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HomeMy WebLinkAboutCT 72-02; PONTO SEWER MAIN CT 72-02.2; FIELD DENSITY TESTS; 1974-01-29.' ! • i ~' .- SOIL AND MATERIA.L TESTING LABORATORY OF NORTH COUNTY, INC. 29 January 1974 423 HALE AVE. -ESCONDIDO, CALIF. 432025 ESCONDIDO -746-2333 Pacific Scene, Inc. 2032 Garnet Avenue San Diego, California . CT7·2-D2·0~. 92109 Attention: Mr. Russ Richards Dear Mr. Richards: R e : Job No. 71 -1 05 Carlsbad Tract 72.2.3 Carlsbad, California At the request of Mr~ Morrison we have performed nine (9) field density tests in the subbase material and eight (8) field density tests in the road base material within the referenced project, Carlsbad, California. The field density tests were done in accordance with A.S.T.M. 0-1556, the Sand Cone method. On~ laboratory compaction test was also performed t6 determine the maximum dry density and optimum moistur~ content of the base material tested. The other tests used were previously determined. All of these tests were performed in accordance with A.S.T.M. 0-1557-70 (method A). The test locations and elevations were designated by Mr. Morrison. The field density tests were taken at subbase finish grade and road base finish grade elevations. A summary follows: Respectfully submitted, SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. ()(7 0, 1/) () I r_ l-~~ .. __ ( l'l --; # c:, .. tt.\f I CLAUDE B. PARKER Registered Civil Engineer #18,987 Certified Engineering Geologist #922 Distribution: 2 Addressee 2 City of Carlsbad. " \.-' Date of Test 1974 1-22 LtORATORY e-COlYlPACTION TEST RESULTS Soil Description lYlaximum Dry Density (~cf2 Gray Brown Fine to lYledium Sand (D.G.) 128.2 *Brown Silty Sand 133.9 *Brown Fins to Msdium Sand 129.9 *Red Brown Silty Sand 133.6 *Previously determined FIELD DENSITY TEST RESULT& Test Location Field Field lYlaximum No. of Test lYloisture Dry Dry Content Density Density (~2 ([2cf2 (~cf2 SUBBASE TESTS 1 Lowder Lane 8.2 126.9 133.9 Sta. 30+75 2 Lowder Lane 10.9 . 122.7 129.9 Sta. 32+75 3 Lowder Lane . 10.9 120.3 133.6 Sta. 35+50 4 Lowder Lane 14.2 117.7 133.6 Sta. 37+55 5 Lowder Lane 6.1 118.5 133.6 Sta. 42+00 6 Lowder Lane 8.6 119.6 133.6 Sta. 52+75 7 Lowder Lane 7.7 132.7 133.6 Sta. 56+00 8 Caminito 9.2 122.4 133.6 lYladrigal Sta. 2+50 9 Caminito 8.7 120.6 133.6 lYladrigal Sta. 4+50 ~ woe£' .i>q-&, ..• ,.'r I ~,111 ,u.6. ~ SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. 2 Optimum lYloisture Content (~2 7.2 8.2 9.1 9.4 Relative Compaction (%) 94.7 94.5 90.0 88.1 88.7 """ 89.5 -- 99.3 91.6 90.2 ~, " I " " IXimUm )~!T , .... 'Date Test Location Field Field Relative of No. of Test lYloisture Dry Dry Compaction Test Content Density Density C%) 1974 (%) (pef) (pef) ROAD BASE TESTS 1-28 1 Lowder Lane 8.1 126.4 128.2 98.6 Sta. 58+00 2 Lowder Lane 6.2 125.7 128.2 98.1 Sta. 53+75 I .1 3 Lowder Lane 6.2 125.5 128.2 97.9 I Sta. 49+80 I 4 Lowder Lane 4.1 126.9 128.2 98.9 Sta. 41+30 5 Lowder Lane 7.5 128.0 128.2 99.8 Sta. 37+30 6 Lowder Lane 8.7 122.7 '128.2 95.7 Sta. 31+45 7 Caminito 4.1 125.0 128.2 97.5 lYladrigal Sta. 1 +81 8 Caminito 4.2 127.6 128.2 99.6 lYladrigal Sta. 5+50 SOIL AND MATERIAL TESTING LABORATORY OF' NORTH COUNTY, INC. 3 ;-"" . . ' .., .... -) \,t • . ", '. SOIL .AND MA'l'EUIAL TES'l'INO LABOUATOUY OF' NORTH COUNTY, INC. 3 August 1973 Pacific Scene, Inc. 2032 Garnet Avenue San Diego, California 92109 Attention: Mr. Russ Richards 423 HALE AVE. -ESCONDIDO, CALIF". 920~5 ESCONDIDO -746-2333 Re: Job No. 71-105 Dear Mr. Richards: Carlsbad Tract 72.2, Unit 2 Altamira Carlsbad, California At the request of Mr. Morrison we have performed three (3) field density tests in the trench backfill 'within the referenced project, Carlsbad, California. The field density tests were done in accordance with A.S.T.M. 0-1556, the Sand Cone method. The laboratory compaction tests usep to determine the maximum dry density and optimum moisture content of the backfill material was previously performed during grading. These tests were performed in accordance with A.S.T.M. 0-1557-64T (method A). The test locations and elevations were designated by Mr. Morrison. A summary of the test results is presented on the following page. Respectfully submitted~ SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INCu CLAUDE B. PARKER Registered Civil Engineer #18,987 Certified Engineering Geologist #922 pe Distribution: 2 Addressee 2 City of Carlsbad ~ r ' -r ~." j~1 j- .;,. _J ,:, • • LABORATORY COMPACTION TEST RESULTS Soil Description Maximum Optimum Dry Moisture Density Content (pcf) (%) Red Brown fine to Medium Sand 129.7 9.7 Brown Silty Sand 127.0 8.4 fIELD DENSITY TEST RESULTS Date Test Location Ht. of field field Maximum Relative of No. of Test fill Moisture Dry Dry Compaction Test Tested Content Density Density (%) 1973 (feet) (%) (pcf) (pcf) 7-12 1 Camino Del S.B.-1.0 5.8 115.1 127.0 90.6 Prado Opp. Lot 306 Sewer Lateral 2 Camino Azul S.B.-1.0 5.3 114.9 127.0 90.5 Opp. Lot 274 Water Lateral 3 Caminito S.B.-1.0 5.8 107.7 129.7 83.0 Verde Opp. Lot 242 Water Lateral SOlI. ANn MArI'I~RIAT, 'j'BS'l'ING I.ABORA'I'ORY OF" NORTH COUNTY, INC. 2 "--,--+-" ~.-.. -·~-~~t· f , r . ' , , , , rgy Grctdient (E.G,) rv,::;;...~~~:·-~~·~· c: Gradient (H.G.) • . . . , '~, . , .. ;:I:':;·'·~:":,.>,,:::'I:: > 0;-. ':.1 ::'.' . ' .. ::.' • Manhole or '.' Catch Ba8i~ .' " , .: • • • I ... " ••• ., \ .... ..,..._~.~. • Pape \ . " ,'-0:' t ·.'::'r:.:···:.'.:.:!/ :·;·>:d.:· .. ·.':·,:IJ···\,\·.:~, ' .. : .•. :~. ;::.':;: . ~ ( ___ . __ -...-_ '. ~ ~~ ." ; . .3' 2 0 '" S·, I iJT. C. ~o.'t"min.).. ' I \ " ::l S' ',w.s~ @.0:J.' ... ,' .. . . '~ ._.... ' 1 6 ,; 0 1 . ; , ti ': , .. .I .;' .. 1 • 3 0 4 9 S S" .;, !' HA ·(previous downstream. 'Vne) . " , .. : . ~ . ;.:,"'" .• ' . .': ..... 0 s I Bend factor @ @' (0 tor ·~o "bend, 1 tor .9:0°) -,. ."" , '392'040 S ::! D~aina.ge~re.a(s.~~) .. '~':;:,";"~.">':.;.J. ,;::::;:'> .. , ~:\ 2 4 S·· 1 PIpe sIze (Inches) .:': ,;"J ... :' :".' ,.' '...i' , ~. .:. : .' '. .. . I .. .. ",;; ':~:i,.<.;':,>;· ' A'\ i:,',.:,·:·.:, ~ • . '. I ' ~, •• ~ .')' ,'t i'~ ~' :,' ,:'t, ... '· v· -__ ~ ,.'.. ; '. , .',,,. . ~ 28 ,; 8000 0 CO -i' Q (c£s) .-:>\. ·,f;~ ... ,,;· " .~.:::': ~ ~::::':'> '!' ~ " I, 9 • 1 6 1 3 0 A 0" V (£ps) '. :\,.,.:;':':.' 'i~;' ,:S : .. ',.:., ~ .. 0,' 00000. AO ~. Be~d loss, i£'any -::::~:,::.,.;~. '\"'. . :. ';-'. " .';' ". 1) 0 0 1 6 2 O-a 0 . H G 'slope " '. ." .. : "':-.' • • •••• I 0 C .. -=--==~ "/' W,' • '@Ii:l\.".:f.:; ... ,:.....<;:,. i .. ·',~ ':;. '; •. ·.G " P' 76· 01 000 cO.:.' • S. . ~ , . ':-. \'; :.., ;'. . ,':, .;;. ':.: ~ ". ,". ..,. ' .. 1.09,; 0.0 A:/w.~, w:~g.th@o©fcline .'. ,: ", '~:'."""'.:":'~'.,. .. .. :. ,',' ; § . > :-'.,~ ~ 77-7 7 5 8 0 Y . . , . ~ oS .:., .. (!:.; . '> . :. 1 ~ 30 4 9 5 B 0.. .:. HB (This line).' -,.,' .. :.',:'" ,'; o~ , ...' ,0 • 1 9 ~ 1 6 . ,A • " Flow time (min.) . '. . ..... , . .... , ' . . , .' , i .. • ~ .0 • 5 S Bend factor @ @ (0 £o~no bend" 1 for 900) • . 0 3 9 2 0 4 0 S Drainage Area (s. £. ) .,' .. ... .: ~ 1 8 S .Pipe'S~ze (inches) .' '/ .. ' • ,. .. . ~ , .. ~ C\ c;:..,..",~ '--<;\-C>\>E; ;~ " ,.; , .: ~ . 2·Q ,. 2 50 00 -v Q '(cfs) .... . ~ ). \~.~c/,.,.· 1 'A A V (fps) . " ;:: .... 16<5207 v . . .~ /#'/r L,,;,y.e-/cv/-/:\\ :: < : 2 :' 1) A ¢ \' ,~ ...::;:: ..... 1 o cPN~Y(),S8 ,t>~EA~ : O. G 7,' 46 a ~ § ,9e'r~""'L V E.::::oc ..... ry'7 ,6 • 9 S 36 5 c ~ ~ V-= c'S~ . 1.05'.0.0'$ I.;; .R>~ 9 95 A 0 ~ Q c::. Tv.-9C. ?;~¢t'" 8 5 • 1 1 ~ 4'~~420 BO 'Bend loss, i£ any H. G. slope W.s. @@. Length of line W.S·. @ © . HB (This line) o c -.... ~ T ~~, 0 7 n?;.,."" .0 • 1 0 5 7 2 A ~ '~ Flow time '(min. ). ____ ....... __ ......1 .............. • TITlE: , , ·~'·HYDRAULIC CALCULATIONS' . . Preparf!d by' I Job rr4()S2 $ H E E T, ! 'RICK ~------~--------~--------------~' . .. oN ... -'_., I . JOB: . . " .' . ~ . Engin::cring Company . '~',.n~.:.~~.~",,~~' .. '-fi09E.lm QveQ.ue,,?}1one i29498~ =jII#fi";t!IiiriI' ,. .,. ;-"", ,.~ ... . Ji~-:: •• .d;'~~ ~~Hf ~~~$i, . .. "'''. " , .. ,:' '..!'('~J: NO." . , . " -' ...... " SOIL AND MA'l'EIUAL TES'l'ING LABORATORY OF NORTH COUNTY. INC. 3 August 1973 423 HALE AVE. -ESCONDIDO, CALIF. 92025 ESCONDIDO -746-2333 Pacific Scene, Inc. 2032 Garnet Avenue Ci72-02·0:l- San Die~o, California 92109 Attention: Mr. Russ Richards Re: Job No. 71-105 Dear Mr. Richards: Carlsbad Tract 72.2, Unit 2 Altamira Carlsbad, California At the request of Mr. Morrison we have performed ten (10) field density tests in the subbase material within the referenced pro j ect , Carl sbad, Cali forni a. The field densi t y tests were <~',:me in accordance with A.S.T.M. D-1556, the Sand Cone method. The laboratory compaction tests used to determi~8 the ma~imum dry density and optimum moisture content of the fill material was previously performed during grading. These tests were performed in accordance with A.S.T.M. D-1557~64T (method A). The test locations and elevations were designated by Mr Morrison. The field density tests were 'taken at subbase fin~~~ grade elevation. A summary of the test results is presented on the following pages. 'Respectfully submitted~ SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. CLAUDE B. PARKER' Registered Civil Engineer #18,987 Certified Engineering Geologist #922 pe Distribution: 2 Addressee 2 City of Carlsbad I • LABORATORY COMPACTION TEST RESULTS Soil Description Maximum Optimum Dry Moisture Density Content (pcf) (%) Red Brown Fine to Medium Sand 129.7 9.7 Brown Silty Sand 127.0 8.4 Brown Silty Sand 133.9 8.2 Brown Silty Fine Sand 124.5 11.5 Light Brown Fine to Medium Sandy Clay 124.0 10.5 SOIL AND MATERIAL TESTING LABORATORY 01" NORTH COUNTY, INC. " 2 " ~. . ; • • FIELD DENSITY TEST RESULTS I{ SUBBASE TESTS ,J. , . thli~~ Test Location Field Field Maximum Relative' of' No. of Test Moisture Dry Dry Compaction Test Content Density Density (%) . . 1973 (%) (pcf) (pcf) .' 7~12 1 Caminito Verde 8.1 116.0 124.5 93.2 Opp. Lot 219 2 Caminito Azul 9.3 117.1 124.5 94.1 Opp. Lot 288 3 Caminito Rosa 5.8 123.3 133.9 92.1 Opp. Lot 267 4 Camino Del Prado 4.7 123.8 127.0 97.5 Opp. Lot 293 5 Camino Del Prado 6.4 123.2 133.9 92.0 Opp. Lot 272 7-14 6 Camino De Las 4.7 117.5 129.7 . 90.6 Ondas Sta. 6+20 7 Camino De Las 8. 1 127.3 133.9 95.1 Ondas Sta. 8+90 8 Camino De Las Ondas 4.7 124.8 129.7' 96.3 Sta. 1+60 9 Camino Del 8.1 117.8 124.0 95.0 Prado Opp. Lot 320 10 Camono Del 7.5 Prado 117.9 127.0 92.9 Oppo Lot 331 " SOIL AND MATERIAL TESTING LABORATORY 0,. NORTH COUNTY, INC. 3 'y -;':;;:=;::: ~,:;:;;; ~, .. ~.~.~, -, .-,~, -"~' -.. <;~. ,~!:,~ 1';"'~ . \:. Your or~e'r ~\ -t)"b.~ ~ C\~')~,<: . ,~' ':':. " '~ , " ~' Border Steel Mills '1 nco P. o. Box'71 . EI.Paso, Texas 79941 " . -:'" '1' CIJ~~'2'O~ . Sp'ecifications' . . ",' . 'e::; ~ . -'..;, tfJ..I~~' . '., ..... ,. 'I.l-e ,.,:':'''''q. ~ ~.' ' .. ' , . 'LI;;L ,..'"" . . , .' . i -7 1 ~.,. " ' ",. Our O~de~ . ,,~ \. ~':\. . CERTIFICATE OF-ANALYSIS . , . . -;, ' II'- M ASTM A·615·68 Grade 40 ~'" o AST~A·615·68 Grade 60 ~ ... ·~~~.\a··.'.\~~··.· .•.• ,.:., ,. I . ,'," . ;:' '., cu~o~er.' b,-~,,~~~ ~\~ " " c"S .',' , o 1 [j ASTMA·36 o ASTM A·36 Modified 50,000 psi min. yield o ASTMA·~42 DESCRIPTION .• -~ .