.rr;;y ~~cb:c:l Nem;r~nJum NC. 3-357 Vat 1, March, 1353. ‘(Revised April, 1960) PACIFIC SOILS muxlYEEERlrw Ih’C* I 17875 Sky Park North IrvirlCL~~~~l. (714) 557 9450 W.0. 100236 VRlC 7/5/74 - J