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1990-349 G 7f~~"5 Category 6 3 L( cl Name ~ Street Address I () <-;¿ ç J-( ( Serial # I Description Plan ck. # Year recdescv SOUTHERN CALIFORNIA SOIL AND TESTING, INC. July 19, 1991 W.Y. Atiya, M.D. 75Ø East Latham, Suite 3 Hemet, California 92343 SCS&T 9Ø21Ø24 Report No.6 SUBJECT: Conformance of Earthwork, proposed At iya Residence, 1589 San Elijo Drive, Encinitas, California. REFERENCE: "Report of Geotechnical Investigation, Atiya Res idence" , by Southern Cal i forn ia So i I & Testing, Inc., dated March 27, 199Ø. Gentlemen: This letter has been written in order to confirm that we have observed and tested the earthwork performed to da te at the proposed Atiya residence located at 1589 San Elijo Drive in Encinitas, California. In addition, we have observed the subdrains behind the retaining walls which have been constructed at the site. The work which has been performed to date has been done basically in conformance with our recommendations. Additions to the subdrain system and relatively minor backfills remain to be made. A comprehensive report pertaining to the services we have provided is currently being prepared and will be submitted upon completion. This report will include the results of in-place density tests performed ôt the site and a summary of our observations. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. t Supervisor Submitted (2) Wodehouse Builders (1) SCS&T, Escondido 6280 RIVERDALE STREET. SAN DIEGO, CA 92120 . 619-280-4321, FAX 619-280-4717 . P.O. BOX 600627. SAN DIEGO, CA 92160 678 ENTERPRISE STREET. ESCONDlDO, CA 92029.619-746-4544, FAX 619-764-6579 JUNE 18,1990 LOGAN EN G INEERIN G 465 First Street, Suite A Enciniías, CA 92024 619-942-8474 1 OF 'Z. HYDROLOGY STUDY FOR THE ATIYA RESIDENCE DESCRIPTION: 1589 SAN ELIJO DRIVE ENCINITAS, CA 92024 APN 260-630-61 ..,.?;<'T;;r¥~~;~ ',"",' "','.")'~ "'()r,""""/,",',,,'~'. r: /'-;')Y ì.>"':¿'\'~")\, Pi I '"" / ".-jÝ \~: \, ; i ,~ I C :¡Q7'?t \ ~,:':,;\~,. i'\ I '" v (- ,1 , ;~:¡ ,I .; \, '" ' '), . t", ""','"\,,,,, ,b,'i,",',,12.,-J,l -93 Ç;I" IN \\ i$ \ / J ! "~, :t\\ /. */j \~~¿;~~Q!Yl~~~\"~ ~ "'-",-,,: {,iF r,."~,",(J,y,, '~:':' L hi \" ',/,,", ~_/ ' OWNER/PERMITTEE: MR. W. Y. ATIYA 750 EAST LATHAM, 13 HEMET, CA 92343 ENGINEER: ," .' LOGAN ENGINEERING 465 FIRST ST., STE. A ENCINITAS, CA 92024 619-942-8474 ',' .. No1B : :1: ~( aJ) \J æ \ Fl GÚ -'fi.{l5 ..If( Þ<~ 11N 1~8 ~ w 1rrb'iL ð~ ~ lIM M1"( ~ E.S NdJ --:;;..-- :{1..A v> ~ ti> ~fù1 p¿ytr::¡ . WlL--l, fJ\ec.--r lJ PEL$ ,ç ~I~ 'fuv t4Jtf. ~ ð,¡;,. ~ð- "'- '-- ~ 2- of L 'J: . Ii .¡ 'D ~ -S íI1f>/ - 1)eS1~J 1'~ ~,D. CoÙ~T-I I'DESi(;J ~ ~IZE ~AJvÅt-'\ - 'RA-11oJ41.. ~~eruoD ) Ð. :CI A "- ~O, L. ~f"2ùup lip"; ~1,J61£ f'AMI~ 12e5rVENl'lA1... :. C-= D.~r; V.'f: . \ Âíz.e1r = () .:~ 4- k t.c.::1tv(1~. -:r =- G, ~ I...L/HR bH ~ ":3ò' bUD' ~~::{).'C; l/ Q\fX) = tJ.c;c, (~. '3)~/3 4) = t. ð cF~ .",/ ~. ~ZM'" \e.- Co~ $~ - ~ ~c.é Q,oò '5 \J æ-j ~MAL-t...) H ~1XZAtJ.L,'( cAi.cvL.AJfl o.J.ç .,-ttðvLD ~of 13G 1<'£QJ\1l.eD f'e.{t ~~~ 'P\1CH ø 1ðf ' rk ~<-, -f. - Ð~~(-rE 1/i2AiJ~ '~hIA.. ßE ~ M..E5) kf4:A 'DI2A1..t 5 .t A "" ~-f~, ./ ¡ HA~Pl£D W t-r4 I'ZI\ P\Jc, 'P12ÅIJ i I . /. I', .; ¡I Á ''/'Ii /, Ii ,,' /, ( , !.' " j (,.\.1,," (~,I",' v,' ',." ,{ . ¡.' I, .' _:, , , ,\[ ,/ " ' \! / {:, ", , " 1\'" ,~' /v' " v' ',.. / "./ i : f , 1 ,', 'I . I ' , t .. " i ! /,- ~? /1 ....,1,/ .I / ,;: /:/,;, :~' ,V>.',' C , v, v - , t" ," Ii I.", ,rC " /Jr, ¡ ?l,' : ,? ;'-""":',/,'/,'1"71',"""",,,"/"," :.,"(,." if/'., '¡Ó--.,I/ ,~uv,:.4\.¡;.; ,:",.' (/\ (://;/'-('/,'/ " . /1"; '. . I J .. TAIU 2 RUNOfF COEFFICIENTS (RATIONAL ItETHOD) . DEVELOPED AREAS Coefflclen~.£ Soil CiI'oup (1) Land Use Res 1 dentt al: A - . - c - - . Single 'ami Iy Kulti-Unlu .40 .45 .50 .50 .60 .. .;, .45 .45 .30 . .35 .40 .50 .55 Hob I I e haDe. ' ,Rural (IoU' greater than 1/2 acre) , C_rci al (2) .' , sœ Impervi ous .70 .75 .80 InduStrial (2) , ~ IlIIpervl QUs .85 .80 .90 NOTES: " - -I' g' .7D , .65 . . .45 .85 .95. . , (I) Soil'Group aa~s are available at the offices of the Department of Public Works., , (2~h~re actual conditions deviate significantly from the tabulated impervious- ness values of 8Ot or 90%. the values given for coefficient C. may be revised by ~Itlplylng 8~ or ~ by the ratio of actual imperviouspes5 to the tabulated imperviousness. However, In no case shall the final coefficient be less than 0.50. For exaGlple: . Consi der coanerci al properey on D 5,oi I. ¡roup. Actual imperviousness -501 T.bulaced Imperviousness - ~ , , Revised C. ~x 0.85.0.53 . ... , , . . . lV-A-9 .. ' , APPENDIX IX-I aev. 5/81 .. '. . ... . . , ,-,--- '-"---- INTENSITY-DUMTIul'i DESIGN CHART 0'1 I s: C "1 -0 "1 t1) n "" "'C "" .0 ~ 5 "'. . 0 . 0 :J .5 - .0 ~. , Application Form: . 5 ~ . 0) Se1 ected Fr~quenc'ý . U>O ' yr. 0 ~ . :. :5 - 11) P6 8 l..c7. in.. P248 4.0 . . ,.. '" " . . . --.----..- ,. ,." .,. -H-H-H-"". -tl-I-I.ttHt == (:1:rJJ:L >.' I ~ 10 15 20 Minlltp.!I ,. -- ,. '...'.' .'0_""" >-I-.... . 40 50' 1 30 2 . 3 Ho'urs 4 5 6 .0 . . .5 .0 Directions for Application: 1) From precipitation ~ps dete~ine 6 hr. and 24 hr. amounts for the selected frequency. , Thesl maps Ire printed in the CountY Hydrology Manual (10.50 ^nd 100 yr. maps included in th~ Design and Procedure t~nual). 2) Adjust 6 hr. precipitation (if necessary) so , that It is within the range of 45Z to 6SS of the 24 hr. precipitation. Wot ~r-I'1icable to Desert) , 3) Pl~t 6 hr. precipitation on the rioht tide I , of the chart. I "4) Draw a line through the point parallel to the I plotted lines. . 5) This line is the intensity-duration curve for' the location being analyzed. . . ,. 2) Adjusted *PS8 ~;~ 3) tc 8 -1--min. 4) I 8 t5. 7 in/hr. '* . P 6 8 J~ 7 S* P24 in. *Not Applicable to Desert Region .. . APPENDIX XI IV-A-14 Revised 1/85 ..:--';1;".;' .. .' ". , ~'.'.p - ...-:'._.':- ., .', ."...,..,--~" ~ ... .'.'.' ",' . . "t...."..,. 00 ...- ......' . .~' .",' '&. -,..'... '" .' .. .._~-:-.:.. ". . ".. . 0 .......""--. -. - . --- ;;;. ~ - - - --- - . -. i::: ~.:._~. . . ." -.. .... ;.".:.:..¡.......=. - "".'.-::.=.~.., .".' _-:~.:" - ':~~~~--=~..:.~==='¡:'¡~~~~~.1.~'~~C~~:o;'~~-.rr" .. -== fa ~.,.,=-~" ":,,~""':=::!r..--, ~--=-...~~~~.-.. ," , , , .'... 1- ~ r ' I,'. !: -, ;.' ". - . ,!~-- I~~ ~ œ:..~, ~¡Jr.~ ..--::". b ~'fi.~~f;'- I!I~' ~'J;:~T"t:::;';' it ~~'.;..: \"'":,. , ,I, ¡;--..-~ - .-. ::' ~~..".~. 1m ~~:t:.~;:: ... -.... --. . ill;: r.~~~ .:e' ~1.:..~<: '. ~--=- ':I' ..- - ---;;"r=-- It! ~~:.:..~~.::.:~ I~" '..~- '-'H- ,Iifl ,.c~-::.~,,!~ j - ...,..".. '~i ~.-.':--.-:-'~"-""" ~'I ~ ::-:-:~ . ~~~~: " -'~~ J~:'--- ,~I" ~,:..... e, ,:,r-. r ~ ~' I::.:;'#-~:..~~.:..r__... ~! ~..~~~'::': ". '~~e- "!"Io:'~~ ¡ fií:.~ _r;.:"'Í"~. ' ..'-1. ..~ .:.-~ ---. ri'. "~~.¡:;.~" II" ~.. ~--. c~ í'i. ~C-_~IIr-"":o.:.. rr,., iE,"-~~;:~:: !it' ~.....~~... it' -' --~ .., --- -"'-'-".=-. ~ :.. ~b~---~.:'~ J ~ß t.~ ~~~, '. 'ìJ '~ .4:&.,'-, ,:. 'f; . -::~y-.:.:=-.- i. - ' - =-~- -~ . . 'I .t , . ¡ .i. .. . :'. ,,-, ..' .¡ .,. ... 1 , .- - ~ .. iIr .i - ":;: &; £ C! - - ~ Jr- . -. '¡ ~ :-; .. .,¡ .. i - '.. .:II .c "':' .; ... . , , .. ... i .." '¥ ... ~ ~ '" e 1 .- i. . 3¡ ~ .:; '.f, i ~. j . ..; .: j .. . .. , . .. f . , , OR'BA.J bRA'eJ~ ø .. f'1MEOFCONCENIJUTION ,ceo '8g ß- . 8o'" 05" .- J . aco / ,/ ,/ ' / ,I"j /_. I 1"/ 800 - . . II. .!: . u c . - . !400 8 þ . t: ow' c . "I: . þ 0 . . 0 PlIW8 ~ 1 0 0Yertand 11m. olllow graoh. o. . , . . - ~ .:: ~_.. .' . .." ~~ . -. . ,,','," . . '~ /,; - . eNITY OF SAN .Dlmo ' DEPARTP1ENT OF SANITATION ~ FLOOD COrlTROL . . t. 3,8 45' - - ". . ..-..-. .... - - '¡"';'*'" :' U.S:O!PARntEN r 0'" eoMat!RC! . ""YfOWA" OeaA.,. "'.0 AT IPlII8re ADUtHflTa",," DlnAl. ""Dill 8U-CH. O'FlCI or.. n80LOOV. "ATroNA" .CATtlER ItltYlCI: ... ... I > , .... 30' I 118' ,45' 30' .. - " - ----. - I - ~ - .. . ~ . : : . . . I 15' . 117- IS' II&- 30' '" , . : ,,; ~,,; ," .,:" " :'~, - - -- 8, - - -'- - -' -. -. -. . . -' . COUNTY OF SAN "DIEOO ' OEPARTHEHT OF SANITATION ~ fLOOD CONTROL I '. . : "5' '. Its I 30' , IS' . .1- '38 ..1- -1- . P""~. .. U.S. OEPARTa'1! r OF' COMilERCE "ATWO""I. _.""IC "NO AT' UlrUClIlC "ÞUINln"ATUJN ".e"'l0 ftVDIU 8UXCII. D"IC. or.. ÞIIOl.oay. "ATIUN"&. ..AT"'" I.RYlCI 30' ... ... 