~ . -- t«u. I'I!IHTING co-a. PASO .... ~ HEAT NO. C \ .~a /. ~"J..~ (:)'-0 ~ CHEMICAL ANALYSIS MN P .~~ , \::J ""l.D The' above results are certified to ,be:correct.. ' " ", '. 0' '-; ~"b'"" '" ~'r;~::~\1?nMR~ ......... . D"",",do" 'SCI.N. \..~~ ~~I ~l-t Border Trailer No. CC)"'\ . . PHYSICAL ANALYSIS S YIELD POINT (PSI) TENSILE STRENGTH (PSI)' % ELONG. % RED AREA ,~~~ ~ .~?;{) .'. "',," '~ ".1 I , " ';-_ • " • .;1. ;,:. : .... : " .... '0, ~. : " ,-:<:' •• ' -'. -, ..... -" ~. ',,: ... ' . ' ".1 . '. '\0(') \~\{)~ I ~OC) L~,6~1 I .' ,:~ -:::. / . ; ,I ~ .... ';' ~ •• BENDS 1('..\,- I (')\l .1',.-_. . ............ -. ::-. j_-Wl'J.1t;J~·i~~-":"'::"""":~;·.-·"';:;··~:" ~.~~ '_~;-_""k:..._· ____ ,...::.........·;·,~,·-,,-:--:-,·-.;.;l.I.. .... -t·· ' ' .,.,: '~~~;;;H . .~,.-"'" ~.. ~rrl ,,:,'~.::n;~~~ ~-aa~ [~T~m~r~",~:-' .C-."" " ODE .S .,. ,", ',';. ,".:' . .;' " . ,'. ~rawley Steel company' ,7424 Mis's1on Gorge .Rd. ~an Diego, Calif. 9212~ . . . jHIP TO: i,.. .' ~ame.s . ~ ~. HIP DATE '. H.OY ~ ,,,; .t':" ,. ~'~.': > ... '-' .-... ROUTING ...... i.. ~INLANO FREIGHT lIf~ TAX ~'F.O.8. . ..... ,;., [M] rn [M]@' . . r .•. · ''.~. ': )",'1 -. ~1I1"COLLECT' ~1.TAX"'BLE'~ ~t3'! .. ES,t. :.:: ••.... , 0 .;,-:,,: . : .. .... I .,'.... -~. ,: • Z-PREPAY . 2-0ESTINATION ,:. -; ., N. '. ~~ ", .•• ~' .• ' '.~' • , .. PAY • C~ARGE i-NONTAXABLE '-OOCK' :4-,.,..5. .' ~.~ 1,,1\ i' . . ..... t ; ~. 'l' .:--"' .... -._.-_ ...... _.,' ." , . t .. ' ,'. ·.W~\;·.~; f't " :' No 20841 .. ". " '. ; .. , ';" ~?~,:;,,:M;,:~~ :;:'0~-{,' , . ~ ';. ~~ .• ' . A\bllel'obl .' .': ... :,. '.' STEEL PRODUCING DIVISION • Formerly ETIWANDA STEEL PRODUCERS, INC: P.O. Box 8~ 12459 Arrow ~ighway. Etiw~nda. California 91739 • ~714) 987-2~21 ;..; . ~ -,., .i, ," r." -1'.'-·.·· '.~ '\'" .:1 . ~. TRAIL CAR NO... . .~ . : , ~ ~!"I!.':.-.v-->'<-_"e"?":'"1~.t<>-..n~'-"'--=-~"'''''~'-'---lS/L No. " ~ .".~ ,b~-~ .r,: .. '.' .. " !:::!J,:...J..:':U....L..l!...,.-L--C-O!..!.M.¥.JM-O-D-I-T-Y--P-E-S-C-R-I-P-T.;..-.I-~-N--~I_. ,'.~.' ·.~~~~Wi~~.,1 UNI:S,' .' LI~T. TOTAL HEAT NUMBER WEIGHT," COMM. CODEI WIDTH 'WEIGHT i . . ~\i~.;:s~';(i:':,~~~~ SHIPPED PIECES PIECES . , . ':.u~.~,,~~{~~~~~~~:0~~·~~-~'1-, .... ~ ". ··F " . . .' . ',.,': . .' .. :.\ .,' .' ~.~ .~ .:. :~ -tr-'rjd.rlo v6rf Det Rebar ~~~~~~ . .:. ~ .:; <J}JPiilP." I A.,y.J -~. ""~!J/}J1Yb,r::tt ~"':w.;:'..~' ..... .r;:~, -'J.t"! ~16245 446$09 ~~~~J:::~~~~~.l?f.l-"t;~~~~@;:."':~·~:~~1:"-.~·! 9 ___ ...:........I-___ .l.-_J-__ :....I.._..;..J......;:.._-I.. ___ .;....~~.~-~ .-.~ ~{~~;.:~ .. '1:u. ~~~~~~~ ~·;!-_~_+---!~-~--4..::.::oc:~:x.-...... ---+::a::~=-'--· r::; . ' .. "'I-"---\.....,:~~~.,~,...,.-..rt-~~I . .".': .. ' d· • . r~-=.~=~~--~~~='= .. -=.=.-=-=y="~=.=~~.=~=~~.'~i.~·~=~~~;=~~~ .. ~)I~~~·~.~.=.~!~·~~ .~~. ~~~I. .,~.~0r 'I"~~~'~' ..... _.~..u.....r:!,,-_ _ __ .. c.. ....... ""_~ .......... ~ :\,!J·~ ..... ~lL .~ \,", ' .. '. .-:,;~.::.::.. :." .Y J-"',_ e,"~!s,-'_ , ACTUAL . I YIELD POINT I lJLTIM~TE ~L~~ 1 Bt::ND 1'-l~-~I :;--_ ..... ...,-~-1-·~· .. ::;;.:1: . ' ..... sIZE HEA'!' NO.' ..' '""""' AREA P.S.I. STRENGTH,P,S,t •. IN_..:.8._IN. TES'r • C 1 t.1 H P " . .. .:' .. , .... ' ::., -4; • C', '" "~. '" .':: ~ -:1 '.'./ .. .. ' ~~~--. -:-..... , '.-~"'. r' . 'fl.", .' ".' ; J. ~~" , ' " ;~ ~ ". Yo~r'O-rder 0 \. ~ D=-b"'b L. C \? .... ): Specifica~ions o ASTM A-615-68 Grade 40 o ASTM A-615-68 Grade 60 o ASTMA·36 o o ASTM A-36 Modified 50,000 psi min. yield ASTMA-242 DESCRIPTION .: ~. Border Steel Mills. Inc. P. O. Box 7J' EI Paso, Texas 79941 ':' CERTIFI.CATE O'F: ANAl-,(SIS " ' Date ,'r }..,~ 1-7) . Cu"~~'~~"'&"-'--~ ~\--uJl. D""i",tiM :s 0.",,-\D ~~ J ~~ ~ , .. .. ,.:: .... ' ( .'.' r -'. . ' \ ~. I' -'''' .~ I ~ I -.', I" _. f-"'-I -." .r I --'. i " I . • HIlL fRlNTlNG co..-a., '-"39' '.: ...... :' '::.~ .. ,The above 'results are certified to be correct "', contained in the records of the corporation. '. .' .' " , '. , r',,\ ~_.' .. .\ \ ~~~~.J\--.' : . , .,/Y---vc)4.,....;>.v,~ ~~· ... A.A~,:O ,.< ' ,',,: ';" .:~::':'.;->; ':\--,:'. ':, .... :: " .. " . Our Order . ::s.\. Us.'l Border Trailer No. O~' . ., .... ' i __ .... ,. ~.:. ' 51' :' t .. ,. ... , WITTEMAt~ STEEL' MULS. . 14970 Jurupa Avenue • Fontana, California.· . . Tel.eph(:me (714) 823-3446 '.' l.-, GERTI.FICATION, OF CHEMICAL AND 'PHYSICAL ANALYSIS '. .', Customer BRAWLEY STEEL Sp,cifi,",ion A.S. T .M. A~61:5 Cu,,,om,, P.O. No .. ____ -,-__ _ Date 6:"19-72 " 19 _. ~ __ 40 . . Grade Date Shipped Memo No., ____ -:---__ _ Contract No. -:-=------'----------'--__ Shipped to DESCRIPTION I SIZE HEAT NO. I ACTUAL 'r YIELD POINT I U,LTIMATE % ELONG. BEND AREA' P.S.I. STRENGTH, P.S.,. IN_IN. TEST .C MN P S HIt DEF CONG I 6 5485 1 440. 1 51+: 100 8/.i.c 200 . U 13 OK ~6 ~j l)21 1031; NF BAR 5518 .' . 57000 . 9~ ~OO 13; OK ~~ . ~8 P12 1037· .. '. 5538 54 r500 79 BOO: 19 OK 28 . 59' P12 I O~9 56l4. I .. 1 52 200i 1 78 400 ·115 ,'OK ~8 59 P2l!. '194.-3 , . '- k,·' ..... ~~ . I_fYfu:ob.wmf..;. ••• ~tob •• _"U~.Mn .. I.~m'.~.;~~mp • .,:Auili~ d~Z~~ .... .;::~~/ .. ,::,.'.:,.;' .. c"~,:,</,:;::"",:,=,,, ".,".: .. ", .. ,.... ... ', .• ~~ .... : ,., ..... ".: ":-.. ",'".:," ~ .. :, . . . ,~,. ~~~~A .... "'j"!G!"u,....-'s:s;:;:IO:O' ~"''U<ao;-~-v:.f':~~ "-'~"!)Y'" , " .. , p., , ... L ". ,~7 i I "I .. 9@li eo:o, ,'. r .rh eft ~~r:l' 'if ' ,r", , L,'s " ,0, ,_', ,D, E,. , s, ,jj , . '" , .',.,":' , ' ", , INLAND FREIGHT ;;,"; '; ,TAX ,,'., F,O.B." '~, '! :e. .. ~t 1 c~ " ~' .. ~., .. ~', '. " ~,.~ !'':'CPLlECT'" ", ',.) ,' .... 1 ..... .' ~ • 1'·AMERON' ,< • "J;.lf.Vb •• e"j V e(!! omt!any ' .. ", :",' .. ' " .' ': ,I". •• ~ ',. , ,,' '-'-TAXABLE' 'Y",,," , , , .,:", ... ..". 4 ~"i 1 A 0 ~ '~d ,.':, ",~, '>.' :'-' , ' , " ,,?PREfAY, '" ,', ' "', , 2'DESTINATION 'Ir.~' ,': ,#=t.d, ~'.1 $S vn orgo.j;i!. 41 ' ,,', ,', : , '~'" '... 3-P,AY'& CHARGE " , '-NONTAXABLE "" ", 3'D,?~K ,'" , ~an 1J1e r>"o Gal11' 921211'," -,:" ;,' ' " , "'''' " " ,". , , {.l,> I " ~' , , .. i': "'«"~: :-,:,.',;:'-;',,, ~:'."":',,:'~<~' ':'/;:,,:'.:~>" ;:>-",' ,.; • ~~ l' " .',' :' i;:' . " . ~: .' ., , -:., .. ' 'A\~ll@]bll~~l'''''' <'."'", . " STEEL PRODUCING DiillSioN " ":;"'" " -, . . .... " . :.':~ . 'SHIP TO: .~ :';;' , .. " ' " --; ~ r. Same: f1!i;).Y ': . -" " :1,.' ~i~C;;, . ..-.:. $> ,~ POST OffICE.BO~ 8" 124S? A~ROW HIGHWAY • ' ETIWANDA, CAUF. 91,739.';:\ ';, , m!PHONE .(714)'9p.2S21," , , ' '.. ," , ~; \':'~. .. • ~ .. ~, .. J~ .. ~~ 1', ..... >.::' -,,' , ' ,f -",' '1>.' '.f;. ,:.:)" .... _. .~. ~: ''':, .:.,.-.,;:"'-:;,~;:>:. ;:::.:' ;~~""" ~t-~:··-·{ '~, ,.:,." " .:. ~. .. • ~ -', ..--.. f" " ;. . .. BIL N~.:., UNITS SHIPPED "0 :. ,".' . ": .. .: .... l;IFT PIECES 1~ .. ~ . c-, . ;. ~ [}{] ~ [P. [p ~ [K] @ [ij] [~ ~ (~},:,~ • , • t ~ ,''-.. ~ . "·N~-. 3-1 0"7 5:'~:": '-",0 " . "';'~;.' ;~ '. , r '~, "'"':;" ", oJ',,,, ,.. ': . . .... ~ : .. .. ~~ ';-"'y.~ " ,,"". :~' ~f:-.. ~".: . :~ ,:,- TOTAL PIECES <! -. J. .~:. ~ .. , , " ,~ . i"" '.~~: ' RAIL C;AR NO, ... : " , -;1;" .• <.; l' .'" ··P::~;:: ~ HEAT 'NUMBER " . .' i'" ;;. >' ~ .. ":,,' '!~ ... " ~. < ,.' ~ .~.; .. :;: :~," ,:::;~~:."'" ::' ',' ::~: :,;-;' :'-:~:< ;~,::~ :~~~;>': " " ~. :~~~:~. . ~ ..... ~ ,'.; ...... :' ~.(. . :' "'~ .. -. WEIGHT 48,096 ~ ... " ~~ . " , DELIVERY Cut, • :: '.: ."' .. ":'.,~{'" ;::(~}&;~i, ';05'~;if<;.i':!i~;{~a,'~;':';'?: ',;:::;',;";;c?,:,(: ,;::' .. ':,::' ~ ,. "','. "' ~ ~:~;~ :~SJ~~, .... '", .. '" '.:';'" .. , ..... ," ", ; ...... f.~J':' .. ~\ :.1;;.,/.;"" .~. ,.,..' -. ~~}~. ~: k<f#~"~" .~~ -:,~._,~1,--I _.'~'; ........ ~, * '~""":.', ~. • 'We hereby certify tnat these goods"were produced In complionce'w(th all applIcable. t ',,;:. ,-:.~: '.~. -f>~;~.: + /-'. ':': ,:~.; -~ ': :.: .{ .'<I~;)~:",1 ... ':. :'~f::t:·." ; ..... ::,.:~::::~ I~.~ .: .. :,} .. ::. !:;f:$'-;: .~. <.1'); ~~-iY.:, .... ;~ ... ~: . ~?'l~ ;; \-~. :~ W requirements, of ~ SeCfio~s '6,' 7 and 12 of the Fair lobor Standards Act, a~. amended, \ ... -,' • t '''',' • )~. '", " ,,4. '7 :-... ~ ; I. '/~' ') '.~ • ,:.$; .. ' ..... \~.,~. J...:~.: , -' •. : i':' ~ ~:'. . . and of regulations on'd orders of the United stoies Department of lobor is.!.ued under . , :;: .,:',f.' , oj.,:",::';". ,,\.~ ~-:"'~_.~,/: .. " .. : .. :~ ;:~: -;, ' ... t,"/, ,/ ?..t ., Section, 14 thefeoF' . , .' l,....-~('-(·'I~~-:~ {·· .. (·y)V ~ ~ ~, • Q G ., • ., • • e', '. e e o " G ?i ;. t~ '~ ~ i • cl' '7 z .. 0,.·0).. (----- HYDRAULIC CALCULATION CARLSBAD TRACT 72-2.2 AND ALTAMlRA UNIT NO.2 Prepared By: Rick Engineering Company 509 Elm Avenue Carlsbad, California 92008 June 29, 1972 Job Number 4092 " , r .. BASIC CRITERIA • Calculations are based upon the following: Run-oU: Rational formula (Q -CIA) . ' c = 0.5 (Drainage 'Area used in Calculation is adjusted for this factor) i = Per Peak Run-off Rates or} Sheet No. 3 T. C. = 10 min at first inlet Pipe flow: Mannings formula with n = O. 013 Pipes are sized for a 50-year storm Inlets: Grate Inlets sized to carry 50-year run-off with a maximum of 3-1/2" of ponding. , I Curb Opening Inlets sized to carry 50-year run-off with water ponded to top of curb. NOTE: Loss'Factor shown on thelollowing calculation sheets represents a fractional proportion of}L in accordance with the following: 2g For 90° bend in alignment For 45° bend in alignment ... For no bend in alignment LOSS FACTOR 1. 00 0.50 o (If the above bends are accomplished by a substantial radius I use 1/2 of the above Loss Factor) . I For entrance of sub lines to main lines Loss Factor on main line will be equivalent to ratio of Qls of sub line to main line (L.F. = Q sub/Q main). TITLE: SHEET NO. E Rick Engineering Co. JOB: JOB NO. DATE, I ! ,...-" . , r r-", I ,-.,- . r-", '---" .. -', i / 0 en CO I'- I!> to ..... C/)tO I, c:t:: ::> 0 'J:N 0 Z trl 0 0 'It ~ <! 0 ex: ro ~ 0 (/)0 WC\l ,.:- ::J Z ~ 0 - o ¢ 0:: 0 (- U «: ll... .. ' -" W ....J I.rJ 0 0 0 0 1..') ! 0 o -e f (, t:lOOH (08310 Nt'S) ~') N a 0 en (\J ,,-ID i'; ::l ....: -- a 0 0 0 0 0 0 0 a 0 0 0 ~:) ¢ U) If) I I i ~ I 0:: a 0 0 W 0 0 0 0 en 0 0 0 0 w !O rt) <;l-en 0 OC'> co I'-<.!), tn "':0 ci 0 c:i ci t:J3d S3H,)NI AJ.fSN3.lNI ;: ... .0-.... 0 <:> .c c c <.> 01 <I) .-.... c: '" c: 0 " (!) '0 ~ >- (» :c ... ~ <II 0 .... c: .... 0 .::> 0 -..: c: c: 0 c: -0 0 0 :t: v-.... a. 0 0 .&> .... 0 '-> 0 ::I. "'" ~ l-E .:::. <P _ T 1 fd 11+ 4 -I +i+ Itt q o • 10 v (j) co I'- (!) en 00 (QC 'It ~ '0 J: N') 0 trl , -~-+ 0 'It '-i ' 0 If) o " o N o RAINFALL '" 2: 0 e-<! a:: ~ 0 r" \ INTENSiTV -DURAT!ON-FREQUENCY CURVES, Yoi' COUNTY OF SAN DIEGO APPENDIX lIT :3 '. =~· .. ~rr7"-:>;?,,,,;?~ :':c " __ . _ ... _~.~-J /Z? f/7e- • .j ). Manhole or " , , Catch Basin· , '. " .' .. ::': ,~ -. . . • I • • ..' " : . '. ." • to' ',. . "~ Lon h rgy Grddi.en~ {E.G.} PiP.6 .' 3 • 1 0 S S 9 • 7 .; S 1 • 6 4 816 S raulic Gradient (H. G.) . .' H' 8. / -::::: . i (T. Co =-! I, -:::;3 min. ) -:l A W.s. @'@ HA ·(previous downstream 'Vne) (if any) 0 <: oJ ~ 5 4 800 S Bend factor @ @' (0 for ~o "bend, 1 for 900) Drainage Area (so £" ). . ~ ~ 24 S· Pipe size (inches) .' - 32 • 36 638 CO Q (cis) 10·30251 AO V (fps) " o . 00000 A 0 Be~d lo.ssp if'any 0·02046 aO H G 1 o " s ope 59 • 740 0 0 CO. WO s. @.@ 3 2 • 0 0 S Length of line. ' .60 • 394 ~ 2 A 0 Wo So @ © 1 -64 8 1 6 80 HB (This line) "-". . . ." . ... . -. ~ .: :', ,', 'f o • ~ 5. 