4. . -' .... I1n8 liS' , '0' .... I t 178 'I!i I . 10' , . t~, . 1168 . , , , ~ WGAN ENGINEERING 465 First Street, Suite A Encini taB, CA 92024 619-942-8474 JUNE 18,1990 & t<ßJ\S€D 1/1,3 J¿¡ I AJJ~Á ~kaJ ~g 1 OF'~ HYDROLOGY STUDY FOR THE ATIYA RESIDENCE DESCRIPTION: 1589 SAN ELIJO DRIVE ENCINITAS, CA 92024 APN 260-630-61 OWNER/PERMITTEE: MR. W. 'I. ATIYA 750 EAST LATHAM, #3 HEMET, CA 92343 ENGINEER: I ":7:,i r"'(\'-~ \,"".,.: ~ J::!/lb . i : \. Í-,"> 1'),"'jlJQ / " '_~'I_.l'-'J~ i ~ \, /: :....~ /' '., ("\ '\ .. \ \ ,/,'" ',(' / """""', Ii'..... -,,'" ~; /()',~'-'.,~',,'\' c~:?\' LOGAN ENGINEERING 465 FIRST ST., STE. A ENCINITAS, CA 92024 619-942-8474 J /' '1 ? 3 1"191 ¡Ii\' .'". ,.", ~ "-,, I L Ì-.", 2- of 3 -:r . 11-1 'D íZfM:&1 ~ íIIf>/ -- Þe51c"J 1'~ 6. D. CoJ~T -I II ÞESIt;J ~ 1'1<0Ct0vf2£ tJ.~J\JA1-\\ - 1?A-l1oJA:t- ~~8tiloO ) f). =CI A '" 50\ L ~f2ùu? np\\.; ~~6L£ f'AMIL1 12e5'V£N1'11rL :. C-== D. t;r; / 1).t'. . \ ~= {).:?4 k t~=1tv{1"'. -:c =- G, S '~/HR bH~ ?Jò' L~ZðO' ~o:: D.I~ Q,fX)::- ().~c, (~. '?)~,3 4) = I. Ö cF5 ~. H-/DiZM¡" Ie.- CðtJCuJ ~toJ V £12.., ~MAl.-L-) H -.J1XZA\J l\ cAi.cvLÅ1"1 0,,", ~ 'Rt:QJ\r'Z..eD ('C!>(t '=B 'P' 1CH ø 1"ðf E HA~Dl£D t.J 1-r4 A 1\ pvc. 1)rzA ,J ~ . ~ :3 o.Ç' -3 AJd41J ~U (oe. H"¡PJ2Av 1,.\c-. CJrLt ~~ 13~w-1)\1"L~ ~, t-t i"PeAt1 L-' c. CkL-t5 - 13 f<o vJ 1) ,.,.- t. t\ Q 100:= \..oCf'"S ~ð . = Ð.l1 Mr-r"" Diameter (inches) ... 24 Mannings n ....... .035 Slope (ft/ft) ....... 0.1700 Q (cfs) ........... 1.00 depth (ft) .......... 0.23 depth/diameter ... 0.12 Velocity (fps) ...... 4.87 Velocity head .... 0.37 Area (Sq. Ft.) ...... 0.21 critical Depth ...... 0.34 Critical Slope ... 0.0341 Critical Velocity ... 2.77 Froude Number .... 2.15 \/-=- 4-,') .rp S O~~ G12M;-<;..L./J ED ~l2ow 1) ITC~ - MAI~ ""P12A-1l{A6~ 'f12DM c.A¡z.A6£ Diameter (inches) ... 6 Mannings n ....... .009 Slope (ft/ft) ....... 0.0200 Q (cfs) ........... 1.00 depth (ft) .......... 0.36 depth/diameter ... 0.72 Velocity (fps) ...... 6.58 Velocity head .... 0.67 Area (Sq. Ft.) ...... 0.15 critical Depth ...... 0.47 Critical Slope ... 0.0132 Critical Velocity ... 5.21 Froude Number .... 1.99 u~-} foil fyc. 01'2 ~J*L @ t.O% I ~ WGAN ENGINEERING 465 First Street, Suite A Encinitas, CA 92024 619-942-8474 JUNE 18,1990 & 1<ßJ\SED I !Z3/a. I AJJ~J 4wJ..g 1 OF'~ HYDROLOGY STUDY FOR THE ATIYA RESIDENCE DESCRIPTION: 1589 SAN ELIJO DRIVE ENCINITAS, CA 92024 APN 260-630-61 OWNER/PERMITTEE: MR. W. Y. ATIYA 750 EAST LATHAM, #3 HEMET, CA 92343 ENGINEER: LOGAN ENGINEERING 465 FIRST ST., STE. A ENCINITAS, CA 92024 619-942-8474 r-;.',~'--r,,' Ie '\'1' \5 J, 1\ \", ,.,..." -,.'" \ .',~: \ \ P" t" '2 3 \1V'd \ \ ", , JI\,\\ ::::M ~ \\', I. . I.-,.. . I 2- of , 1:. H1'D~ ~íVf>/ -- "DeS1(;,J 1'~ ~.D. CoJ~T -{ II ÞESI~J ~ ~i2.£ ~~J\JA1-'\ - 1<A-11oJM... ~~8rUoO ) Ð. ::CI A .... 50~ L ~f2du? np\\.; ~r,J6L£ f'AMIL1 12e51V&J1'lkL : . C- = o. "r:; / Vet>. . \ ~= l)..~4 k tc.:: 1 ~I~. -:c::- (j, '8 t..J/HR bH -; '?Jò' bUD' ~,,:={).,c; Q,tx) = ().~C;{~.'3)~,34) = I.ð CF5 ~. ~ -/PI 2M [" I c., Cð .JC,w ~ (0 J V £12.-1 ~rv1AL-t.. ) H i'DflAV l\ cAi.tvLAfI o.J ~ 1<£QJlr'LeD .f"e.{L l' \ 1CH ø 1"ðf E HA~Dl£D W 1-r4 A 11 'P\JC,. 'Pt2Á IJ ~ r ~ 8~"3 Add41J ~~ (oe H"¡DJ2M1 ..\~ Cirl-t Ð ~ 13l2ow - 1> ". L~ ~ø tt "¡t>~ L.. J C. Ckt-tS - ~ f<.tJv1 1) l"ít H {;¿ 100 = \..oCf"S ~() ,II = Ð.l1 Mf'{'" Diameter (inches) ... 24 Mannings n ....... .035 Slope (ft/ft) ....... 0.1700 Q (cfs) ........... 1.00 depth (ft) .......... 0.23 depth/diameter ... 0.12 Velocity (fps) ...... 4.87 Velocity head .... 0.37 Area (Sq. Ft.) ...... 0.21 Critical Depth ...... 0.34 Critical Slope ... 0.0341 Critical Velocity ... 2.77 Froude Number .... 2.15 \/-=- 4ø 9 fop S O*~ GiJ2MS -- L.IJ E D ~ f2Dw 1) ITC 4 - MAl...! 1"J2A-,~A6~ 'F"12DM ~iZ.AG£ Diameter (inches) ... 6 Mannings n ....... .009 Slope (ft/ft) ....... 0.0200 Q (cfs) ........... 1.00 depth (ft) .......... 0.36 depth/diameter ... 0.72 Velocity (fps) ...... 6.58 Velocity head .... 0.67 Area (Sq. Ft.) ...... 0.15 Critical Depth ...... 0.47 Critical Slope ... 0.0132 Critical Velocity ... 5.21 Froude Number .... 1.99 u~ ---1 fo"?vt Of( ~J At... @ tlO% 11 J'~ HtaQa' OF G&11'&.JiNI CAL INVESTI GAT! 00 ATIYA RES J:DEN::E 1589 SAN ELIJO DRIVE EN:INITAS , CALIFORNIA :... l ~- PREPARED FOR: W. Y. Atiya, M.D. 750 East Latham, #3 Hernet, California 92343 PREPARED BY: Southern California Soil & Testing, Inc . Post Office Box 20627 6280 Riverdale Street San Diego, California 92120 I, . '" ~ ., . SOUTHERN CALIFORNIA selL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF". 92120 . TELE 280'4321 P.O, 80X 20627 SAN DIEGO, CALIF", 92120 678 ENTEAPAI8E 8 T, E8CDNDIDD, C A L I ~, 9 Z D Z 5 TEL E 7.6'.5.. March 27, 1990 w. Y. Atiya, M.D. 750 East Latham, #3 Hernet, California 92343 SCS&T 9021024 Report No. 1 SUBJECT : Report of Geotechnical Investigation, Atiya Residence, 1589 San Elijo Drive, Encinitas, California. Dear Dr. Atiya: I; In accordance with your request, we have performed a geotechnical investigation for the subject project. We are presenting herewith our findings and recormendations. ~- In general, we found the site suitable for the proposed developrent provided the recormendations presented in the attached report are followed. If you have any questions after reviewing the findings and recomœndations contained in the attached report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. DBA:CRB:mw cc: (2) Submitted ( 4) Mr. Greg Watts (1) SCS&T, Escondida STING, IOC. &f-~~ Curtis R. Burdett, C.E.G. #1090 SOUTHERN ¡' . CALIFORNIA SOIL AND TESTING. INC. TABlE OF cnll'ENIS .. Introduction and Project Description. Project Scope............................. Findings............. Site Description...................... General Geology and Subsurface Conditions........................ Geologic Setting and Soil Descriptions...................... Groundwater........ Tectonic Setting................ Geologic Hazards. General............ Groundshaking........ Conclusion and Recommendations...... General......................... Grading..................................... Site Preparation.. Lot Undercut.................... Existing Trench Backfill............................ Saturated Soil.............................................. Surface Drainage................ Eart.hwork. . . Slope Stability.. Penra.nent Slopes......... Temporary Cut Slopes................... Shoring Recommendations.............. General............. Passive Resistance. Active Pressures........ Foundations...... General. Reinforcement...... Concrete Slabs-on-Grade.. Exterior Slabs-on-Grade......... Expansive Characteristics................................... Earth Retaining Walls.......... Passive Pressure.. Active Pressure......... Backfill................................. Factor of Safety. Limitations............... Review, Observation and Testing............... ..... Unifornú.ty of Conditions.. Change in Scope. . . . . Tine Li1nitations......................................... Professional Standard.............................. PÞQ: .............................1 . .2 ..2 . . . . . . . . . . . . . . . . . . . . . . . .2 .3 . .3 ................4 ..4 ......................................................5 . . .5 . . .5 .......................................6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6 . .7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .7 . . . . . . .8 ........ .8 . .8 . .8 .. ............................ ..... ............. ......8 ...............9 . .9 . .9 . . . . . .9 . . .9 .... .lD .lD ....... . . .11 .11 .........................12 ........................................12 .12 .12 . . . . . . . . . . . . . . .13 ..13 .13 ... ............... .13 .13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . .14 ............. .14 ..14 .14 . . . . .15 . . . . . . . . . . .15 . . . . . . . . . . . . . . . . . . . . . ........... . .......................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...................... . . . . . . . . . .............................. ........ . . . . . . . . . . . . . . . . . . . ....................... I; . . . . . . . . .............................. .- ...... . .............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ......................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... . ............................................... . . . . . . ........ . . . . . . . . . . . .............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .............. .............. ................... . ........ . . . . . . . . . . . . . . . . . . . . . ,0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. TABLE OF <nnENl'S ( continued ) ~ PJa: Client's Responsibility...............................................l5 Field Explorations........................................................16 I..aboratory Testing........................................................16 . A'lTJICHMENl'S FIGURES Figure 1 Figure 2 Figure 3 Site Vicinity Map, Follows Page 1 Passive Pressure Diagram, Page 10 .Active Pressure Diagram, Page 11 PI..lnES Plate Plate Plates Plate Plate 1.- I í Plate Plate Plate Plate 1 Plot Plan 2 Subsurface Exploration Legend 3-6 Trench lDgs 7 Grain Size Distribution 8 MaximJm Density and Optinum MJisture Content Expansion Index Test Results 9 Direct Shear StmI"IaI'Y lO Single Point Consolidation 11 Vèakened Plane Joint Detail 12 Retaining Wall Subdrain Detail I~ APPFáJ IX RecOlTl1Ended Grading Specification and Special Provisions \ I I I I ¡ . " ~ SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 62S0 RIVERDALE ST, SAN DIEGO, CALIF. 92120 . TELE 2S0-4321 P.O. SOX 20627 SAN DIEGO, CALIF. 92120 .7. ENTERPRI8E 8 T, E8CDNDIDD. CALIF. 9202 $ TEL E 7..'.11.. QuI woo: CAL INVEST! GATI œ ATIYA RESIDENCE 1589 SAN ELIJO DRIVE ENCINITAS, CALIFORNIA ~ œ AND PROOæl' DESCRIPl'I œ i: This report presents the results of our geotechnical investigation for a proposed residence to be located 1589 San Elijo Drive in the City of Encinitas, California. The site location is illustrated on the following Figure Number 1. ~ , It is our W1derstanding that the site will be developed to receive a one and two-story, split-level residence. The structure will be of ~-fraIœ and nasonry construction. Shallow foundations and a conventional slab-on-grade floor syst€!1T5 are anticipated. Grading will consist of cuts and fills up to approximately l3 feet and three feet in depth. Cut slopes up to approximately five feet in height at a 2:1 (horizontal to vertical) inclination are also proposed. To assist in the preparation of this report, we were provided with a site plan prepared by Greg Watts, dated O::tober lO, 1989. The site configuration, topography, and approx.im3.te location of our subsurface explorations are shown on Plate Nuni:>er 1 of this report. . SOUTHERN CALIFORNIA SOIL AND TESTING, INC. . - - -- -- -- - - - -~ --- - - - - -- ~ - ~! 1 -I ~ I - - -,. .-.., . _.+~------- , , ! .......... . :. - ~ . '- --- ., l ~ SOUTH.". CALIPO...IA ~ 801L. n8TI..,I.c. .t: ATIYA RESIDENCE DBA/WOW DATI: 3-24-- . .10. IIU..III: _21024 FIGURE # 1 SCS&T 9021024 " March 27, 1990 Page 2 ProJæT saJPE This investigation consisted of: surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed sanples, laboratory testing, analysis of the field and laboratory data, research of available geological literature pertaining to the site, and preparation of this report. r-bre specifically, the intent of this analysis was to: i; I \ ,- I l I I I l I a) Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by laboratory tests, the pertinent engineering properties of the various strata which will influence proposed development, including their bearing capacities, expansive characteristics and settlement potential. c) Describe the general geology at the site including possible geologic hazards which could have an effect on the site developrent. d) Develop soil engineering criteria for site grading and provide design info:rnation regarding the stability of cut and fill slopes. e) Address potential construction difficulties recomœndations concerning these problems. provide and f) Recomœnd an appropriate foundation system for the type of structure anticipated and develop soil engineering design criteria for the recormended foundation design. FIND llG) SI'lE lEOCRIP1'Iaf The site is an irregular shaped parcel of land, approxinately 0.15 acre in size, lcx::ated at 1589 San Elijo Avenue in the City of Encinitas. . SCS&T 9021024 March 27, 1990 Page 3 . The property is located approxim3.tely 111 feet east of San Elijo Avenue with access via a concrete paved road easerrent which enters the northvæst corner of the site. The property is bounded on the north, east, and south by residential and apartment structures and on the west by an apartment structure under construction. The property slopes gently to mxierately to the w:!st with elevations ranging from lOG feet KSL to 118 MSL. Stockpiled fill soils have been placed near the center of the lot. A temporary, steep fill slope a naxim..un of five feet in height has been constructed approxinately seven feet east of the w:!st property line. A short 2: 1 (horizontal to vertical) slope has been constructed along a portion of the w:!st property line. [ :: i There w:!re no structures on the site at the t.i.rœ of our investigation. A sewer nanhole is located at the northeast corner of the property. A sewer line exists along the northern property line. Vegetation consists of scattered. grasses and weeds, iceplant and a dense thicket of bamlxx:> type plant at the southeast corner of the property. ~ ŒNERAL mT a;y lH> SUBSURFlCE aHJITI(H) l I I l I GEX1UJGIC ~t;l.l.llG AND son. DESCRIPTIœ5: The project site is located in the Coastal Plains Physiographic Province of San Diego County and is underlain by Tertiary-age and Quaternary-age sed.i.rœnts , assoc iated topsoils, and artificial fill. The site is overlain with approxim3.tely two to three feet of topsoils which consist of dark brown, loose, silty sands. The topsoils are underlain by terrace deposits, consisting of dark red. brown, rœclium dense to dense, silty sands. The terrace deposits are underlain by Tertiary-age Delrrar Formation. The Delmar Fonnation was encountered. in Trenches Number 1 and 2 at a depth of approxinately eight feet and nine feet below the existing ground surface, respectively. ~ SCS&T 902l024 March 27, 1990 Page 4 , . . Groundwater was encountered in Tr'f:!nch Number 1 at the terrace/fonnational contact. Saturated soil was observed in Trench Number 2 at the contact. Uncompacted fill has been placed along the ~stern edge of the property. In addition, a relatively large stockpile of fill is located near the center of the lot. The fills appear to be cooprised of the typical on-site topsoils and terrace materials. GRŒJNI::MATER: Groundwater and saturated soil conditions ~re observed in Trenches Nunber 1 and 2 at a depth of approximately eight feet below the existing grade. This is an area where cut slopes up to 13 feet in height are proposed. Due to the presence of the groundwater and the p:x:>r cohesion of the terrace materials, caving may present a problem during construction of these slopes. RecOl11œndations to deal with these conditions are presented in the Conclusions and Recomrendations section of this report. ~ t , "In:luŒC :sr;!.r.u(;: It should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones which typical! y consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. SoIœ of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are those which have shown conclusive evidence of faul ting during the Holocene Epoch (the TIDst recent 11,000 years) while potential! y active faul t zones have derronstrated rroverœnt during the Pleistocene Epoch (1l,000 to 2 million years before the present) but no troV'E!J'œnt during Holocene TiIœ. I. ~ 1 I The Rose Canyon Fault Zone is located approximate! y four miles west of the site. Other fault zones in the region that could possibly affect the site include the Coronado Banks and San Clerœnte Fault Zones to the west and the Elsinore and San Jacinto Fault Zones to the northeast. SCS&T 9021024 March 27, 1990 Page 5 . GroI1X;I C HAZARœ GENERAL: The site is located in area which is relatively free of [X)tential geologic hazards. Hazards such as tsunami, seiches, liquefaction or landsliding should be considered negligible or nonexistent. ~: One of the ITDst likely geologic hazards to affect the site is groundshaking as a result of