1. ~ 6. A 0 Flow tL-rne (min.,) __ ...;... ___ f_. ''''''_~:...-.l-_ . .. " .. ~~ . . ,-. .: ......• : .... ,.,. . .. • : .~ • "! . '. .. ' . . ...... : ':" ,", I' . ': ~ .. .,' . ~ . . ' .. ' •••••.• , I', ': '," ". '. _. . ... ~ .. .... . . .' •••• 'f • . . '. ': : . " . : . '. 3 • 1 0 <: .., 6 0 • 394 7 2 S 1-04816 S 0 S 454800 S 24 S - 3 2 • 3 6 6 3 e co 10-30251 }\O o ·00 0 0 0 AO o • 0 2 0 4 6 a 0 6 0 • 394 7 2 c 0 404 • 7 0 S 6 [) • 674 8 8 AO 4 1 • 6 4 8 1 6 B 0 o • 6 G 4 6 9 A 0 . ,':' i .(T 0 C. ::: \ \.1.11 'min. ) -------,1.-- ,w"s" @@ HA (Previous downstr~am line) '. B'end £acto:e @ @ (0 for no bend,t 1 for 900) Drainage Area (s .. £0 ) .P.ipe-S~ze (in'Ches). " , Q '(cis) V (ips) Bend los Sp if any H. G. slope W.s. @ ® Length of line ivV.S.· @ © . o c - . HB (This line) • Flo\v time "{min.) ___________ -1.-__ i7n.E: x= = .=-= = --r Prepared by' .. :., HYDRAU LIe CALCU LATIONS' . I! ' R I.GK Job iy:'4lJ92.1 ,S HE E T NO. JO B: _. . . =... --, --. . -d . I Engin~rin9 Company '/~7 ~ ~ __ ..o#~..;~/??_ .. :-?4 ~~-509Elm Clven.uephone 7294987 _, ;-,-;7~,f' v"'?'",/' -~,p'rf vcY;;7' ~ ""_ '-'-_...IJ f"'~ I,,/? ,,"'(,,<f"'" Manhole or , . . . ~, Catch Basin. ... -.. ·S :;: ",. ~ '-.. ' (5 .' .' C\) f:. .f: . ' . . .. ~ . . . . " '. :.' ,.', .~~ .' :.: .. . ,,:',:: .....•.. ......... . . . . ":, .~:" . " ': . .' •. :. t: ;~ .. ":.. ":':' . :,., " ~ ! ... :.' ..•... , ." .: . '... .' .. l' :~... ': I' •••••• -.. :." ".'-:::::~ . ::. . (5. , . ....... a '- C\) . . ~ ~ ~ Cs. ~ Q .. Q -~ ~ ..... ('-. :s ';::; <)...> (J.) .:::>. .::::: Q '-a '- Lon h .....E!1~rgy Gradi.ent (E.G.) ~" 1 B • 6 5 760 C 0 1 0 • 5 5 767 A 0 o • 0 6 5 4 0 A 0 0·0319230 o .69 • 4 ~ 763 . C 0 333 • 9 8 S 8 0 • 1 1 8 ~7 A 0 ,1-73081 80 0'·.52 723 A 0 ',' . .. . raulic 'Gradient H' B . I ieT.Co =\o.'S'3min.)-$ A ~uS .. @.@ . (if any) . HA ·(previous downstream ·,tine) Bend factor @ @' (0 for ~o !'bendt 1 for 900) Drainage Area. (s. £" r· . ~ 5 . Pipe size (inches) Q (cis) V (ips) , . Bend lossg ii'any H. GQ slope 'WoSo@@ Length of line ' . WoSo @ © ; . . " '. HB (This line) . C) c .. --! ~. .... ·· ..... 1 Flow time (rnin .. ) -______ ---1.. __ .. " .. . ":. '. . ~',:; ," :'" " . ...... : ',:.,,: .. :" 3 • 1 5 69"45763 . o . 4 6 8 2 8 o 134200 1 8 - \ i .{T .. c. :'10:'5' 'min. >--";'-'---Ir-- S ~.' ·WoSo @ @ HA (Previous downstr~arn line) '. B'~nd factor @ @ (0 ior no bend.? 1 for 900) Drainage Area (so £0) . s s S s s .Pipe~~ze (inches). ' .. L • I • I I Manhole or --~-----~-~-«-.""" -~=m~_~ __ =-_~ _____ ~ _________ .. _:. 'l o..r ,Catch Basin· Manholo or .... ---...:--rgy Gradient (E.G.) , ..... Catch Bonin .. . " (if any) . .. ... -~~~~~~~~~~~~~~~~~~~:::::::::1lJ:::::~~: " . , .... :.:. ': P~pe • • '.' •• ' ',\ ..... • to. ",.'. .." • • ,'., ',' •• r " . ..,' ,' ........... "/: ~. :. 3 ·20 S !) 8 • b 0 s o 0 091 5 1 S ',' ,,:,' I ~ i (T. C. = \0. '35mine ) " ! w~s. ®.@ , HA ,(previous downstream 'line) 0 S 58400 S Bend factor @ @' (0. fQr ~o "bend~ 1 for 900) Dr'ainage Area (so £ .. ), " ~ B ' 1 8 S ~ Pipe size (inches) .: '-. R.c ,7"C/..-c? C-k.o/>c /t;;,C;7% ' ~/f .L..;~c ./'?.u--"6 4 • 2 ~ 0 1 4 -2 • 4 2 771 o • 0 0 0 0 0 o • 001 6 8 ~ d.-y""Y' O,Z2. DEE.D ..... ~ . 58·00000 ~ ;:9c.~v/?c. Yt:t.OC/7y 3 6 ·00 " .' (5 : V = / b fP;S'. 5 8 • 0 6 0 ;; 8 ,-77 0·09151 ctl 1'7 c.. '/ ~ #? t:,... 7/ n"?c:': ...~. ,r~ 6. bl},.r;-?/~-:. 0 • 24 7 1 4 .•• '. .-,:.0' 'Of' ' •.••••..•.. :. :," " • .' •• ::'" '0, '.1 : •• • ," .' • • ~" • .: • • ,,:,' • :, '0 • " • '. -:'.... , !" .'. "':':'... ' •• " :' • , , .. . ... . : . '" ., .: . '. s: a, 15 § • 0°:' ::. . .!'.. ',. "', ~ ~ ',.... c ... \ ,',,' ",' .":.: " 3 ·25 6 4 000 0'·09439 o 58400 1 8 . C 0 AO A ¢ a ¢ c 0 S 'A 0 SO , A 0 .. Q (cis) V (ips) Bend lossp. ii'any Eo G. slope . WoS. @'® Length of line ." W"s. @@ HB (This line) Flow time (min.) " " , , o c: -..J . . :~ s s s s s s i ·CT. C. = q o,·~ fmine ) l' "WoS. @@ . , H~ (Previous downstream line) _ Bend factor @ @ (0 £oz'no bendp . 1 for 900) Drainage Area (so £ .. ) . ..,-,' \, ,.... (.' h ) . ..!:""lpe"ti~ze In'C es. . . Q '(cis) V (ips) B?nd loss, i£ any ,HQ G .. slope W.S .. @ @ '. \.9 . I , .' Manhole or ... " Catch Basin, ). ~,. Lon nGrgy Gradient (E.G.) Manholo or Catch Basin . . . . ::: ". . .',., , " "" ' .. ', ...... ,. ~. ":" " .. , '. ' : . '::'" ::. ~':/: . " :~ . '. " ' . :",' ':.' : . '.' ,.'~' ..... ', . " . : . : '., . . ~"" ',' :., " ." .. ';'- t. t ,.' ',.... "" : ,. •••. * .. , . ", 3 • 2 5 ,64·60 o • 2 7 3 4 il a 99400 1 S 7 • 4 1 t 2 0 .. ~·'1~669 o Q 0 v J 0 0 8 ~ ~ C 5 0 4 6 4 " GOO 0 0 119 0 84 6 5 • 2 0 3 9 <) O<?7348 0 0 47593 'Sll£;: . .. :" HYDRAU LIe CALCU LA TrONS' '?:#~r~V;///eR,~'- ~,-",,,,0.10 ...... ~,. ~ ~ _~~.. ~ ~ oJ' ulic GrQd~ent (H.G.) H' B. I i (To Co -lc;53'min,,) . W .. s~@,@ '. (if any} ,'HA"(previous downstream ·line) Be~d factor @ @' (0 for ?-o\b~nd~' 1 for 900) Drainage Area' (s. fe,)' ,'~ <$ c 0 A 0 A 0 a 0 c 0 S AO B ~ A ~ . , •. l " , Pipe size (inches) " Q, (cis) V (fps) Bend loss, if' 'any Ho Go slope , WoS. @.@ Length of,line .. W"So ®© HB (This line) Flow time (min .. ) , ' .. j, "., ,.~ o c --I S S S s· i .(To C. = lo.4'8min.) 1 ·v.ros" @ @ , ~4\ (Previous downst:r~a.nl line) , ' , Bend factor @ @ (0 for ~o bendg 1 for 900) S S Drainage Area (so £0.) . ,PipeiS~ze Cinx::hes), . , Co Q '(cfs) ,~ 0 V (ips) A 0 Bend loss, if any a O~ c 0 HoG. slope @@ S W.s. AO Length of line 8 ~ "tV.S. @ © A (. 'HB (T~is line) • Flo\v time "(min. ) , Prepart?d by~ . RICK Engin:x:ring Company 509 Elm avenue phone 729 4987 t"t"l"'~h("l"" r.nlil Ci?(V)Fi . CO 0 .£ ...3 r " ~ I~: '''' ~ (t • : • ! ~ ~ . i i -C . ~ :;;i , , .;::; N (I.) ~ ~ <:) "-a \- I C\l r::: E: I ~ D) e 0.. : .. "'C ~ 0 .. ~ c ~ § .~ ~ '-" -...;; ', .. . , t .... Manhole or " ' ' : . . : : , ' .' : .. . ,'. , ~,," " ... ; . ': ..... ~ c.. ,'-' ~ '-<;'\..c>v'E" ) \~-~"'/c -----__ --=.;G ..... m;r-==== oem, .=='=' ..... ~ Len Manhole 01" Energy Gradi,ent (E.G.) Coich Basin .\.' 3 • 2 0 7 6 ·01 1 • 304 9 5 s s s ~ 9 204 0 S @s c1!:so~ co , , ., 9 • 1 6 7 3 0 o . 0 0 Q 0 0 o 0 C 1 620 7 6 • G 1 0 Q 0 109..000 7 7 • 775 8 0 1-30495 0 0 1 981 6 : 3 • 2 5 7 7 0 7 7 58.0 1 • 304 9 5 Cl • 5 AO A 0 a 0 cO S . H 30 ;';0 t;; ... t;; ... S s 392C6; t;; .., I :l ,. ..) L CJ 0 2 S C 0 C ~o 1()·S5207 AO 2 • 1 271 C AO G • 0 7 e 4 6 3 V 7 6 • 953 6 5 c 0 105 " 0 0 S 85",19195 A 0 4 • 2 5 !j 2 0 GO o • 1 057 2 A¢ Hy (H.G.) H' B, (if any) ( A i (Tue" = \O.7.'lmin.) 'Ii w.s. @,@ HA ,(previous downstrea:m: -line) Bend factor @ 0. (0 for. ~o "bendg Drainage Area (s. f. ) , .~ '0 1 for 900 ) Pipe size (inches) Q (cfs) V (fps) , - Bend loss, ii'any H. G" slope ' WaS. @.@ Length of line . ' WoS .. @@ HB (This line) Flow time (min.) i ,{T. C. = \0.0, 'min. i I 'W.S. @ @ , ~..f--(Previous downstr~am line) . , , , Bend factor @ 0' (0 for no bend" 1 for 900 ) Drainage Area (so I. ) .Pipe'S~ze (in'Che.s), ... o - NO. " 9.1 fl ~ "' ,....; I f /1 I ' ~ r' 11 1i:. 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CARLSBAD, CALIFORNIA FOR PACIFIC SCENE, INC. 2032 GARNET AVENUE SAN DIEGO, CALIFORNIA 92109 26 JANUARY 1972 '~ " 1)!"·, , e( #'~ JOB NO. 71-105 RECEIVED fEB 0 9 1973~ CITY OF CARLSBAD Engineerin~ P~E9rtm~nt: SOIL AND MATERIAL TESTING LABORATORY a,. NaRTH caUNTY, INC. s SOIL AND l\1ATERIAL TESTING LABORA-TORY OF' NORTH COUNTY, 26January 1971 Pacific Scene Inc. 2032 Garnet Avenue INC. San Diego, California 92109 423 HALE AVE. -E~CONDIDO, CALIF'. 92025 ESCONDIDO -746-2333 Re: Job No. 71-105 Gentleme'n: Campobello Planned Communi~y 112 Acres NE of Rt. 5 and Poinsettia Rd. Carlsbad, California Enclosed is our report of the p~eliminary soil investigation done in accordance with your instructions for the above refer- enced site. The investigation consists of 13 test pits dug with a back- hoe to depths of 7 to 14 feet below the existing ground surface. A deep boring was also taken at the top of the ridge to complete the soil profile. Appropriate laboratory testing and engineerLng analyses iller~ performed. The results of this investigation along with our recommen-. dations are to be found in the accompanying ~eport. If there are any questions or problems, please feel free to consult with us in the future. , ., Respectfully submitted, SOIL AND mATERIAL TESTING lABORATORY OF NORTH COUNTY, INC. Claude 8. Parker Registered Civil Engineer #18,987 Registered Geologist #512 pe ..,. ,.' '. '. f a TABLE OF CONTENTS I. General Information II. Purpose of Investigation III. Field Investigation A. Surface Conditions 8. Test Pits and Boring C. Subsurface Conditions IV. Tests and Results A. Grain Size Analyses B. Expansion Tests C. Density Tests D. Direct Shear Test' Page 1 1 2 2 2 3 4 4 4 5 6 V. Bearing Capacity 7 VI. Conclusions and Recommendations 7 VII. Reference 10 APPENDIX Plot Plan Logs of Test Pits and Boring Specifications for Construction of Controlled Fills Unified Soil Classification Chart Plate 1 2 t.o 15 SOIL AND MATERIAL TESTING LABORA.';I'ORY al" NaRTH CaUNTY, INC. t ,., " 1 " ~i " -, f , ;, , '} " 5: • ~IMINARY SOIL INVESTIGAT~' CAMPOBELLO PLANNED COMMUNITY 112 ACRES, N.E. OF RT. 5 AND POINSETTIA RD. CARLSBAD, CALIFORNIA " 'I. GENERAL INFORMATION A preliminary soil report has been completed for the proposed Campobello Planned Community at the above mentioned site legally de- scribed as a Portion of La Costa Downs, Unit No.1, Map 2013 and ~ Portion of Sec. 20 and 21, T12S, R4hl, S.B.B. and M., County of San Diego, State of California. It is understood that the site is intended to be developed for one, two,and three story residential structures. The lowland area in the west will be developed first, in two units, mainly for one story buildings. The foundations will use continuous conqrete foot- ings with concrete slabs-on-grade. It is understood the maximum cuts and fills will be less than 20 feet. A Pr eliminary Soil Investi gation dated, 26"January 1972, Job No. 72-2, was done by this laboratory for Pacific Scene on thE 13 acre commercial site to the north. It is understood that no development is plan~ed for the ravine area in the northeast corner and hence were instructed hot to test this area. II. PURPOSE OF INVESTIGATION The purpose of this investigation is to oetermine the followirrg: 1 -the existing soil conditions, 2 -the presence and effect of any expansive soils or existing fill, 3 -the allowable soil bearing pressure, 4 -the presence of near surface bedrock, 5 -the stability of the proposed slopes, 6 -qny obvious geologic hazards, 7 -, any construction problems that can be a~ticipated, and to make appropriate foundation recommendations. SOIL AND MATERIAL TESTING LABORATORY eF' NeRTH CeUNTY, INC. 1 .. , . , , :~> , ,~ III. FIELD INVESTIGATION A. Surface Conditions The surface of the subject site consists of flat land in the western portion with a ridge extending approximately north/south' through the central portion and with a ravine in the northeast corner. The western side of the ridge slopes smoothly .app~oximately 11° and ranges in elevation from 85 feet to 170 feet. The ridge area is' presently cultivated in flowers. The flat area in the western portion of the si te