JTOVeIœnt along one of the najor, active fault zones rrentioned al:xJve. The naxi.mum bedrock accelerations that could be attributed to a maximum probable earthquake occurring along the nearest [X)rtion of selected fault zones that could affect the site are sunmarized in the following Table I. TABŒ I Maximum Probable Bedroc k Design ¡: Fault Zone Distance Earthquake Acceleration Acceleration Rose Canyon 4 miles 6.5 nagnitude 0.52 g 0.35 g . ' Coronado Banks 15 miles 7.0 nagnitude 0.25 g 0.17 g Elsinore 30 miles 7.3 nagnitude 0.17 g 0.12 g San Cle.rœnte 50 miles 7.8 nagnitude 0.l2 g 0.08 g Earthquakes on the Rose Canyon Fault Zone are expected to be relatively minor. Major seismic events are likely to be the result of ITDVem:mt along the Coronado Banks, Elsinore, or San Jacinto Fault Zones. In addition, we have analyzed the fault zones which could affect the San Diego County area in order to determine the probability of groundshaking of any given level. The individual faults and different fault zones have slip rates which have been calculated to range frcm very low to very high rates of acti vi ty . SCS&T 902l024 March 27, 1990 Page 6 . The following chart surmarizes our opinion of the Probability of events which W)uld result in associated JffiX.irnum and "design" bedrock accelerations. Peak Acceleration 0.50 g 0.40 g 0.30 g 0.25 g 0.20 g 0.15 g 0.10 g Desiqn Acceleration 0.34 g 0.27 g 0.20 g 0.17 g 0.13 g 0.10 g 0.07 g Probability of O:currence 5 x 10 -4 1 x 10 -3 1 x lO -2 5 x 10 -2 1 x lO -1 5 x 10 -1 1 x 10 -0 Probability of occurrence is defined as the probability of any given event occurring during the assUITEd life of the proposed structure (50 years) which W)uld occur in accelerations of that level. ¡; Experience has shown that structures that are constructed in accordance with the Uniform Building Code are fairly resistant to seismic related hazards. It is, therefore, our opinion that structural danage is unlikely if such buildings are designed and constructed in accordance with the minimum standards of the m:::>st recent edition of the Uniform Building Code. CCN:LUSIOOS AND RFXD1MENDATIOOS <»ŒRAL In general, no geotechnical conditions were encountered which YoDUld preclude the development of the site as presently proposed provided the recornœndations presented herein are foll~. The site is underlain by a relatively thin layer of conpressible topsoils extending to a maxinum depth of three feet. In addition, loose fill and a fill stockpile exist at the western and central portion of the site. These I. I ; I i SCS&T 9021024 March 27, 1990 Page 7 - dep:>sits are considered unsuitable, in their present condition, for the supp:>rt of settlenent sensitive iIrproverœnts and will require rerroval and replacenent as compacted fill. It is anticipated that the loose surficial soil throughout approxim3.tely half of the site will be rerroved as part of proposed grading operations. An additional consideration is the perched groundwater and saturated soil existing at the contact between the terrace deposits and the less peIJTEable Delnar Formation deposits. This condition will primarily affect the proposed underground portion of the site and will require the installation' of subdrains behind the proposed retaining walls. Additional subdrains rray be required after grading is perfonœd and actual conditions are exposed. This condition will also affect proposed temporary cut slope construction. . It is anticipated that the proposed structure will be founded on terrace deposits and Delnar Fonration deposits. Terrace deposits are often highly heterogeneous and, although not encountered in our trenches, often contain pockets of material highly collapsible upon saturation. This condition will require special foundation consideration as described herein. It is our understanding that difficult trenching conditions were encountered at the site ÌI11TEdiately to the south due to the low cenentation of existing terrace deposits. This condition nay be encountered at the site and will affect not onI y trenching for the portion of the structure to be supported on terrace deposits but also proposed temporary cut slope construction. Consideration may be given to undercutting the portion of the structure to be founded on terrace deposits and replacing the undercut soil as compacted fill. This will facilitate future trenching. Flatter than usual ternporary cut slopes also will be recornrended due to this condition and the saturated condition of SOIœ of the terrace deposits. In addition, the presence of an existing sewer line along the northern property line will require shoring as described herein. œAD n:G . \ SITE PREPARM"IŒ: Site preparation should begin with the renuval of any existing vegetation and deleterious matter detrÌlTental to the proposed SCS&T 902l024 March 27, 1990 Page 8 developœnt from the areas of the site to be developed. Existing fill and topsoils underlying the proposed settle¡œnt-sensitive btprove¡œnts (exterior slabs and driveway included) should be rerroved to firm natural ground. This is defined as soil having an in-place density of at least 85 percent. Minimum horizontal limits of raroval are five feet from the periIreter of the improvements or property line, whichever is less. The bottom of the excavation should be scarified to a depth of 12 inches, watered heavily and recanpacted to at least 90 percent as detennined in accordance with ASTM 0 1557-78, Method A or C. The stockpiled soils should then be placed in thin canpacted layers until desired elevations are reached. LOT UNDERCUT: In order to facilitate future trenching, it is suggested that the portion of the proposed structure to be founded on terrace deposits (above elevation 107 MSL) be undercut to a depth of two feet below finish grade. The bottom of the excavation should be treated as described in the previous paragraph. ¡: EXISTIN; TRErCH BACKFILL: Trench backfill in areas to receive settle¡œnt- sensitive irrproverœnts resulting from our subsurface explorations should be rerroved and replaced as conpacted fill. SATURA'IED OOIL: Groundwater and saturated soils were encountered in Trench Number 1 and 2. This condition IT'dy affect the proposed grading of the site. If needed appropriate recomrendations will be provided during grading when the extent of this condition is detennined. ¡ l I SURFlCE 0RAlNÞJGE: It is recomrended that all surface drainage be directed away from the structures and the top of slopes. Pending of water should not be allowed adjacent to the foundations. Due to the cohesionless characteristics of sOIœ of the existing terrace deposits, drainage control over the face of slopes and prompt and proper slope planting are essential. F..AR1JHJRK: All earthwork and grading conterrplated for site preparation should be acconplished in accordance with the attached Recomœnded Grading SCS&T 9021024 March 27, 1990 Page 9 Specifications and Special Provisions. All special site preparation recormendations presented. in the sections above will supersede those in the Standard Recomœnded. Grading Specifications. All embankJænts, structural fill and fill should be compacted. to at least 90% relative compaction at or slightly over optimum ITOisture content. Utility trench backfill within five feet of the proposed. structures and beneath asphal t paveœnts should be corrpacted. to mini.rnJm of 90% of its maxim.un dry density. The upper six inches of subgrade beneath paved areas should be c~cted to 95% of its naximurn dry density. This c~ction should be obtained. by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirerœnts. The naxirnum dry density of each soil type should be determined in accordance with ASTM D 1557-78, Method A or C. SIDPE STABILITY I- t PERMANENr SUPES: Although no significant slopes are anticipated, it is our opinion that cut and/or fill slopes constructed at a 2: 1 (horizontal to vertical) inclination will possess an adequate factor of safety with respect to deep seated. rotational failure to a height of at least ten feet. l ! I l TEMPORARY CUT SLOPES: Due to the cohesionless nature of some of the anticipated terrace deposits it is recomœnded that temporary cut slopes be constructed. at a continuous l:l (horizontal to vertical) inclination. It is anticipated that naximum slope height will be approxinatel y 15 feet. Seepage is anticipated. at the contact bet'M3en the terrace and r:elITar Forrration deposits. This condition may require special consideration during construction such as temporary dewatering. It is recommended that no surcharge loads be allrn-a:i within ten feet from the face of temporary cut slopes. SIIJRIJ.(; REXXHmNDATI (JI1S GENERAL: Due to the presence of an existing s~r line along the western property line shoring is anticipated for prop::>sed cuts. A shoring system SCS&T 9021024 March 27, 1990 Page lO consisting of H-piles and \o.DOden lagging Jt\3.y be utilized for the support of vertical tenp:>rary cut slopes. The shoring system will be built by drilling 24-inch diaJœter borings extending at least five feet below the bottom of the proposed excavation. H-piles are placed in the holes which are then backfilled with concrete to the bottom of the proposed excavation. The remaining of the boring is backfilled with a lean cerœnt mix. PASSIVE RESIS'rAtCE: All allowable passive resistance of 500 pounds per square foot per foot of depth nay be used for design pur¡x>ses. This value should be limited to a rnaxim.un value of 6000 pounds per square foot. The upper foot should be neglected. A pressure diagram is provided in the following Figure Number 2. 500 PSF M .. r 12' I I ;~ ~ 1- 6000 PSF FIGURE 2 PASSIVE PRESSURE DIAGRAM ¡ ¡ ACTIVE PRESSURES: The active lateral pressure for the on-site soils Jt\3.y be assUIœd to be equivalent to the pressures shc:J<..m on either of the following diagrams as Figure Nurrber 3. , . I SCS&T 902l024 March 27, 1990 Page 11 ! ----.-.- I I To.1H - H O.7H H - - - - - - O.2H J . 32H PSF ~ I 26H r PSF FIGURE 3 J\CTIVE PRESSURE DIlGW1: \ i - t I ~. The diagrams are for a level and drained backfill condition. Surcharge loading from adjacent structures and tenporary construction equipænt loads should be added to the aforerœntioned values. FOONDATI<H5 [ I l I GENERAL: Shallow foundations may be utilized for the supp::>rt of the proposed structure. The footings should have a minimum depth of 18 inches below ICJl.o.Bst adjacent finish grade. A minimum width of 12 inches is recOITlœnded for continuous footings. A bearing capacity of 2000 psf may be assuned for said footings. This bearing capacity may be increased by one-third when considering wind and/or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum horizontal distance of seven feet exists bet~n the bottom of the footing and the face of the slope. Retaining wall footings in similar conditions should be evaluated on an individual basis. . \ ! SCS&T 902l024 March 27, 1990 Page 12 I . J REINFCR:EMENl': Both exterior and interior continuous footings should be reinforced with one No. 5 bar {X)sitioned near the oottorn of the footing and one No. 5 bar {X)sitioned near the top of the footing. This reinforceITEnt is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. I; I I <Xk.:Ht;J.']:; SLABS~: Concrete slabs-on-grade should have a thickness of four inches and be underlain by a four-inch blanket of clean, poorly graded, course sand or crushed rock. This blanket should consist of lOO percent rraterial passing the one-half inch screen and no ITDre than ten percent and five percent passing sieves #100 and #200, respectively. The slab should be reinforced with at least No. 3 reinforcing bars placed at 24 inches on center each way. A 6"x6"-W2.9xW2.9 ~lded wire rresh rray be used in lieu of the rebars. Slab reinforceIœnt should be placed near the center of the slab where ITDisture sensitive floor coverings are planned, a visqueen barrier should be placed on top of the rock or sand layer, and a b~)-inch-thick layer of clean sand should be placed over the visqueen to allow proper concrete curing. I l I EXTERIffi SLABS-œ-œAIE: Exterior slabs should have a minimum thickness of four inches. Walks or slabs five feet in width should be reinforced with 6"x6"-W1.4xW1.4 (6"x6"-10jl0) ~lded wire Iœsh and provided with ~akened plane joints. Any slabs between five and ten feet should be provided with longitudinal ~akened plane joints at the center lines. Slabs exceeding ten feet in width should be provided with a ~akened plane joint located three feet inside the exterior periIreter as indicated on attached Plate Number 11. Both traverse and longitudinal ~akened plane joints should be constructed as detailed in Plate Number 11. 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. '~ . EXPANSIVE afARl.CŒRISTICS: The prevailing foundation soils ~re found to be nondetriIrentall y expansive. The reccmœndations presented in this report reflect this condition. ~ SCS&T 9021024 March 27, 1990 Page 13 I . i EAR'IH RE'l'AINJK; WALlS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions nay be considered to be 350 pounds per square foot per foot of depth. This pressure nay be increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assmœd to be 0.35 for the resistance to lateral nuverœnt. When combining frictional and passive resistance, the friction should be reduced by one-thirci. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations. F i 1Cl'IVE PRESSURE: The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid weighing 32 pef. An additional l4 pef should be added to said values for 2: 1 (horizontal to vertical) sloping backfill. These pressures do not consider any other surcharge. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a drained backfill condition. Waterproofing details should be provided by the project architect. A wall drainage detail is provided on the attached Plate Number 12. '. . BACKFILL: All backfill soils should be compacted to at least 90% relative compaction. Expansive or clayey soils should not be used for backfill naterial. The wall should not be backfilled until the nasonry has reached an adequate strength. FACIUR OF SAFETY: The abJve values, with the exception of the allowable soil friction coefficient, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturning and sliding. . J. SCS&T 902l024 March 27, 1990 Page l4 LIMITATI OOS " REVIEW, <J3SERVATIœ AM> 'U~~T~ The recomœndations presented. in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be nade available to the geotechnical engineer and engineering geologist so that they nay review and verify their coopliance with this report and with Chapter 70 of the Unifor:m Building Code. It is recomœnded that Southern California Soil & Testing, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recomœndations and to allow design changes in the event that subsurface conditions differ fram those anticipated prior to start of construction. b œIFœMITY OF <IHJITIIJ'IS ~. I I I The recomœndations 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 on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the perfonnance of the foundations and/or cut and fill slopes nay be influenced by undisclosed. or unforeseen variations in the soil conditions that nay occur in the intenœdiate and unexplored areas. Any unusual conditions not covered in this report that nay be encountered during site developœnt should be brought to the attention of the geotechnical engineer so that he nay nake m:xlifications if necessary. amN3E IN saJPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained. herein are appropriate. This should be verified. in writing or m:xlified. by a written addendum. J" SCS&T 9021024 March 27, 1990 Page l5 TIME LIMITATI<R> ~ The findings of this re¡::ort 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 \<.Drk of nan on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or Goverruœnt Codes nay occur. Due 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 relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recornœndations. J:'Kk~IœIAL STANDARD I f In the performance of our professional services, we 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 recognizes that subsurface conditions may vary from those encountered at the locations where our trenches, surveys, and explorations are made, and that our data, interpretations, and recornœndations are based. solely on the information obtained by us. We will be responsible for those data, interpretations, and recornœndations, 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 \<.Drk perforræd or to be perforræd by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. ¡. . ¡ I ¡ I l I CLIENI" S RESJ?aI1SffiILITY It is the responsibility of W. Y. Atiya, H.D., or his representatives to ensure that the information and reccmœndations contained herein are brought to the attention of the structural engineer and architect for the project ¡ . I SCS&T 9021024 March 27, 1990 Page 16 . and incorporated into the project's plans and specifications. It is further his responsibility to take the necessary measures to insure that the contractor and his subcontractors can:y out such reconrœndations during construction. FIEill EXPIDRATICNS Four subsurface explorations were nade at the locations indicated on the attached Plate Number 1 on February 12, 1990. These explorations consisted of trenches excavated by a backhoe. The field w:Jrk was conducted under the observation of our engineering geology pe.rsonnel. . . The explorations were carefully logged when nade. These logs are presented on the following Plates Number 3 through 6. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached sinplified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency are provided. The density of granular soils is given as either very loose, loose, ITEdium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft, ITEdium stiff, stiff, very stiff, or hard. Disturbed. and undisturbed. sanples of typical and representative soils were obtained and returned to the laJ:::oratory for testing. LAOORAroRY TES'I'llG Laboratory tests were pe.rfonœd in accordance with the general! y accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests perfonœd is presented below: a) Cl.AC)SIFlCATIOO: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. ! - SCS&T 9021024 Page l7 f I . . March 27, 1990 b) K>IS'IURE-DENSITY: In-place rroisture contents and. dry densities were determined for representative soil samples. This information was an aid to classification and permitted recognition of variations in II\3.terial consistency with depth. The dry unit weight is determined in pounds per cubic foot, and the in-place rroisture content is determined as a percentage of the soil's dry weight. The results are sUITITarized in the trench logs. c) æAIN SIZE DIS'ßUBUITœ: The grain size distribution was determined for representative samples of the native soils in accordance with ASTM 0422. The results of these tests are presented on Plate Number 7. d) CDœACTIOO TEST: The II\3.Xim..un dry density and optimum rroisture content of typical soils were determined in the laboratory in accordance with ASTM Standard Test 0-1557-78, MethOO A. The results of these tests are presented on the attached Plate Nunber 8. e) EXPANSIOO INDEX TEST: An expansion index test on rerrolded sanples was performed on representative samples of soils likely to be present at finish grade. The test was perforrœd on the portion of the sample passing the #4 standard sieve. The sample was brought to optimum moisture content then dried back to a constant rroisture content for 12 hours at 230 +/- 9 degrees Fahrenheit. The speci1œn was then cœpacted in a 4-inch-dianeter rrold in t\\U equal layers by neans of a tanper, then tr.imœd to a final height of 1 inch, and. brought to a saturation of approxinately 50%. The speciIœn was placed in a consolidOlTEter with porous stones at the top and bottom, a total normal load of 12.63 pounds was placed (144.7 psf), and the sample was all~ to consolidate for a period of 10 minutes. The sample was allowed to become saturated, and the change in vertical ~nt was recorded 'until the rate of expansion becane nominal. The expansion index is SCS&T 9021024 ~ . . March 27, 1990 Page l8 reported on the attached Plate Number 8 as the total vertical displaceIænt tines the fraction of the sarrple passing the #4 sieve tines lOOO. CIASSIFlCATIoo OF EXPANSIVE SOIL EXP ANS 100 INDEX PC7lENl'IAL EXP ANS 100 1-20 very low 21-50 low 51-90 medium 91-130 high Alxwe 130 very high f) DIRFX:T SHEAR TESTS: Direct shear tests \VE!re perforrred to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a diaIreter of 2.375 inches or 2.50 inches and a height of 1. 0 inch. Sanples \VE!re tested at different vertical loads and a saturated ITDisture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. 'I11e results of these tests are presented on attached Plate Number 9. g) ~OO TEST: Single point consolidation tests \VE!re perforrred on selected "undisturbed" sarrples. The consolidation apparatus was designed to acconm:x:iate a I-inch high by 2.375-inch or 2.500-inch diameter soil sample laterally confined by a brass ring. Porous stones \VE!re placed in contact with the top and bottom of the sanple to permit the addition or release of pore fluid during testing. Selected loads \VE!re applied to the sanples and the resulting deformations were recorded. The percent consolidation is reported as the ratio of the amount of vertical conpression to the original sanple height. 'I11e test sanples were inundated to determine their behavior under the anticipated loads as soil JIDisture increases. The results of these tests are presented on Plate Number 10. . . -- -- ~~ SEWER LINE -- ~z 1" = 20' 30 40 I I SCALE 0 10 20 LEGEND I I - TRENCH LOCATION Qaf ARTIFICIAL FILL at TERRACE DEPOSITS ~ SLOPE ~ 90 =:::J EXISTING TOPOGRAPHY SAN ELiJO AVENUE £. SOUTH.". CALIPO...IA ~ .OIL . T..TI8.,18C. ATIYA RESIDENCE .,: DBA/WOW DATI: 3-20-10 ..0. MUII.lft: 9021024 PLATE #1 SUBSURF ACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL OESCRIPTION 1. COARSE GRAINED, more than half of material is larger than No. 200 sieve Slze. GRAVELS CLEAN GRAVELS More tnan half of coarse fraction is larger than No.4 sieve size but smaller than 3.. GRAVELS WITH FINES (Appreciable amount of fines) SANDS CLEAN SANDS ~than half of coarse fraction is smaller than No.4 sieve size. SAIJDS WITH FINES (AppreciaDle amount of fines) f 11. FINE GRAINED, more than half of material is smaller than No. 200 sieve Slze. SILTS AND CLAYS I. . I \ Liquid Limit 1 ess than 50 SILTS AND CLAYS Liquid Limit grea~er than 50 HIGHLY ORGANIC SOILS PT GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH HP::AL NAMES Well grade: :rave1s, gravel- sand mixtures, little or no fines, Poorly graded gravels, gravel sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sand-si1t mixtures. Clayey gravels, poorly graded gravel-sand, clay mixtt;res, Well gradec sand, gravelly !'>ands, little or no flnes, Poorly ;ra~ed sands, gravelly !'>ands, 1,:.:.:e or no fines. Silty sands, poorly graded sand and silty mixture!'>. Clayey Sines, poorly graded sand and clay mlxtures, Inorganic silts and very fine sands, rOCK flour, sandy silt or clJyey-silt-sand mixtures with slight p1as- ticny, Inorganic c~ays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays, Organic silts and organic silty clays or low plasticity, Inorganic silts, micaceous or diJtôm3~eous fine sandy or silty soils, elastic si lts. Inorqa~ic clays of high plast1city. fat cla;s. Organic clays ~f medium to hi~h plasticity, Peat and other highly organic soils. l ~ - Water level at time of excavation - or as indicated us - Undisturbed. driven ring sample or tube sample .&?\.. 80UTH8RN CALIFORNIA 7 .OIL.. T..TINO, INC. BY: CK Undisturbed chunk sample BG - Bulk sample SP - Standard penetration sample ATIYA RESIDENCE JBR DATE' 2-12-90 JOB NUMBER: 9021024 Plate No.2 . , - . , t I . . ~ - - ... J: ~ A. W Q 0 - 1 - - 2 - - 3 - 4 - CK - 5 ,.. I- BG 6 ¡,. - 7 - - 8 - 9 - ~O -, - - - - - - - - - W A. > I- W ..J A. ~ ~ U) z 0 ~ TRENCH NUMBER 1 ..Jo õ ii: ELEVATION Ø)i) (I) ~ ..J U SM SM CK SM DESCRIPTION TOPSOIL, Dark Brown, SILTY SAND TERRACE DEPOSITS, Dark Red Brown, Poorly Graded SILTY SAND . - - DEL MAR FORMATION, Light Brown to Tan, SILTY SAND Trench Ended at 10' Due to Caving £ SOUTHERN CALIFORNIA ~ SOIL 8. TESTING, INC. . . I-w Za: w~ a:... ~() Q. - Q. 0 <II( ~ Moist Humid Wet PIIOJECT : > 1-0> zzt: WW{I) a:~Z ~Ct)W CL(ñC CLZa: <00 u Loose Medium Dense Medium Dense to Dense > I- (I) z- w- C ~ - > a: Q 116.3 ATIYA RESIDENCE LOGGED .y: JBR .10. IIIUII.EII: 9021024 wE a:~ :Jz "'w !!!