is covered wi th weeds and 9h·ort brush. There are several farm buildings and sheds in the southeast corner of the site, but no major man-made obstacles which would. cause problems during grading were observed. Th~ nature of the underlying surface soils on the western portion of the site ~s more or less reflected by the vegetation. There is also a faint difference in vegetation due to the clayey soils in the northwest and the sandy soils of the southwest which is more distinct on the air photos. B. Test Pits Ten exploratory test pits were dug with a backhoe on 2 December 1972. Additional information was obtained from three more'test pits on 4 January 1972 and a deep boring with a bucket drill rig on 7 January 1972. The approximate locations of these test pits and· boring are indicated on the enclosed site plan, Plate 1 (a modification' of the topographic map you gave us) • Disturbed and undisturbed samples of the soils excavated were ob- tained for laboratory analysis. The soils were visually classified by field identification procedure in accordance with the Unified Soil Classification. A 'simplified version of this classification is included at the end of this report. Continuous logs of the SOIL AND MATERIAL TESTING LABORATORY CF' NCRTH ~CUNTY. INC. ~ ~ soils encountered during the investigation were recorded in the field. The logs of the test pits and bori~~ shown on Plates 2 to 15 are based on the field logs, on labbratory inspection of the samp~as, and on the soil test results. C. Subsurface Conditions The soils on the ·site to the depth of interest for this project consist of recent marine sedimehts ranging in texture from . . sil.ty sands and weakly cemented sandstones to sandy clays andcl.ayey sands. No.durable bedrock that would require blasting was en- countered. There was no soft compressible material revealed during the investigation. The soils found during the investigation have been gro~ped into nine soil types based on similar engineering propertie~ as indicated below. The distribution and other pertinent details are elaborated on in the logs, Plates 2 to 15 inclusive. SOIL DESCRIPTIONS Soil Soil Descriptions Type" 1 2 3 4 5 6 7 8 9 Gray Brown Silty medium Sa8d (topsoil) Green Gray Silty medium Sand Brow,n Silty medium Sand lYlottled" Gray Brown Sil ty Sand Dark Gray Sandy Clay Dark Brown Silty Sand with organic Green Gray Sandy Clay Red Brown Silty Sand Gray Silty lYledium Sand Unified Soil Classification sm sm sm sm CL S IYl , CL sm sm Generally speaking, the granular sandy materials appear stable in their native condition and will make good fill material. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. :I 1 '.'. .~" ~ The clayey soils will require special preparation as discussed under Section VI, "Conclusions and Recommendations". IV. TESTS AND RESULTS A. Grain Size Analyses Eight grain size analyses were performed on the soils encountered in general accordance with ASTm D422-63 for classification 'purposes and as a guide to the engineering properties. The results follow:" Location *TP 1 ® l' TP 2 ® l' TP 10 ® 10' TP 7 ® 8' TP 3 ® 2' TP 4 ® l' TP 4 ® 5' TP 9 ® 5' Soil Type 1 2 3 4 5 6 7 8 Boring 1 ® 20' 9 TP ='"Test Pit GRAIN SIZE ANALYSES Percent Passing U.S. Standard Sieve No. 4 10 40 100 200 , 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 99.8 99.4 99.8 100.0 99.9 97.8 100.0 100.0 99.8 76.2 84.8 89.7 72.0 83.5 68.1 94.3 76.5 40.0 23.6 31.0 26.9 31.0 52.5 26.1 79.4 25.0 9.7 . , 16. 1 23.7 19.5 24.0 44.0' 18.9 72.5 18.0 7.3 These tests indicate a uniformity in the gra~~lar soils, B. Expansion Tests Unified Soi1 Classification. sm sm sm sm CL sm .CL sm sm Four expansion tests were performed on the clayey soils , found during the investigation, Soil Types 5 and 7, to determine if these materials would constitute a structural hazard to the buildings with respect to volumetric soil change. The test labeled "remolded" in th(3 results below was performed on a sample remolded to 90% of the maximum dry density at optimum moisture content. The other tests were performed ori "undisturbed" samples. SOIL AND MATERIAL TESTING LABORATORY CF' NCRTH CCUNTY, INC. 4 -I, ' " < ',; ;';:; - ~, . . , '.' , r '" In all cases the tests were done on 2t inch diam~eter l' inch high , ring sample's which were first air dried. The samples w,ere 10q,ded . with 1 psi, instrumented, air dried and then submerged in distilled ~ water until the expansion stopped. The percent .of expansion was recorded as the ratio of the final change in height to the initial height. EXPANSION TESTS Location Soil Test Initial Air Dry Saturated % E:xpansio, T;l(2e T;l(2e w ;r. w t-w ,tt *TP 3 ® 2t' 5 u 9.4 118.0 ~6.6 129.3 20.3 107.5 9.7 TP10 ®,2t' 5 u 11 .0 115.4 3.0 117.9 22.8 100.6 14.6 TP 4 ® 5 ' 7 U 30.4 86.3 10.1 91.7 41.7 80.0 7.9 TP 4 ® 5' 7 R 23.8 91.0 6.9 95.0 40.7 .74.3 22.6 *TP = Test Pit U = undisturbed sample R = remolded sample w = moisture content (%) o = dry density (pcf) These tests show the clayey soils are expansive. D. Density Tests 1 -Laboratory Compaction Four laboratory compaction tests were performed on proposed fill soils to determine the maximum dry density and optimum moisture content as specified by'ASTIYI D1557-64T (method A). 'This test uses the minus #4 sieve soil in a 4 inch diameter 4 inch high cylinderical mold. The sample is for~ed with a 10 pound hammer' falling 18 inches for 25 blow~ on eaoh of E layers. SOIL AND MATERIAL TESTING LABORATORY Of' NORTH COUNTY, INC. 5 ; ~, , .: ;~ " ~ .. . , ,\ .', " 1 • LABORATORY COMPACTION Location SoiJ,. Max. Dry Optimum Type Density Moisture (pcf) Contents (%) Test Pi t 1 ® 1 I 1 123.0 8.5 Test Pit 2 ® 1 ' 3 129.0 8.0 Test Pit 4 ® 5 ' 7 104.0 20.9 Test Pi t 8 ® '3t' 8 134.1 8.5 2 -Field Density Tests Six field density tests were taken in various strata to determine the natural conditions of moisture and density. The tests were performed according to ASTM D1556-64, the·sand cone method. Moisture contents and densities were also determined by direct measurements from the undistu~bed samples. The ratio of the field dry density to the laboratory maximum dry density ,is defined as the relative compaction. These results are presented on the logs, Plates 2 to 15. E. Direct Shear Test A direct shear test was performed on representative samples of Soil Type' 1, the lightest granular foundation material. Three' specimens of this soil type were prepared by remolding the soils in 2t inch diameter 1 inch high rings to 90% of the maximum dry density at 3% over optimum moisture content. These conditions approximate the compacted fill. The specimens were loaded,with normal loads of .5, 1.0, and 1.5 KSF respectively and sheared to failure in the undrained condition. The r~sult~ follow. Location Test Pit 1 ® l' Soil Type 1 DIRECT SHEAR TEST Dry Density '(pct) 111 .0 Angle of Internal Friction (0) 39 SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. 6 Apparent Cohesion (psf)' 275 :.' '~ " ,t ,', '/ ,', ~i~ , J~ ',' V. BEARING CAPACITY The values of internal friction and ap~arent cohesion derivBd from the direct shear tests were used in the Terzaghi Formula in accordance with the procedure outlined in Referance 1, ~age 170, tn' compute the allowable bearing capacity. Soil Type 1 Terzaghi Formula: " Bearing Capacity = 2/3cN'c + O'DfN'q+ tcrBN'o- Assumptions Depth of Footing, Df = 1.0' Width of "Continuous Footing, B = 1.0' Nt Nt N' c' q' 'I = dimensionless parameters found from Fig. 75, Ref. 1 Factor of Safety = 3 ALLOWABLE BEARING CAPACITY Soil Description Gray Brown Silty Medium Sand Bearing Capacity (psf) , . 3008 VI. COhlCLUSIONS AND RECOMMENDATIONS 1 -It is recommended that the preparation of the native soil , " and all grading be done in accordance wit.h the enclosed "Speci fications for Construction of Controlled Fills'l except wher~ superseded by the following recommendations. 2 -Loose surface soils in areas of shallow fill and original grade should be excavated and recompacted to at least 90% of the maximum dry density. The approximate depth of loose' soil is in the order of ' one to two feet as shown on the logs. The ~xact depth of recompaction should be determined by a qt.;lalified soil engineer in the field during the initial preparation. SOIL AND MATERIAL TESTING LABORATORY CI" NCRTH CCUNTY. INC. 7 • • Building foundations, wells, septic tanks. and general debris found in the farm area will be handled as directed by the soil engineer. 3 -The main problem with respect to the soils on the site will be the treatment of the expansive clays which 'will be en- countered in the cut area of the northwest portion of the site. The approximate area of clayey soils as determined from the test pits and air photos is sketched on Plate 1. The best treatment for the expansive material wo~ld be to undercut ~and cover the lots with at least«2 feet of nonexpan-.! sive material which is abundant on tbe site. The undercut clay may be used in the deeper p~rtion of the fill or in the access ---~--~~---------- road embankment to be built over the canyon to the north which will connect to the 13 acre commercial site. Conventional footings may be used provided there is at least 1 foot of non expansive soil under the bottom of the footing (i.e.) two story buildings which require ~ 1t foot deep footing. will require at least 2t feet of non expansive cover. AS'an alternative it is recommended that the clayey areas be excavated to a depth of 2t feet and recompacted to 87% to 92% of the maximum dry density and at least 3% wet of optimum moisture content. The foundations should use the following minimum design. a -Extend the footings 2 feet below the lowest adjacent ground level. b -Use two #5 reinforcing rods. Place one rod 4 inches from the top of the footing and the other 4 inches from the bottom. c -Use 6x6/1Qx10 wire mesh in a 4 inch (actual) thick slab. d Use 6 inches of pea gravel, a plastic liner, and one inch SOIL AND MATERIA.L TESTING LABORATORY Of' NORTH COUNTY, INC. 8 i~ : ~ . ",1 " 7( • of sand under the interior slabs. Use at least 4 inches of clean sand under all exterior slabs. 4 -There were no obvious faults or geologic hazards observed during the investigation which would restrict the development of this site. Perched water was noted in the vicinity of Test Pit 4. It is believed that this water is a result of the irrigation water ~eing poneled on a shallow clay layer and will be cor'rected during grading. If the water continues, drains or other appropriate steps wiJ.l be taken to divert the water and to protect any slopas in the ar~a. 5 Slope ratios of 2 (horizontal) ,t~(vertical) for fill and 1t to 1 for cut may be used. CarefuJ observation should be made by a qualified geologist while grading for adVerse geol~gic conditions undetected during the investigation. 6 -Footings located closer than 5 feet from the top of the slope should be extended in depth until the bottom edge of the footing is 5 feet horizontally from the outside face of the slope. 