~ oz ~O u 6.3 :-.: wŽ >2 -t- ""0 ~4( ...JCL ~~ 0 u - - - - - - - - - - - - - - - - - - - - - - - - - - DATE LOGGED: 2-12-90 PLA TE IIIUII.EII: 3 - .. . . ~ . ! . i I I ¡ ¡ ~ - - ... J: ... ~ w e 0 - 1 2 - 3 - CK 4 - - 5 - - 6 - - 7 - - 8 I- BG 9 I. CK -, - - - - - - - - - - w ~ >- I- W ..J ~ ~ <C: (/) z 0 ~ TRENCH NUMBER 2 ..Jo Õ ¡¡: ELEV A. TION CÐ¡) CiI) <C: ..J 0 SM BG SM CK SM , DESCRIPTION TOPSOIL, Dark Brown, SILTY SAND TERRACE DEPOSITS, Dark Red Brown, Poorly Graded, SILTY SAND DEL MAR FORMATION, Tan, SILTY SAND I-w Za: u.~ a: I- o«(/) ~- ~ 0 <C: ~ Moist Moist - Satur- ated >- 1-0>- ZZ~ wwUJ a:t-Z <C:ct)w n.¡)e a.za: <00 (.) Loose to Medium Dense Medium Dense >- I- ø z- w- e g, - >- a: e Satur- Medium ated Dense to L - Dense Very 107.7 Moist Trench Ended at 9.5' Due to Caving £. SOUTHERN CALIFORNIA "W' SOIL &. TESTING, INC. . . IÞ.OolECT: w8 a:... :Jz I-w !!!... oz ~o (.) 17.7 ATIYA RESIDNECE LOGGED .y: JBR JO. NUII.E": 9021024 - :...: wZ >Q -I- I-u ~-< wo.. a:~ 0 0 - - - - - - - - - - - - - - - - - - - - - - - - - - DATE LOGGED: 2-12-90 PLA TE NUII.E": 4 I - . z w 2 > > ~ ~ a. ""w 1-0> to- w8 wZ - > to- TRENCH NUMBER 3 zzt: - Za: (/) a: I- >Q '" ... .... -< wwU) . -JO w::) a:t-Z z - ::)z -.... :I: w õiL a::.... «/)W w- I-w ""0 I to- ..J ELEVATION 4( (/) a.(ñC c g, ~.... 4(-< a. a. Ø)(ñ 0.- o.Za: - 0 Z ..JQ. W ~ Ø) 0.0 > ~O ~~ Q 4( 4( <~ <00 a: 0 0 rn ..J DESCRIPTION 0 C 0 0 0 SM TOPSOIL, Dark Brown, SILTY Very Loose to I - SAND Moist Medium - 1- Dense - - - 2- - 3- SM TERRACE DEPOSITS, Dark Red Moist Medium - Brown, Poorly Graded, Dense '- SILTY SAND - 4- CK 110.1 7.8 - - - 5 - - - - 6- - - CK 112.1 8.6 - . ! 7 - - . - - . ! 8 \ - Trench Ended at 8' - ! - - 1 - - - - l - - - - I - - - - I - - - - l - - - - - - 1 - I ~ SOUTHER N C AUF OR NI A ~lIo"eCT: ATIYA RESIDENCE . JBR 2-12-90 W SOIL ~ TESTING, INC. LOGGeD 8Y: DATE LOGGED: I JO8 NU"."'" 9021024 PlATF. NU"It"~: ~ -, '.., . . . . ; ì: I , . '" I ! I \ I I l ~ - - ... :x: t- A.. W C 0 - 1 - - 2 - - 3 4 - CK 5 - - 6 - CK - 7 - - 8 - - 9 - - - - - - - - - - - w a. >- t- W ...J Q.. ~ ~ () z 0 ~ TRENCH NUMBER 4 ...Jo Õ ¡¡: ELEV A TION CD;) (I) ~ ...J 0 SM BG > SM DESCRIPTION TOPSOIL, Dark Red Brown, SILTY SAND TERRACE DEPOSITS, Dark Red Brown, Poorly Graded, SILTY SAND Trench Ended at 9.51 £. SOUTHERN CALIFORNIA ~ SOIL & TESTING, INC. . . I-w Za: w::) a:t- ~() Q..- Q..o ~ ~ Moist Humid ItIlO...CT : > t-o>- zz!:: WWCl) a:t-Z ~(I)W A..ëi)C Q..za: -<00 0 Loose to Medium Dense Medium Dense > !:: (I) z- w- aË- >- a: a w8 a:t- ::)z t-w ~t- OZ ~O 0 ATIYA RESIDENCE LOG..D BY: JBR JOB MUIIBEII: 9021024 DATE LOGG.D: 2-12-90 PLA TE MUIIB...: 6 ;::: wZ >2 -t- "'0 -<.: ...JCL ~~ 0 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - ffi 70 ! 80 ~ 50 ~ 40 , . U.S. STANDARD SEYES HYDROMETER (""TES) 38" II. 14O ,&0 112" 114" 2. I. 120 "O 24" 12" '200 30 11O 130 150 '4 ,. 11. 1100 2 8. 3. 1.112. 3/4. 3". 5 100 .- - - ...- -.. -,- - . - - - -- - -- - -- - ,-- 0 no - - -- -.- : : ¡..,, : : : : : : : : : : : : : \ : : " : : : : : : : : : : : : : : : : : : : ~\ : : t, 2 5 : 180 : : : : : ;, : : ~: : .. : : .. , ' : : : : : : : :\ " : ' ' : : : : : : -, " .. : : : : : :--' \J " : : : : : " .. " " : : : : : : ~~ : ,, " " : : : " : .. : : " " : : : " , ' : : : : : : : : : : : : : . . " ¡ , 80 1O 30 20 10 o ..78543 ,01 2 2 9878543 10 .878543 0,1 2 ..7854 3 1.0 2 .878543 1000 2 2 .178 5 4 3 100 GRAIN SIZE (-) PARTICLE SIZE LIMITS I~ ¡ COØ8LE I ~ÎYEL FIE I COARSE I =1 FIE I SU OR CLAY I (12.) 3. 3/4. No" 4 No. 10 No. 40 No. 200 u.S. STANDARD SIEVE SIZE T1 @ 5'-6' T4 @ 31-41 " . ~-- '..,-- ,001 a 0'1 I N .-f ...... I N . (600.) ILLJ 0 Z U Z üJ QJ LLJ +J 0 ~ fO ....... r- VI Q a.. LLJ IX ~ q- 440 (10001II) I;: N a I- .-f c( N .. a 0'1 - ! å! IX ... 00 ILl u .:.: a:I - I 'J :E 0 - Yj i ~ f a:I « - ~ ~ 0 .., <I: - Ze" ŒZ 0- iLl- -0 .JW <1:1- UQ Zz Œ<I: w :I: ...I I- - :)0 00 0 ~ 1440 I . . ASTM D1557-ì8 MAXIMUM DENSITY. OPTIMUM MOISTURE CONTENT i - , [ . METHOD A DESCRIPTION SAMPLE Tl @ 5' -6' Dark Red Browns Poorly Graded Silty Sand - EXPANSION INDEX TEST IIE8UL TS l ,¡ i SAMPLE T2 @ 8'-9' - 1 CONDITION Remolded INITIAL M.C. (./.) 13.1 98.3 INITIAL DENSITY (PCF ¡ I I l I FI NAl M,C, (./.) 21.7 144.7 NOR MAL STRESS (PSFJ EXPANSION INDEX 13 ~ SOUTHERN CALIFORNIA ~ SOIL & TEST lNG, INC. BY: JBR JOB NUMBER: 9021024 - , , . Maximum Density (pet) 136.2 ATIYA RESIDENCE DATE: P 1 a te No.8 Optimum Moisture Cont (./.) 7.7 2-12-90 ~ 4 II. en ~ en en 3 W a: I- en a: c 2 W ::t en .1 I . -I ¡ I , l , I I l I ..... DIRECT SHEAR SUMMARY 5 1 0 1 2 3 4 L 2L NORMAL STRESS. KSF T1 @ 5'-6' T1 @ 6' 5 ANGLE OF INTERNAL COHESION INTERCEPT SAMPLE DESCRIPTION FRICTION (8) (Pin T1 @ 5'-6' Remolded to 90% 31 100 T1 @ 6' Undisturbed 30 100 2M £. 80UTH8RN CALIFORNIA ~ SOIL & T.STING,INC. JBR ATIYA RESIDENCE DATE: 2-12-90 IY: JO8 NUM8E": 9021024 Plate No.9 . SINGLE POINT CONSOLIDATION TEST RESULT j I SAMPLE NO. T2 @ 91 T3 @ 3.51 T3 @ 6' - INITIAL MOISTURE, % 17.7 7.8 8.6 - INITIAL DENSITY, PCF 107.7 110.1 112.1 - % CONSOLIDATION BEFORE WATER ADDED 3.7 1.8 1.4 - % CONSOLIDATION AFTER WATER ADDED 3.7 2.8 1.6 - FINAL MOISTURE, % 17.3 15.1 13.6 - AXIAL LOAD, KSF 2.58 2.58 2.58 -¡ i I [ ¡ I l ~, 80UTH8RII CALIPORIlIA ~ .OIL & T..TIN., INC. AT! YA RESIDENCE .v: JBR DATE: 2-12-90 Plate No. 10 JO. NUII.E": 9021024 . n TRANSVERSE WEAKENED PLANE JOINTS e' ON CENTER (MAXIMUM) I" 'S ~ 1 10' J3' i 1 5' -'0' ¡ SLABS IN EXCESS OF 10 FEET IN WIDTH SLABS' ð TO 10 FEET IN WIDTH } ! PLAN . NO SCALE ¡ I I I I r 5" 'So U 'i/2 i1 TOOLED JOIN T \ "'5 REBARS' AT 18 O~ CENTER EACH WAY \ ~ WEAKENED PLANE JOINT DET AIL NO SCALE . ! ~c SOUTHERN CALIFORNIA ATIYA RESIDENCE W SOIL & TESTING. INC. IYa DBA OAT&, ..3-24-90 ........ ...",>"".....,... nn"'n"~ D1,..¡.,."~ '-, I ¡ ; I . .. l I I l I 6. MH. ~ , . WATERPROOF BACK OF WALL PER ARCHITECT'S SPECIFICATIONS 3/4 INCH CRUSHED ROCK OR MIRADRAIN 6000 OR EQUIVALENT GEOFABRIC BETWEEN ROCK AND SOIL 4 INCH DIAMETER PERFORATED PIPE SLAB-aN-GRADE .. '. '. ,~. . . . ' . ' " , "'. '. .' '" 4. . . " ' :-.. ~, , ,'\ '\', RETAINING WALL SUBDRAIN DETAIL NO SCALE . I ! I . ATIYA RESIDENCE ay: DBA DATI: 3-24-90 JO8 NUlla 1ft: 9021024 Plate No. 12 '. . ATIYA RESJ:JJEt.l:E, l589 SAN ELIJO DRIVE, EN:INITAS REXXHÐÐED GRADJN; SPOCIFlCATICR) - GENERAL PRNISlcm ŒNERAL :JNŒNI' 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 recornrendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recornrended 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 report or in other written conmunication signed by the Geotechnical Engineer. i <ÐSERVATIŒ AIÐ '.œb"l'llG Southern California Soil and Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthWJrk in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he nay provide his opinion as to whether or not the WJrk was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new infO1:mation and data so that he nay provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recornrendations . (R-9;89) I I - '.. SCS&T 9021024 March 27, 1990 Appendix, Page 2 If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate conpaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recornrend rejection of this \o.Drk. Tests used to detennine the degree of conpaction should be perfonred in accordance with the following AIrerican Society for Testing and Materials test nethods: Maximum Density & Optim.Im Moisture Content - ASTM D-1557-78. Density of Soil In-Place - AS'IM D-1556-64 or ASTM D-2922. All densities shall be expressed in terms of Relative Compaction as detennined by the foregoing ASTM testing procedures. PREPARATICfi OF AREAS 'ID ROCEIVE FIIL f All vegetation, brush and debris derived from clearing operations shall be remJVed, 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, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified mi.nirnum degree of conpaction. All lCXJse soils in excess of 6 inches thick should be rem:::wed to firm natural ground which is defined as natural soils which possesses an in-situ density of at least 90% of its maximum dry density. (R-9,/89) . ! SCS&T 9021024 March 27, 1990 Appendix, Page 3 I. i I ,I When the slope of the natural ground receiving fill exceeds 20% (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be. cut to a firm conpetent formational soils. The lower bench shall be at least 10 feet wide or 1-1/2 tilæs the the equipœnt width whichever is greater and shall be sloped back into the hillside at a gradient of rot less than t\\D ( 2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be carpacted prior to receiving fill as specified herein for conpacted natural ground. Ground slopes flatter than 20% shall be benched when considered necessary by the Geotechnical Engineer. . i Any abandoned buried structures encountered during grading operations must be totally rerroved. All underground utilities to be abandoned beneath any proposed structure should be renuved from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled with acceptable soil that is conpacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, s~r lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he nay determine if any special rec:ormendation will be necessary. \. l I I All water \oælls which will be abandoned should be backfilled and capped. in accordance to the requirerœnts set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. l I I l f I i I (R-9189) SCS&T 902l024 March 27, 1990 A¡;p:!ndix, Page 4 r I " FilL M1nERIAL . Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine naterial to fill the voids. The definition and disposition of oversized rocks and expansive or detriIœntal soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics nay be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLl!Cll[; AND exH'ÞCl'IOO OF FILL j I I Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in corrpacted thickness. Each layer shall have a uniform IIDisture content in the range that will allow the conpaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment, of adequate size to economically coopact the layer. Conpaction equiprent should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recornœndations contained in the preliminary geotechnical investigation report. '"' ., I I l When the structural fill naterial includes rocks, no rocks will be allowed to nest and all voids nust be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. , . I (R-9¡'89) SCS&T 9021024 March 27, 1990 AHJendix, Page 5 l- I , Field observation and carrpaction tests to estÍIMte the degree of corrpaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer' s discretion. When the coopaction test indicates that a particular layer is at less than the required degree of conpaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative carrpaction has been obtained. ! . ~ Fill slopes shall be compacted by rœans of sheepsfoot rollers or other suitable equipœnt. Compaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio 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 been constructed. Slope compaction operations shall result in all fill J\\3.terial six or nore inches inward from the finished face of the slope having a relative conpaction of at least 90% of naxirn.Jm dry density or the degree of conpaction specified in the Special Provisions section of this specification. The coopaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be stable surficially stable. . 40, Density tests in the slopes will be J\\3.de by the Geotechnical Engineer during construction of the slopes to determine if the required carrpaction is being achieved. Where failing tests occur or other field probleITE arise, the Contractor will be notified that day of such conditions by written corrmunication from the Geotechnical Engineer or his representative in the form of a daily field report. If the nethcxi of achieving the required slope compaction selected by the Contractor fails to produce the necessary resul ts , the Contractor shall rework or rebuild such slopes until the required degree of coopaction is obtained, at no cost to the Owner or Geotechnical Engineer. . \ (R-9;89) SCS&T 9021024 .March 27, 1990 A¡:pe nclix , Page 6 I rii .. cur SlOPES The Engineering Geologist shall inspect cut slop?.s excavated in rock or lithified formational rraterial during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steep?.r than that allowed by the ordinances of the controlling goveTI'D'tEntal agency. EtCmEEIUIC œsERVATI~ J I Field observation by the Geotechnical Engineer or his representative shall be nade during the filling and conpacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical 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 conpaction. -. 1 ~ LIHITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resUJœd until the proper moisture content and density of the fill materials can be achieved. Dam3.ged site conditions resulting from weather or acts of Gcxi shall be repaired before acceptance of work. . (R-9;89) .. r I I ¡- .. . SCS&T 902l024 March 27, 1990 Appendix, Page 7 ~ GRADnt; SPOCIFlCATIOOS - SPOCIAL PRJVISlOOS RElATIVE CXlœN:TIOO: The minimum degree of compaction to be obtained in coopacted natural ground, conpacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be coopacted to at least 95% relative compaction. EXPANSIVE SOIlS: DetriIœntally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Unifonn Building Code Standard 29-C. <JVE:Æ;IZED MMERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversize materials should not be placed in fill unless recomrendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 u.s. Standard Sieve. 1 '.mAR5ITIŒ ID1'S: Where transitions bet\\Ben cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one fcx:>t below the base of the proposed fcx:>tings and recoq>acted as structural backfill. In certain cases that ~uld be addressed in the geotechnical report, special fcx:>ting reinforcenent or a combination of special fcx:>ting reinforcem:mt and undercutting may be required. ~ '.¡ I I (R-9;89) . 1 I .! ... 0 I �VE IS P 0 CD to A _F LJ C3 0 0/0 CCC 117017130" 1 4 11701711c," tt�7 3ALX I r 7 5.5; .44 5 -LEGEND- x 75 7.. Horizontal Control Monument Third Order Q Vertical Control Monument x Second Order or Better _4 A x t 7 5 7 M S i 5' -OX Horizontal Control Monument W��5 X Second Order or Better Vertical Control Monument .......... �7 Third Order S T .... ..... . 63.0 Horizontal Control Monument X 0 Second Order or Better ... .... ... Horizontal Control Monument & Bench Mark *or Second Order or Better Horizontal Control Monument Third Order 4 X� Horizontal Control Monument Bench Mark Third Order Bench Mark Second Order or Better X 4 Vertical Control Monument Third Order x 5 Property Corner Found & Coordinated X (California Coordinate System, Zone 6) 31 T lo s Found Section, Grant or r T I I S 5 1 6 Subdivision Corner Photograph, Nadir Point .. . ... .. Geographic Tick BOUNDARIES IN ORDER OF PRECEDENCE cc ate) (Land Lines Shown are Approxim x X 025" National x Name .025" . ...... .. —County Name ... ....... -WA*ft .0 15 —City 0 Name within Bdry. Reservation .0 15 Ilk; 2. r x Name within Bdr —National, State or County Park �O 15" Name within Bdry. tow- Land Grant .0 15 Z\ T2S —Township, Range or Section T3S .0 15" PREPARED UNDER THE DIRECTION mom o f ................. DEPARTMENT OF PUBLIC WORKS County of San Diego CONTROL DATA FURNISHED ........... by SURVEY SECTION Department of Public Works,-_ HORIZONTAL CONTROL BASED 7 5** NORTH AMERICAN 1927 DATUM t x on VERTICAL CONTROL BASED on U.S.C. & G.S. 1929 SEA LEVEL DATUM 8:4.0 ORTHOPHOTO IMAGE PREPARED x . ... ... ... from PHOTOGRAPHY DATED:OCTOBER 23 by AMERICAN AERIAL SURVEYS, INC. C TOPOGRAPHY COMPILED I by THODS PHOTOGRAMMETRIC ME from 7 1985 PHOTOGRAPHY DATED�CICTOBER 25 by t SAN-1_0 AERIAL SURVEYS 04 FINAL MAP PREPARED t by MAPPING SECTION Department of Public Works 1 4 N 1 Ce 1 E 1 8 1 C77E 1 `79E This Map Complies with SCALE 1: 2400 (1' 2001 INDEX TO ADJOINING SHEETS SAN DI 0 . NATIONAL MAP ACCURACY STANDARDS INDEX CONTOUR INTERVAL: 25 FE ET CONTOURINTERVAL:51FEET 318-1671 318-1677 31 L4-1 683 CALI RNIA 1677"' 200 0 200 400 600 800 1000 TWO THOUSAND FOOT CALIFORNIA RECTANGULAR GRID (ZONE VI) 1 4 L 1 31 4-1 (Feet) THE LAST THREE DIGITS OF THE GRID NUMBERS ARE OMITTF D (Meters) 100 C Q#_3Z j I L lf(: D C Dc Z D C C �Z#_3 W "; �y C C 100 0 77 300 200 THE RECTANGULAR COORDINATENALUES ARE SHOWN ON THE SOUTH AND WEST MARGINS 0 310 SHEET NQ :31 4 1 6 7 7 THE GEOGRAPHIC VALUES ARE SHOWN ON THE NORTH AND EAST MARGINS