7 -If our recommendations are followed, a one foot dee~, one foot wide, continuous concrete footing may be,safely de- signed to sustain a uniform load of 2500 psf. 8 -If soils are encountered dur'ing the grading other than those described in this report, or if import~df{ll is used, additional tests will be required to ascertain their engin- eering properties. , SOIL AND MATERIAL TESTING LABORATORY Of' NORTH COUNTY, INC. a ' . ';1 • • J VII. REFERENCE '~I' '. , j ~ .,f 1 -Terzaghi and Peck, Soil Mechanics in Engineering Practice, John Wiley, N.Y., 1948. Respectfully submitted, SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY,· INC. ·Claude B. Parker Registered Civil Engineer #18,987 Registered Geologist #512 pe Distribution: 7 Addressee 1 Rick Engineering SOIL AND MATERIAL TESTING LABORATORY QI'" NeRTH CeUNTY, INC. 10 ,,~ .\ "I '" . ~ -' ;, " " f ~ ", -., ' .' . ,~--... ~~' .. ~ .. '. .~ !,,' , --) , , 1'2.5 100 100 1'2.5 ISO 'NOT ,. . ,,' • I . .' -~. ~ .. , ;. ... -~ .. -- , ~ ,_. " .. ' " , 'j'''; . ' .! :,' t .' l"' . . --~ .... ' .. '~', . , I 150 125 '100 r, ',' ,7S ~ 'BORING :. 0 TEST; PITS , , . • i", , .~~ 1 • ~~~ SCA LE : I" = 400' , (NOT FOR ENG1NEERIN~ MEASUREMt;NTS) ," 2090'1' 1'2.5 '. ,.' ... , ' , , .. ,,: i' ;. '. , , . ' , t't " ", -: ,'" .' 'f , , .". -------". , " /, " " .. / FARM /' _~--~~~---r " .. f 150 ,,> ~ AREA 125 : ~' ~.! \) lD 100. \' -->~ I ;,. ',' .' , :,. I 1'3/, '. ,~' 0 '/ ~ _ " .--, " n' ,\ . /.' /. ! f.. f,}, , ,~'" III ,::'.'. ',~~~ ::,;', ;.':':f~· .;; , i, e '/J ,; .', ',i-:", \", ': .:.-.,. .. /". -1,,;." ~;;, •.•• --;' I' ': '-'-:.'1' .... '";" .. , co: '; '."';. ~; i;;: "'~ .. . : 01-" .' -' " ... ~- OJ, . '. ~ , t ~ ,"',' ./ <,.:' ":"~»'''' ':: ' '. ., -"~ I:, .' .. " "1 t.>·; ,,-, , I ~ .. ' ' ,', -i :~. . ., of':'~: .. ' '. ~ ,i , . --'.' -.. .. . l .... I·~. ~"'I;~);';i!H'··::l,. ". <:~-'-'. bt (P :, " . ,,:; " ': ,.:, ":;,:, "', ~' , " ~~ ., -'.:, { , .,.' .~ '. ,. I .... " •• ..... ' .. . : " ,--" " 1. ". of .;-,I • , " , "" .. -,-. " '~-" "":; .: " _ .•• L .... 1 ; ';'. ::i .. ,-'::: ,',:-,,·.,-;.,:,:,~'l:",~;'i·: LOCATION OF TEST PITS '''. ,', ",'; , .. ~':',' ':,"'. i":·~:~':.i': ,::.+::: :,t\<,( ',' FOR ',' '" '.' , , ,<.,!,~\, ' .... ; :::.1. :;;{.1.:>:,' .. ;:CAMP,QSE.LLO PLANNED· '" ".~<:~ ;.' \-:;',:";--~<~;';'::'::~J"(~.;," 'COMMUNITY • Ii ., ", • ~ ~, ' ;, -~ :.. 1:' CARLSBAD'~:CALIFORN.IA ~ !. -~.'. ; ... :. . ~ . . ., ' - ., . ,~'. . .. !., ~ .~. • -t • " -r I' ~-.., ~' ., " .< • , • : _; ,'" 'l, ~ ')' .. I, , : " f :' SOIL AND MATERIAL TESTING 'LAB'ORATORy"i<'···' , . . . ." -. : . ,'" ~' ,. ~'. o,~ ~ORTH C\:U~T~~, !NC.:;.::, ;'''', , :;.)':,i:<~/t.'(; :';'~ :,~,:: ,,~~:,:':, PLATE " ; I. \. 1 ~" ,~ .'", '. '.; ~'" ,~ • ~.' I " NO.1 : ' '\ , " " , '\ 'f " j " .. ;, " "' '; --,-.----,--.~~~~ LOG OF BORING ~ we< -'w .... 0.. co rw ::E::E .... w 0.. ... «::> UJ VlZ 0 1-8; 2- 3- 5- 6- 7- 8-·6 ,9- ·10- ~z 0::> ~ 8· Test Pit #1 BORING NO, ~...::...=.....:=-..:-::-=-.!.!.-:.--- ElEVATION ...,.., _________ _ SAMPLING Backhoe METHOD _____________ _ Gray Brown Silty medium 'Sand - topsoil loose, dry , Soil Tvoe 1 Green Gray Silty medium Sand weakly cemented some small pockets of green-brown sandy clay " grades moist ~ __ ~ ____ ~ ___ \T~ Water Table 11- Soil Type'2 12~---~~--4------Bottom -~ Field Density Test -6- o Undisturbed Sample Bag Sample z Q .... « U u: Vi .... V'> -« 0-' VlU , ' I : II ' II' II ',I' II 1/ : I' I'll , I 11\ i) : 11 I /. II I ,." 'I , ! I I I I • ,I' , II : I: I: I ',I: I~~~ I I: I~ sm I I~~~~~ I: "k II ' I' II : I : !I ',,11' I I' : I ,I , II ' I: 1,1, I': i ,i· " ,1: I : HI i : I: l { i II I'll-r >-.... Vi z w o >-:<:: 0< u o.£- z o .... wu ~~ «::E ~o o<U ~ , 107 • ..:87.0 9.6 1107. S Date: 2 December 1971, By: C. Parker Camp obelIa Planned Communi t [,Job No. 71-105 ~------~----~~~ Car 1 sbad, Cali forni a Plate No. 2 SVU':' & MATt:a:?IIAL 'TI:STIi""G ·LAI3()~AT()~'" Of' NORTH COUNTY INC. '. , '. , .f. ',' , . , < ., -I .' '! .~ .~ ,----------~'-----.--~---------.-~~-----------.-..---, LOG OF BORING. BORING NO. ?; wO< ELEVATION ~z .... .... w 0..<0 ::cw ::E::E 0:::> I-uJ .... 0 SAMPLING 0.. .... «:::> c;Qu w <IlZ METHOD 0 Test Pi.t #2 Backhoe z 0 ~ « U u:: ;;; .... Vl -« 0 .... <IlU J J I I I I \ \ I I I J -~ UJ --::--.0< .J::. :::>. 01 Z I-,->-Q Vl '" I-6~ " ;;; >-z wu ::E ,., w ~;,: 0 0 0 >-:::: « ::E ~~ oc v ~8 .... -0.9: 1-C2J) Brown Silty lYledium Sand loose, dry ; /1 j 1.3 9B.5 76.4 2-0 5- 6-o 7- B- mod. dense ® 2' grades moist weakly cemented I ) I J I I I I I I I I I . I I I J J J .J 1 J I \.1 I I I I S IYl J f , 11 I I • I I I I I I I.J 1 I I I i I Ii I i J I J I I j . j I J I I J I ' -j , J ;. J I 1 J \ ! I I I I '.1 if: I \ I I I 1 I I ~ I If. I \ I., I ) I' Soil Type' 3 " \ I 9 ~----~----+-------------------------------~~--~4+~~.~I~---4-----+----~ lYlottled Gray Brown Silty Sand I I I • firm 10-o 11 - 12 - 13 - 14 Soil Type 4 Bottom :1 :. : I .I I I : 1\ : I ' j. 1 J I I \ I 1 iSIYlI J. I I I I I I I I I I j ~ I I / . i I I \ : J \ I,.;! ,; Ii : 12.0107.1 Date:2 December 1971 Campobello Planned Commu'nity Job No. 71-105 6y: C. Parker Carlsbad, Cali fornia Plate No. 3 S()IL ~ M"':lfl:I:1IAL Tr::STI~G-LAE()DAT()IY'" OF' NORTH COUNTY INC. , .. " .1 ~ _____ 6~ .;..._ .... --___ .... _____ . _____ ..... ____ .. _ ".() ~_-""""",-. ___ """",-" ,....-----~ ;r:P LOG OF BORING. ~ wO< .... w :rti:i 0.. co :E:E t-W 0.. u.. 4:::> LU VlZ Cl 1-(j]) 2-6 3- , 4- 5- 6- 7-6 8- g- 10- 11-0 12- 13 - 3z 0::> .... 0 "'u BORING NO. Test Pit #3 ELEVATION SAMPLING Backhoe METHOD Brown Silty m~dium Sand loose, dry trace of clay binderSoil.Type 3 Dark Gray Sandy Clay stiff, dry to 3' grades moist grades with pockets of brown clayey ·sand Soil Type 5 mottled Gray Brown Silty Sand' firm Soil Type 4 Bottom z Q t-4: U u:: ;:;; .... Vl -4: 0 .... VlU I I II I I I 1'1 I I ' I I ) I i I ' t , l sm I, I I III; ~ w -= o<.c ::> 0> o-.- Vl '" 6 3 :E >- Cl c5 .... ~o-e u.. - -~ - >-Z 0 I-v; ;:: z· wu UJ ~4: Cl I-"-4::! >-:;:" 0< u u::o ClE: o<U 89.0 69.0 98.4 Date: 2 December 1971 Camp obello PI anned Communi t y /--Jo_b.,...N_o_·_-'-7...!o1_-......".10'-"'-5 __ '""'1 Carlsbad, California Plate No. 4 By; C. Parker S()U .. &: M\A1f1:lRlIAl. YC:S1fIlNG ·IlAII3()IQA, T()~'r Of' NORTH COUNTY INC. " " e t, " '. ~ w'" -'w I-0.. a:> :rw ::!::! I-LU 0.. .... «::> w <IlZ 0 1-0 3- 5-60 6- 7- 8-6 9- 10- 11- - - - ~I-o~ .... 0 <Xlu - BORING NO. Test Pi t #4 ELEVATION SAMPLING Backhoe METHOD (In area of surface groundwater) Dark Brown Silty Sand with organic saturated perched lUt ® 2' (Caves) Green Gray Sandy Clay moist Bottom Soil Type 6 Soil Type 7. Z 0 ;:: « U u. Vi ..... If) 6 < d <Il I \ I I I I I I I I I I : I I \ SIYI I ; Iii; I; IJ.J .2 '" ::> 0> I-'Qj <Il ~ 6 ::! ,.. 9 Ci w ~ u: - -~ -z >-Q I-Vi I-Z W U w > « 0 ;:: 0.. <;:: « ::! >-v -' 0 '" UJ 0 ~ '" u Dote: 2 December 1971 Campo bello Planned Communi t ,f--Jo_b_' _N...;.o· __ -!7_1~-::..1wO.w5=!-_--I By: C. Parker Carlsbad, Cali fornia Plate No. 5 S{)IL & MA.Ta:~I4.L TIfSTING ·1A.13()~4.T()~'" OF NORTH COUNTY INC. T , < I .~ ~. i ~ ; " '. l-fl ~;-r ., -. . \ I-:r:w I-W ~u.. W Cl we< ..... UJ ~ oJ ::E::E «::J VlZ LOG 0 F BORING NO. _T.:.....:::.e.:::.s..:::t.-:...P-=i:..::t:.-J..j#c.::5~ __ ELEVATION ~ _________ _ SAMPLING Backhoe METHOD ____ ~~~~~ ___ --___ Z Q .... « ~ LL iii ..... Vl o~ VlU Z o ;:: UJU > « ;:::0.. «::E ~o o<U Brown Silty medium Sand loose, dry to 12" 1.2 02. 79. 6 1 1 streaks white sand Dark Gray Sandy Clay stiff (with 2 to 4" ~ounded cobbles ® 3 to 5') Green Gray Sandy Clay firm, moist slickensides Bottom Soil Type. 5 Soil Type 7 04. Dote: 2 December 1971 Campobello Planned Community Job No. 71-15 By: . C. Parker Carlsbad, Cali fornia Plate No. 6; SVIIL £: MATIEI:1IAL TI:STg~G·LAI3()~AT()~'" Of' NORTH COUNTY INC. L ~ W"" ?;z .... UJ :rti 0.. co :E:E O:J >-w 0.. ... «:J .... 0 L1J VlZ al u 0 @J f ,'. 1- 2- 3- 4- 5- 6-0 7-I\T 8- 9- 1G 11-0 . 12 - - Date: 2 December By: C. Parker LOG OF SO R I N Test Pi t #6 ,. BORING NO. z· UJ+:' "'J:: Q :J OJ >-ELEVATION l->-.-V') ., I-« .-3 in u o· z SAMPLING u: ~ ~ Backhoe UJ METHOD .... ~ 00 0 -« .... >-<= 0 .... ,~ oJ! '" u V')U u.. _. o~ Brown Silty medium Sand [llll: 7.2 ~ 10.4 loose, moist ' sm ' Soil Tvpe 3 I : I : ' . Red Brown Silty Sand J I ! : firm Ii ,., ,11:il: 111:11 I Ii II ' I: I: . I ~ II I sm I: [I [, I' 111~ ~I~ '. grades ·wi th gravel . ~. ~F;'i I " I , , ' Ii: : water seeps ) iJ ; If 'il III I II , ' I II I ~ : \ Ii II': I I i ~ .. 11 I·, Soil Type 8. ; 1;1\ I, i I,. I mottled Gray Brown Silty Sand II I,,' 1 firm, moist It sm I cobbles • J I' /. Soil Type 4 i~IYrI~~ Bottom .. . . . 1971 Campobello Planned Community Job No. 71-105 Carlsbad, California Plate No. 7 S()IL & M4TI:~IAL TI:STING·L413()~AT().Y" Of' NORTH COUNTY INC. -.~ ~ Z Q I-wu > « ~.~ ~8 8~.3 , . I . .' ~4 ,., '. ," '/ ~ ____ ~i __________ ~~ ______ ~~"~ LOG OF BORING , , - ~ UJ'" ~ .... -'w :ctu 0...<0 o~ .... UJ ::E ::E 0... ..... <{::J -'0 w '('z CO u c;l Tes t p.;t #7 BOR ING NO. _,;...;:..~-..,.-_ ... -::.,......!.!.-__ _ ELEVA TION ....--____ -'-_-..,-____ _ UJ " ~ z E -0 IX ::J CfI Z ;:: .... ';;; >-co <{ V) ~ ... u 0 v; w ;:: u:: ::E >-z > u UJ <{ v; cl is Cl ;:: 0... -' V) >-<{ ::E 0 <{ -' --' UJ ~ '" u t.::o V) u ra:--0 E: ",u SAMPLING Backhoe METHOD ____ ~~~~ ______ --~ 'Ill' 0 Brown Silty lYIedium Sand 1 . , , ~ l , ~ loose, moist • I 1-! SIYI I , .. ' I, I ' I 1 Soil TVDe 3 )' ) 2-Red Brown Silty Sand f I ' I , I firm I 1,1 I 3- ) : ' I I,. \ 1 . 'SIYI 1 I 0 .-1 J '\. 4-I 1 ; I ! I I " I I ) ) I 1 , 5-/1 ) , (, J 'I I ~ ~ ~ 1 L pockets of gray brown clayey ~t~i 6-sand i~~I~ 1 tr. 7 113.8 84.8 ~ ~~t 'N::K~.! 1 'r 7-Soil Type 8 I 1 1 , 1 \ I 1 lYIottled Gray Brown Silty Sand· I II' I I , 1 11.2 109.7 8-6. firm, moist , I, i ) I I J J I I 1 , , j I 1 I I J 1 \ 9-',. ' 4 ~ I' some gravel :·'r I 1<: • Ii, I 10-I I I I '. lSIYI I .. , ! \ " 1 11-I I I I 1 I I ; I ,) " i I I ,I I I 12-I I i I i j I I t' I ) I . ' , L I [, 13-I I I \ \, t " I I i , I \ i I I Soil Type 4 I II j 14 Bottom Date:2 Dec em be r 1 971 By: C. Park er Campobello Planned Community~Jo_b_N_O_'~'~7~1~-~'1~O~15~, __ ~~ Carlsbad, California Plate No.8 SV=L &: ,"ATa:~IAL TI:STI~G ·LAI3()~AT()~'" OF NORTH COUNTY, INC, " : 'I " " ~. UJ 0< ~z .... .... UJ 0.. co :rUJ . ::E ::E O:J .... UJ -'0 0.. ... <{:J UJ VlZ COv 0 0 1- c-: 3- (f]) iD 4- 5- 6- 7- 8- 0 9-. 10- .11- 12-. 13-6 14 Date: 2 December By: r 0l:lT'1/0T' - LOG OF 60 R IN : - #8 ><!. Test Pit UJ -= . BORING NO. Z -Q "'..c :J '0) ~. Z ELEVATION ..... >-.-Q til '" , <{ '0 ~ v; , ~ ..... Z wu SAMPLING u.. :E ::-UJ 2: <{ METHOD Backhoe v; 00 0 .... 0.. .... tIl <{::E -<{ .... >-:;:" 0 .... ~o..e '" u ujO tIlU u.. _. o~ o<U Brown Silty lYledium Sand I II: II , loose, moist . :, SlYl J Sni 1 T"nl") 'il : I : : Red Brown Silty Sand ) ,/, firm I , ~ I: I : Ii : ) ; ) : 10.5 12.8 84.2 , ['I'll i: I; , · S lYl' ~ , [; !: [I " ,II , : I' : : II : I'll : I I ~ I: : I' I) , C::n; 1 TVDP. R !: I ~ I; : lYlottled Gray Brown Silty Sand ) I , , : I J \ ) firm · ii : · i : : , II III: : · SlYl I - i 'I) , : I:", I .. : I ! : j : I: ) . ; I I I I.~ ~I: I . r J I ~ I : ' I . : II: I I : I Snil TVDP. 4 : \ I : Bottom 1971 Camp obello Planned C.ommuni ty Job No. 71-105 Carlsbad, CalifOrnia Plate No. 9· S()IIL &; M4.'Ji:iJ:1IAL TIESTi/llllC3 ·L4.I3()~4.T()~~ .. Of' NORTH COUNTY INC • . . - , , " , ~ wO!. ... ... W '" co J:W -::E ::E I-LU "' .... <t:::> LU VlZ 0 1- ~ L: 3- 4- 5-0 6- 7- S--6 9- 10- 11- 12- 1..) - ~z 0:::> .... 0 QQ u LOG OF BORIN BORING NO. Test Pi t #9 ELEVATION ~ ________ _ SAMPLING METHOD __ -=B-=a-=c~k:.:..:h-=o-=e ____ _ Brown Silty Medium Sand 10,0 se, moi st firm ® 1!' Red Brown Silty Sand firm Bottom Soil Type 3 Soil Type 8 -~ z UJ .<: -"" 0 :::> 0> z ;:: I-'iii >--0 4: V') ~ '= u 6 V') ;:: z UJ u u:: ::E >-UJ > <t: Vi 9 0 0 ;::: '" ... V') <t: ::E 4: >-6 UJ ~ O!. u .... 0 ij w V') u:: -0 ~ O!. U 10.5 82.3 Date:2 December 1971 By: C. Parker Campobello Planneq Community~Jo_b_N_o_' __ 7~~1-~1~0~5~ ___ Car 1 s bad, Cali fornia Plate No. 10 S()IL '" MATa:~.4.L Tf:STING ·LAI3VDATVIYY OF NORTH COUNTY INC. /", -~!;" -._-A:;::l~· LO G OF BO R I N -.. - Test Pit #10 0-< BORING NO. Z w= -Q "" ..c. ~ :J Ol >-Z w"" ~z ELEVATION l-I-.-Q -'w « U'J Ql l- I-Q.. OJ o~ Vi :rw . ~ ~ O:J Id I- I-W SAMPLING ~ c Z wu Q.. ..... « :J -'0 u.. w >« W U'JZ ro u METHOD Backhoe Vi gO 0 ;:::Q.. 0 .... U'J «~ -« >-:;:;" 0 .... ~a.!? "" u ~8 U'JU u.. -O'!:- Brown Silty lYIedium Sand 'ITI I I J I J ' I I ~ loose, dry f I I 1-1t' I \ grades firm at S lyI : white f?and streaks ; I I' I Soil Type 3 I : !: £.. ~ ~ Dark Gray Sandy Clay , "\ "\ 3-(white specks 2 to 3' ) ~ stiff . Lr \ \ \ ~\ \ , \ " , CL ~ " 5-~ B.9 11'.7 6 ~ 6-\ " \ ~ 7- B-grades more sandy I ' , \ ~. . , T'ype \ \ . Soil 5 ~, ' 9 .. \... ' Green Gray Fine to lYIedium Sand I I I I I I , , f , . I I I j :~ , 1 , 10-L weakly cemented J ) I ) 10.7 OB.7 moist I I I I } 'SlYI . 11-i ) I j I I I I J , , J , J , I 12-I } I \ I } I I J I I J I I ., I I ; 13 Soil Type 2 ! i Bottom ,:' -;. Date: 2 December 1971 Campobello Planned Community Job No. 71-105 By: C. Parker Carlsbad, California Plate No. 1 1 S()IIL &; MAlft:I:?IAL TI:STI/IIIIIG-·LAD()DAT()~"" Of' NORTH COUNTY INC. ;~ 1 :1 ~ UJ '" .... w ~z .... Q. <0 J:w , ~ ~ 0::> .... w 0.. ... «::> -'0 w VlZ CXl U 0 6 1- 2- 3-~ 4- 5- 6-6 7- 8- 9- 10- 11- 12- 13- 14- Date: 4 Dec e'mb er By: C. Parker ·-!<," ,-----------------~ l.: .;,: LO G OF BORING Test Pit #11 ~ BORING NO. Z w~ -0 "'.I:: ::> 0> Z ELEVATION ;: I-,. r « V> ., I-Q o~ in ~ .... SAMPLING Z wu u. ~ ?: w 2::« METHOD Backhoe in gO 0 .... 0.. .... V> >-:::: «~ -« 0 .... ~~ '" u ;:;::0 VlU ... -O~ '" u' Brown Silty lYledium Sand Ti'l ; I ) I trace clay binder I ' ) , - ! sm : • Soil Type 3 ') I II' \ "11' I I I ! \ Dark Gray Sandy Clay ~ \ ' , stiff ~ white concretions ~ ~ CL ': ~ ~ , " , , , Soil Type 5 ~, \ Bottom - 1971 Campobello Planned Community Job No. 71-105 Carlsbad, California , Plate No. 12 S()IL &. MATI:I:?IAL TI:STI~G -L413()1J4T()~'" OF NORTH COUNTY INC. '" { , LOG OF - Test Pit #12 w= .,.< BORING NO. z Q ""~..t: ~ ::> Ol >-'z UJ c.: ELEVATION .... I-'- ... W ~z til '" I-0 I-0.. al «: o~ Vi w§ ::t:UJ '::E ::E 0::> ~ I-UJ SAMPLING ::E ::-z 0.. ..... «:::> -<0 u. UJ ~«: w I(IZ cQu METHOD Backhoe Vi . gO 0 .... 0.. 0 ~tIl «:::E -«: >-::: 0 ... ~~ ex ~ ujO tIlU .... -q-o.:U 60 Gray Brown Silty Sand loose, moist 1 some clay binder 2 stiff, white 3 4 5 pockets white sand 6 ;' , 7 8 9 Bottom Soil Date: 4 December 1971 By: C. Parker Campobello Planne~ Communi t Job No; 7t-105 Carlsbad, California ~P-la~te--N-o.----1~3~----~~ S()IL &: ,"4Ta:~IAL TIESTIr-cG-L413VIJ4TVIJ", OF NORTH COUNTY' INC. '",:! f:~~:~' ,-< LOG OF BORING - Test Pit #13 W =-~ BORING NO. z -Q eLL ~ :J 0> ~ Z UJ "" ElEVATION .... .... ,-Q ~ .... Vl " .... .... --,UJ <t: 6~ J:W a..o:l 05 u in .... .... w ::::: ::::: SAMPLING u:: ::::: ~ Z UJu a.. u. <t::::> ..... 0 W ~~ W VlZ ""u METHOD Backhoe v; gO 0 0 --,Vl ~::::: -<t: >-<=' 0--' ~~ "" u u:l0 v>U u.. _ O~ cLU ) I I I 6:. Brown Silty medium Sand I i I I I I I I . I ) loose I I ) I 1-) I ) 1 ) I I ) I I grades with white silty sand sm 2-) I ) J J I weakly cemented 'J J L ) .I I I ) 6:. ) 3-\ ) I ) ) ) I ) I \ I I ) ) \ I Soil Type 3 ) ) ) ) 4 I ) I \ Dark Sandy Clay ~ Gray ~ very stiff ' " , 6:. \ ... . '5-~" \ \ \, ,,' '-, , \ CL " . 6-difficult digging ~ Type ~" Soil 5 \ ' 7 Bottom "I.. " ' 8- - - .. -, -. ',' - , -, , Date: 4 December 1971 Campobello Planned Community Job No. 71-105 By: C. Parker Carlsbad, California Plate No. 14 §()U .. &; MA.:JI:I:1IAL TIESTI~G .. LA.I3()D~T()IJ"Y OF NORTH COUNTY INC. " 3- 6- 9- 12- 15- 18- 21- .24- 27- 30- - - - - 0 :;::>-o~ -'0 ctl v LOG OF BORIN BORING NO. Boring #1 ELEVATION ....--_________ _ SAMPLING METHOD Bucket Rig Brown Silty medium Sand firm at 18" Red Brown Silty Sand dense Soil Type 3 Soil Type 8 mottled Gray Brown Silty Sand dense Soil Type 4 Gray Silty medium Sand dense' Soil Type 9 Bottom z Q >-<{ v "-in -,'" -<{ 0-, "'U I ; I: : : Ij ~ • I I I sm ) I : I I ~ : >->-in Z w o >-:;:" '" u o..e, w > ;:: ~ w '" -~ -Z 0 ;:: V <{ Cl. ::E o· v Dote: 7 January 1972 By; C. Parker Campobello Planned Community~Jo_b_N_o_. __ ~7~1_-~1~nl~5~~ Carlsbad, Cali fornia Plate No. 15 S()IL &; MATe~IAL TI:STI~G·L413()~AT()~"" OF NORTH COUNTY INC. i i .., , • SOIL AND MATERIAL TES'l'ING LABORATORY OF NORTH COUNTY. INC. • 423 HALE AVE. -ESCONDIDO. CALIF. 92025 . ESCONDIDO -746-2333 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION: The construction of controlled fills shall consist of adequate preliminary soil inv~stigations, and clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. CLEARING AND PREPARATION OF AREAS TO BE FILLED: (a) All fill control projects shall have a preli,minary soil investigation or a visual examination, depending upon the nature of the job, by a qual- ified soil engineer prior to grading. (b) All timber, trees, brush, vegetation, and other rubbish shall be re- moved, piled and burned, or otherwise disposed of to leave the prepared areas with a finished appearance free from unsightly debris. (c) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage or removal of compressible material, or both, to the depths in- dicated on the plans or as directed by the soil engineer. (d) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to.a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven fea- tures which would tend to prevent uniform compaction by the equipment to be used • . (e) No fill shall be placed until the prepared native groun~ has be~n approved by the soil engineer. (f) Where fills are made on hillsides with slopes greater than 5 (hori- zontal) to 1 (vertical), horizontal benches shall be cut into firm un- disturbed natural ground to provide lateral and vertical st~bility. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake. The soil engineer shall determine the width and frequency of all suc- ceeding benches which will vary with the soil conditions and the steep- ness of slope. (g) After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than 90% of max- imum density, A.S.T.M. D1557-64T. -1- " • (h) Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the soil engineer. (i) The cut portions of building pads in which rock-like materLal exists may require excavation and recompaction for density compatibility with the fill as directed by the soil engineer. , mATERIALS: The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other deleterious substances, and s-hall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils wi th unacceptable physical characteristics are encount.ered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered durin~ the grading operation which were not reported in the preliminary soil invest- igation, further testing will be required to ascertain their engineering properties. Any special treatment recommended in the preliminary or sub- sequent soil reports not covered herein shall become an addendum to these specifications. No material of a perishable, spongy, or otherwise unstable nature shall be used in the fills. PLACING, SPREADING AND COmPACTING FIll mATERIAL: (a) The selected fill material shall be placed in layers which shall not exceed six inches (6 11 ) when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during the spreading to insure uniformity of material and moisture in each layer. (b) fied tent ough When the moisture content of the fill material is below that speci- by the soil engineer, water shall be added until the moisture con- is near optimum as determined by the soil engineer to assure thor- bonding during the compacting process. (c) When the moisture content of the fill material is above that speci- fied by the soil engineer, the fill material shall be aerated by blading and scarifying, or other satisfactory methods until the moisture content is near optimum as determined by the soils engineer. (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accordance with A.S.T.m. D1557-64T. Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers. Rollers shall be of such-design that they will be able to compact the fill to the specified density. Rolling-of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. -2- 1 • (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. (f) Field density tests shall be made by the soil engineer for approx- imately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet in elevation gain. The soil engineer may take additional tests as considered necessary to check on the uniform- ity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. (g) The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the fin- ished slopes and grades as shown on the accepted plans. SUPERVISION: Supervision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accordance with accepted specifications. The specifications and soil testing of subgrade, subbase, and base ~ materials for roads, or other public property shall be done in accordance with specifications of the governing agency. SEASONAL LIMITS: No fill material shall be placed, spread, or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, grading shall not be resumed until fiel~ tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading and disposition will be made at the engineer's discretion. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY. INC. -3- ~IED SOIL CLASSIFICATION ~RT or- IDENTIFYING CRITERIA I. COARSE GRAINED (More than 50% #200 sieve) GRAVELS (More than 50% #4 sieve but smaller than 3 inches) Non Plastic SANDS (More than 50% smaller than #4 sieve) Non Plastic II. FINE GRAINED (More than 50% smaller than #200 sieve) Liquid Limit less than 50 Li,quid Limi t greater than 50 III. HIGHLY ORGANIC SOILS GROUP SYMBOL Gill GP GM GC Sill SP SM SC ML CL OL MH CH OH PT SOIL DESCRIPTION GRAVEL, well graded gravel- sand mixture, 'li ttle or no fines. GRAVEL, poorly graded gravel- sand mixture, little or no fines, GRAVEL, SILTY, poorly graded gravel-sand-silt mixtures o GRAVEL, CLAYEY, poqrly graded gravel-sand-clay mixture. SAND, well graded,' gravelly sands, little or no fines. SAND, poorly graded, gravelly sands, little or no fines. SAND, SILTY, poorly graded sand-silt mixtures. SAND, CLAYEY, poorly graded sand-clay mixtUres. SILT, INORGANIC, silt and fine sand, sandy silt or clayey- silt-sand mixtures with slight plastici ty. / CLAY, INORGANIC, clays of low-to, medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. SILT, ORGANIC, silts and or- ganic silt-clays of low plasticity. . SILT, INORGANIC, silts micaceou§: or dictomaceous fine sandy or silty soils, elastic silts~ CLAY, INORGANIC, clays of m8~­ ium to high plasticity, fat clays. / CLAY, ORGANIC, clays Of!'ediOm to high plastici ty. PEAT, other highly or~'nic swamp soils. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. • ~? , . i , , • i-'. , r -,,\ ' 1,- .-"::- i ! , , ' i 1· t l , I ' I . . I 1 I -I ! f f i 1 . i 1 t ! I , \ : -. CT '7)-D ~ -D--:l.. PRELImINARY SOIL INVESTIGATION 13 ACRE commERCIAL SITE S.W. RT. 5 AND PAlomAR AIRPORT RD. CARLSBAD, CALIFORNIA FOR PACIFIC SCENE INC. 2032 GARN~T AVENUE SAN DIEGO, CALIFORNIA 92109 26 JANUARY 1972 JOB NO. 72-2 ..... '~ \ ; SOIL AND MATERIAL TESTING 'LABORATORY af' NaRTH CaLJNTY. INC. , I ! , , , -I 1 I .-' SOIL AND MATERIAL TESTING LABORATORY OF' NORTH COUNTY, INC. 26 January 1972 Pacific Scene, Inc. 2032 Garnet Avenue San Diego, California 92109 423 HALE AVE. -ESCONDIDO, CALIF'. 92025 ESCONDIDO -746-2333 Re: Job No. 72-2 Gentlemen: 13 Acre Commercial Site S.W. Rt. 5 and Palomar Airport Rd. Carlsbad, California Enclosed is our report of the preliminary soil investigation done in accordance with your instructions for the above referenced site. The investigation conaists of 9 test pits dug with a backhoe and 2 deep borings made with a bucket drill rig to evaluate the existing fill and native soil. Appropriate laboratory testing and engineering analyses were performed. The results of this investigation along with our recommen- dations are to be found in the accompanying report. If there are any questions or problems, please feel free to consult with -us in the future. Respectfully submitted, SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. Craude B. Parker Registered Civil Engineer #18,987 Registered Geologist #512 pe I i '1 I I j, I ; 1 I I j ! , 'I j , I I I .; t -. : l i , j I .,j 1 I ~ . ( ,... , . A"") -.~ TABLE OF CONTENTS I. General Information II. Purpose of Investigation III. Field Investigation A. Surface Conditions B. Test Pits and Borings C. Subsurface Conditions IV. Tests and Results A. Grain Size Analyses B. Expansion Tests C. Density Tests D. Consolidation Test E. Direct Shear 'Test V. Bearing Capacity Page 1 . 1 1 1 2 2 . ·3 3 4 5' 6 6 6 VI. Conclusions and Recommendations 7 VII. Reference 9 Apperid~x' PI.ate Plot Plan 1 Logs of Test Pits and Borings 2 to 12 Consolidation Curve 13 Specifications for Con~truction of Controlled Fills Unified Soil Classification·Chart , . SOIL AND MATERIAL TESTING LABORATORY OP' NORTH COUNTY, INC. I i ! I .-:rMrNARY SOIL rNVESTIGATI~' 13 ACRE COMMERCIAL SITE S.W. RT. 5 AND PALOMAR AIRPORT RD. CARLSBAD, CALIFORNIA I. GENERAL INFORMATION A preliminary soil investigation has been completed for the above referenced site legally described as a Portion of La Costa Downs Unit No.1, Map 2013, and a Portion of Sections 20 and 21, T12S, R4W, S.B.B. and M., in San Diego County, California. It is understood the site is intended to be developed for commercial buildings. The exact nature of the buildings was not determined at the writing of this report, however, engineering studies by Rick Engineers, Inc., Carlsbad, were in·progress. Recent airphotos of the site were available. A Preliminary Soil Investigation dated 26 January 1972, Job No. 71-105, was done by this laboratory for the 112 acre site, Campobello Planned Community, directly south of this property. It is understood an access road is to be built over the channBl to connect these two sites~ II. PURPOSE OF INVESTIGATION The purpose of this investigation is to determine the following: 1 -the existing soil conditions and obvious geologic hazards, 2 -the condition of the existing ·fill, 3 the presence and effect of any expansive so~ls, 4 the allowable soil bearing pressure, 5 the presence of near surface bedrock or groundwater, 6 -any construction problems that can be anticipated, and to make appropriate foundation recommendations. III. FIELD INVESTIGATION A. Surface Conditions The· subject site is a land parcel of approximately 13 acres SOIL AND MATERIAL TESTING LABORATORY OF' NORTH COUNTY. INC. 1 I j ! -i I , I i , ) j , I ~ , l' ! i ! 1 I 1 J , I . ' , the shape of which is 'best described by the eRclosed map, Plate 1 (modified from the topographic map you gave us and the airphotos). The site is covered with occassional scrub brush and drains ·towards Encinitas Creek in the south. There are n6 man-made objecta, except a sewer flowing east-west, which would interfere with grading. The airphotos delineate the extent or an existing fill which is found over most of the western portion of the si~e. The eastern portion of the site is in firm· native soil. The lowlahds, ~outh of the existing fill bank, are a soft lagoonal deposit subject to high water conditions during the wet season. B. Test Pits and Borings Nine exploratory test pits were dug with a backhoe on 4 January 1972 to determine the depth and condition of the fill in the shallow end towards the north. Two deep borings were made on 7 Janua;y 1972 for more information in the deeper portion of the fill. The approx- imate locations of these test pits and borings are shown on Plate 1. Disturbed and undisturbed samples of the soils excavated were obtained for laboratory analysis. The soils were visually classified by field identification procedure in accordance with the Unifi~dSoil Classification. A simplified version of this classification is in- cluded at the end of this report. Continuous logs of the soils encountered during the investigation were recorded in the field •. The logs of the test pits and borings shown on Plates 2 t012 are based on the field logs, on laboratory inspection of the samples, and on the soil test results. C. Subsurface Conditions The soils on the subject site have been grouped into 7 main , I soil types with respect to engineering properties. ,The main soil type ov?r the_majority of the site is an existing' fill ~oil~ This ~oi~ is SOIL AND MATERIAL TESTING LABORATORY a,. NaRTH CaUNTY. INC. 2 I 1 I i i I I , I I ' .. generally granular with layers of expansive clay. General obser- vation and density tests indicate that this material is not in a suitable condition for the construction of buildings. The test pit walls showed the fill to be loose and d~y as if not placed with proper molding water and strewn with plastic liners, wood, concrete and various other debris The fill-in ·the northern portion ·is founded on a stiff clay strata that grades softer to the south as shown in the borings. The native soii to the east is essentially a sandy clay which will require special foundation preparation for expansive soil as discussed in Section VI, "Conclusions and ~ecom- mendations". The distribution and other pertinent descriptions of the soils are elaboratred in the logs, Plates 2 to 12. Soil Soil Description Type 1 Brown Gray Silty Sand and Sandy Clay Mixture -.fill 2 Brown Gray Silty Sand -fill 3 Gray Sandy Clay -native, stiff under fill 4 Brown Clayey Sand -native, topsoil in east 5 . tuhi te Silty 'Sand -native 6 Dark Brown Silty Clayey Sand in lagoon '.' soft, saturated 7 Gray Brown Clayey Sand -in lagoon, soft, saturated I· IV. TESTS AND RESULTS i ) 1 I 1 I' I A. Grain Size Analyses Six grain size analyses were performed on questionable soils : in general accordance with ASTM D422-63 for classification purposes and as a guide to the engineering properties. The results follow. SOIL AND MATERIAL TESTING LABORATORY 0,. NORTH COUNTY, INC. 3 I i I ! . , '. j 1 { ! ! . i I 1 1 1 I 1 I I .\ I , " .. , f: .e~\ e) GRAIN SIZE ANAL Y'SES Location Soil Percent Passing U.S. Standard Sieve No. Unified *TP TP TP TP TP TP *TP 2 4 2 3 9 8 = Type 4 10 40 100 200 Soil Clas- ai ficati·on ® 2i 1 100.0 99.5 92.6 66.4 54.6 Sm-CL ® 3 ' 2 100.0 99.8 88.8 . 47.0 33.5 sm ® 6 ,J 3 100.0 99.8 97.4 76.9 60.5 CL ® t, 4 100.0 99.8 90.0 66.6 53.3 SC .® 1 ' 6 100.0 100. O' 95.6 59.0 44.2 SC ® 6 ' 7 100.0 99.8 93.9 64.3 43.2 SC Test Pit B. Expansion Test Two expansion tests were performed in the clayey soils upon which the foundations of the proposed buildings may bear. One test was performed on a clayey phase of fill material, (Soil Type 1, TP 2 ® 2') remolded to 90% of the maximum dry density at optimum moisture content. The other test was performed on an undistu~bed sample (Soil Type 3, TP 2 ® 6') in a possible cut area. In all cases the tests were performed on 2t inch diameter 1 inch high samples. The samples were loaded with 1 psi, instrumented, air dried and submerged in.distilled water until the expansion stopped. The percent expansion was recorded a~ the r~tio.of th~ final change in height to the initial height. EXPANSION TESTS Soil Initial Air Dry . Saturated Type *w r w K w· r Expansion . % 1 11.1 104.7 4.2 109.2 25.7 90.0 12.9 3 11.7 111 .7 7.2 11'3.1 23.7 102.1 10.9 *w = moisture content (%) t = dry density (pcf) SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. 4 • ! ! ! . I· i , . , .. ' The results of tests 'indicate that· the clayey soil on the site and the majority of the fill can be classified as expansive and the pr.ecautions outlined in Section VI, "Conclusions and· Recommendations", should be followed. C. Density Tests 1 -Laboratory Compaction Three laboratory compaction tests were performed on the soils encountered to determine the maximum dry density and optimum moisture content as specified by ASTM D1557-64T (method A). This test uses the minus #4 sieve soil in a 4 inch high cylinderical mold. The sample is formed with a 10 pound hammer falling 18 inches for 25.blows on each of 5 layers. LABORATORY COMPACTION Location Soil Soil Description Max.Dry Optimum Moisture Type Density Content {/2 cf 2 {~r *TP 2 ® 2' 1 Brown Gray Silty Sand and Sandy Clay Mixture -FILL 119.9 1 1 • 1 TP 4 ® 3 ' 2 Brown Gray Silty Sand -FILL 127.0 10.3 TP 3 ® 1,., 4 Brown Clayey Sand -NATIVE ~25.2 9.9 2 *TP = Test Pit These results may be used during any future grading • 2 -Field Density Tests Four field density tests were taken in various locations in the fill and native soil to determine the natural conditions of moisture and density. The tests were performed according to ASTM D1556-64, the sand cone method. Moisture contents and densities were also determined by direct measurements from undisturbed ring samples. The ratio of the field dry density to the laboratory maximum dry density is defiried as SOIL AND ~.A.TERI.A.L TESTING LABORATORY OF" NORTH COUNTY, INC. S i ; 1 ' f ; 1 l l 'j l i , ' 1 1 I ! I I I f j I 1 1 . I ! i' th ' 1 t· • '\ t· These resultslc:1~"~""ej presented on e re a lve uffipac lone _ the logs, Plates 2 to 12. D. Consolidation Test A consolidation test was performed on an undisturbed sample of the alluvial soil in the southern portion of the site as an indication of the settlement which could occur under the access road in this area. The consolidation curve is presented on Plate 13. The results of the tests indicate the settlements will not be excessive for an access road and a' procedure of excavating the top 3 feet, and backfilling with dry stable soil as was done by the State Highway for the adjacent Route 5 embankment may be used. E. Direct Shear Test A direct shear test was performed on the poorest fill miterial, Soil Type 2, for soil strength parameters in the bearing capacity calculations. Thre~ specimens of this soil type were prepared by remolding the soil in 2t inch diameter 1 inch high rings to 90% of the laboratory maximum dry density. The specimens were loaded with normal loads of .5, 1.0, and 1.5 KSF respectively and sheared to failure in the undrained condition. The results follow: DIRECT SHEAR rEST Location Soil Dry Angle, o'f Apparent Type Density Internal, Cohesion ~~cfl Friction ~ 0 l ~~sfl Test Pi t 4 ® 3' 2 114 30 500 V. BEARING CAPACITY The values of internal friction and, apparent cohesion derived from the direct shear test were used in the Terzaghi Formula in accordance with the proc~dure outlined in Referenc~ 1, page 17D, to compute the allowable bearing capacity of a structure which may be placed, in this soil. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. 6 I I I I i I l I j j I 1 i Soil Type 1 Terzaghi Formula: Bearing Capacity = 2/3cN'c + ODfN'q + tOBN;- Assumptions Depth of Footing, Df = 1.0' Width of Continuous Footing, B = 1.0' N' N' N' c' q' 4' = dimensionless parameters found from fig. 75, Ref. 1 Factor of Safety = 3 ALLOWABLE BEARING CAPACITY Soil Description Brown Gray Silty Sand Bearing Capacity (psf) 2437 VI. CONCLUSIONS AND RECOMMENDATIONS 1 -It is recommended that the preparation of the native soil and all grading be done in accordance with the enclosed "Specifica-' tions for Construction of Controlled fills" except where superseded by the following recommendations. 2 Due to the uncompact nature of the existing filIon the site, it is recommended that this material be removed and recompacted to at least 90% of the maximum dry ~enBity. In the northern portion of the site the depth of fill varies from several feet to approximately twelve feet as shown on the logs. In the deep areas of fill in the south the recompac~ion should ex- tend into the fill at least 20 feet below the existing ground surface. Since the fill mixture contains expansive phases., the buildings sho~ld be designed for expansive soil conditions and the following recommendations are made. a -Extend the exterior wall footings "at least 2 feet belOW SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. 7 . \. 1 the lowest adjacent ground surface. b -Reinforce the footings with two #5 reinfo~cing rods. Place one rod in the top and the other in the bottom of the footing. c -Use 6x6/10x10 wire mesh' in a 4 inch minimum floor slab. d Use six inches of pea gravel, a plastic liner, ahd one inch of 'clean sand under the slab. Use at least four inches of clean sand under exterior slabs. 3 -As an alternative, excavate and recompact six feet of fill, 0 r to fir m nat i v e so iI, for a n are a 0 f ten fee t 0 u t sid e t h'e building perimeter. Excavate and recompact three feet over the r'est of the si te. Design the buildings for a pier and grade beam foundation to transfer the load through the fill to firm native soil. Use a bearing on the piers of 1000 psf increased by 200 pef per foot of depth to a maximum of 4000 psf as allow~d by the Uniform Building Code. The pier holes should be'approved by a qualified soil engineer prior to casting the concrete. Extend a wali or the grade beams two feet in depth below the ground surface around the building perimeter in order to limit the' . , seasonal moisture change under the sl~b and hence minimIze potentLal damage from expansive soils. Use the same sand ~ecommendatiohs as 2-d above. 4 -Use a slope ratio of 2 (horizontal) to 1 (vertic~l) for fills and 1t 1 for cuts. 5 -The tests and calculations indicate a one foot deep, one foot wide footing may be designed to withstand a bearing pressure' of 2400 psf. SOIL AND MATERIAL TESTING LABORATORY DF' NDRTH CDUNTY, INC. a i I i , , I ,. 1 , ! ? i " . - 1 ! _ I ~ j , .! ! i I 1 I .. ) .1 . I ~ . . j I j r 1 I ! I 1 f j j l , j i -! e·' 6 Recompact the native clayey soil in the eastern portion of the site for a depth of 2i feet to a relativ~ ~ompBction of 87% to 92% 0 f . the m a x i mum dry den sit y at 3 % ~ V e r 0 p tim u m m cd sture content. Use two foot deep footings with ~dequate reinforcing steel and sand as mentioned in 3-a to 3-d above. As an alternative, cover all lots with at least 2i feet of imported nonexpansive soil and use conventional footings. 7 -Th~ embankment for the proposed haul road over the lagoon next to Route 5 in the south may be conBtructed similat to the Route ·5 embankment without preconsolidation or vertical drains and then maintained if settlement occurs. It is recommended that the top 3 feet of loose saturated mate~ial be removed and teplaced with stable embankment material. The loose saturated material which was excavated may be reworked, mixed ~nd used in the emba~k­ mente The fill should be placed as slowly as possible to give the underlying sediments a chance to consolidate and minimize the pos- sibility of a shear failure. 8 -The proceeding recommendations are ba'sed on data taken from the test pits. If the soil sequence differs durin~ grading , or if imported fill is used, further testing ~ill b~ required to ascertain their engineering properties. VI1. REFERENCE t ! 1 -Terzaghi and' Peck, Soil Mechanics in Engineering Practice. .j. i I . f f I' I 1 John Wiley, N.Y., 1948. Respectfully submitted, SOIL AND MATERIAL TESTING LA80RATORY OF NORTH COUNTY, INC • ().aJy g RJU? Claude 8. Parker Re-gistered Civil Engineer #18,987 Distribution: 7 Addressee Registered Geologist #512 ,1 Rick Engineering SOIL AND MATERIAL TESTING LA:BORA.TOR~ 01" NORTH COUNTY, INC. 9 , \0. ~ w'" -,w ~ Z .... c...CO J:W :E:E O::J .... w -'0 c...u.. <::J UJ IIlZ <Xlu 0 1- 2- 3- 4- 5- 6- 7- 8- 9- 10- 1.1 - 12 - - - LO G OF B 0 R I BORING NO. Test Pit #1 ELEVATION SAMPLING Backhoe METHOD Brown Gray Silty Sand and Sandy Clay Mixture ' plastic bag ® l' loose, dry FILL Soi 1 TVDe 1 Gray Sandy Clay -hair roots stiff white concretions NATIVE Soil TVDP. :3 Bottom Field Density Test Bulk Sample Undisturbed··Sample w -= Z Q "" .J:: ::J C1I .>-I-.-t-III OJ t-< 6~ Vi u ~ :E ~ Z W III gO 0 -,Ill -< >-:;:: 0-' ~c..e "" u IIlU u. -O~ Date: 4 January 1972 By: C. Parker Pacific Scene Job No. 72--2 13 Acres, Commercial Plate No. :2 S()IL &; ,"ATI:~IAL TI:STI~G·LAI3()~AT()~'" OF NORTH COUNTY INC. -;-< - Z o ;::: wu ~< ... ,,-< ::E u::o '" U ." LOG OF BO R IN ~ Test Pit #2 UJ;:" ~ BORING NO. z -Q 0.:.<: ~ :::> 01 >-Z UJ'" ELEVATION t--~ .- ..... w ~z '" Q> t-o 0-0..'" < o~ ;:;; ;:: :r:w ~~ 0:::> ~ 0-W .... 0 SAMPLING u. ~ i:-z WV o..LL. <:::> Backhoe w ~« w "'Z ltlu METHOD ;:;; 00 0 >-0.. 0 ..... '" >-:+:" «~ -« ..J o ..J ~o..e '" V rno ",u u. _ oE: o<U Brown Gray Silty Sand and [ftt Sandy Clay Mixture, 1-SlY 21.5 86.1 71 .,9 f CL e 2-0 I, J ~N ~ ~ r-" 3-plastic bag ® 3' t" FILL r Soil Tvoe 1 f 4-Gray Sandy Clay ~ stiff ~ '5-6 roots' NATIVE 6-6 white concretions h11.7 CL " 11 .7 7- .~ ~ 8-~ 6 Soil Type 9 3, Bottom 10- - - - , - Date: 4 January 1972 Pacific Scene Job No. 7?-? By: C. Parker 13 Acres, Commercial Plate No. 3 S()IL &. MATIfI:!IAL TI:§TI/lfl/C3 .L4.~()~AT()~'" Of' NORTH COUNTY INC. j . " .... J:W ..... W 0.. ... W o 1- 2- 3- 4- 5- 6- (- 8- 9- 10- 11- 12- - - 6 e D 6 6 LOG OF BORIN BORING NO. Test Pi t #3 ElEVATION ~ ________ _ SAMPLING METHOD ____ ~B~a~c~k~h~o~e~ ______ __ Brown Clayey·Sand loose, moist NATIVE Soil 'Type Gray Sandy Clay stiff pockets of white silty sand . Soil· Type UJhite Silty Sand weakly cemented Soil Type Bottom Date: 4 January 1972 By: C. Park er Pacific Scene 13 Acres, Commercial w z 1: 0 "" ::> Ol ;:: ..... .e; >-VI .... « (5 ~ ;n u :E z ~ >0-w VI 0 C:i q -' VI -« -' >--o -' w ~ "" u u:: ~ VI·U -0 ~/~ r% 15.6 93.3 4 ~ : ~ ~ CL I t/h 0~ /t l"" ~r/~b/ ~ ~ 3 ~ h I- 1:)1\., I?~ I~ It, SlY! I, l~r'I' I~ ~\~ 5 I·: I. " r .1 .. Job No. 72-2 Plqte No. 4 S()IL &; MATI:I:?IAL TI:STI~G·LAI3()IJAT()IJ"" . Of' NORTH COUNTY INC. --~ -z 0 ;:: w u > « ;:: 0.. « :E -' 0 w "" u -, 74.5 , I I, ; ; i. i ,t· > , .' " .' " , , " " r.; " b ): ~ I I-::J:W I-W 0. ... W o 1- 2- 3- 4- '5- 6- 7- 8- 9- 10 11- 12- 13 - - ED 6 0 LOG OF BORI Test p-it #4 BORING NO. _--=-.::....:..--=-..:;: .... -=-..L!_--:-__ _ ELEVATION _------------ SAMPLING Backhoe METHOD ____ ~~__=_~ ________ _ Brown Gray Silty Sand loose, dry some pockets of Sandy C~ay 2" zone of gravel at 2' Gray Sandy Clay stiff NATIVE Bottom Soil TVDP. ? Soil Type 3 Date: 4 Januarv 1972 By: C. Parker Pacific Scene 13 Acres, Commercial UJ z .c Q c.! ::> Ol >-I-..... 'a; VJ ..... <{ 6 !: v; ~ z u.. ::E >-w v; 0 0 -' VJ 9 )oo'C' 6 <{ w ~ -' '" u' VJ U ... -oE: " I". ~ : I~. . -- 9.9 10.8 t. I .. to ". ~. ~t sm I-~. .. ~ I· . I, I. ,~. " Job No. 72-2 Plate No. 5, S()IL &; M4Tt:~IAL TI:STI~6 ·LAI3()~4T()~'" OF NORTH COUNTY INC. -~ - Z Q ..... w U > <{ ;:: "-<{ ::E -' 0 w 0< u - 87.3 I,:" " t, .. ': 1 ____ ... _~ ____________ ... -_._--, ',' -.' LOG OF 60 R I N • - .' t Test Pi t #5 w"::, ~ BORING NO. Z "'.s= - ~ 2 ::> 01' >-Z w'" ~z ELEVATION I-tn '4j -0 .... w -< I- >-0.<0 o~ v; :t:w :E:E 0::> ~ I- I-W SAMPLING :E 1::-z wu a. .... -<::> -'0 u.. w ~~ w I/>Z <Xlu METHOD Backhoe v; gO a 0 ..... 1/> >-:= -<:E, --< 0 .... ~~ '" v u::o I/>U u.. _. o£-'" u, Brown Gray Silty Sand , ~ some Sandy Clay , .-~ t · , . 1-loose, dry . I oJ · ~ 2-mainly sand · ~.~ 1 ) i/ · V. ~, .. ® ~ :/V 1/4 3-~~ I~ 3.2 99.0 78.0 , . . 4-· L;, .sm . 5-P! , 6- , 1 ' 4 7-• • · • t 8-~ FILL ',I a~ ? ?/< o· ~ • 9-, 10-• ... '(. ......... Soil Type 2 ~ .. 11-Gray Sandy Clay V I'J:: 6 stiff ~CL/ v ,I 12-Soil Tvpe 3 ~ Bottom 13- - - Date: 4 January 1972 Pacific Scene Job No. 72-2, By: C. Parker 13 Acres, Commercial Plate No. 6 S()IL &.; MATI:~IAL Ta:STI~(3 ·1A.13()DAT()~'" OF NORTH COUNTY INC. ,.', '~~ ,'.': ' .. ' " " ,', ,t- " ,;. .~ ,1' , " .~ w'" ~z -'w ... 0..<0 rw ::E::E 0:> .... w .... 0 o..u.. <{ :> w IIlZ OOu 0 1- 2- : 3- •i'!.rt~ .... ." ,_. -' ,.. , ... ' w ~ .. -.~.-.----.-.. '-'-- LOG OF BORING BORING NO. Test Pit ElEVATION SAMPLING Backhoe METHOD Brown Gray Silty Sand loose, dry #6 much old grass in top 3 1 plastic liners FILL Soil TVDe 2 UJ Z '" 1: 0 :> 0> ;:: I-';u <{ V) 3= U (5 u: ::E >-v; 0 Ci -' V) (5 <{ -' w ~. -' u: V) u - SlY] .. . " >-I-v; . z w 0 >-~ '" v .!?: 0 4-6 5- Gray Sandy Clay stiff NATIVE .~ 19.797.5 ~ 6- 7- 8- 9- 10- 11 - 12- - - some white spots grades dark gray stiff Bottom Pacific Scene Soil Type 3 Dote: 4 January 1972 By: C • Par k e r 13 Acres, Commercial ~ '/ '/ CL ' / .. / ~ ,~ Job No. 72-2 Plate No. 7 S()IL &: MATr:~.4.L TI:ST.~G ·L4.I3()124T()~"" OF NORTH COUNTY INC. -~ -z Q ... w U > <{ ;:: 0.. ~ ::E 0 w '" u ,I " ~ :~, :~ ',. '" ::1 .' ,> ,', >, " -J .4 I, ,~ -';:J , , '" f 'I~"t , .i{" 'i1 L'~ ~ w"" 3z .... w :rtu 0..<0 .... w ::E::E 0::> 0.. u.. <::> ..... 0 w V)z ctlu 0 16 7 1 11 ,1 LOG 0 F BORING NO. ----:T~e~s~t.._:...P..:;;;i.....:.' t--J.J...#..;..7 __ _ ELEVATION ~, __________ _ SAMPLING METHOD ___ ~B~a~c~k~h~o~e _______ ___ Brown Clayey Sand loose to 1B" Gray Sandy Clay 'stiff some pockets of white sand dense grades dark gray Bottom Date: 4 Januar 1972 By: C. Park er Pacific Scene 13 Acres, Commercial - w ;-< z .!: 0 "" ::> 01 z ;:: ..... 'Qj >- <1: V) 3 .... Q 'u (5 in '0-u:: ::E >-z UJ u w > <1: iii 0 c:5 0 ;:: 0.. ...; V) <1: ::E (5 <1: ..... >-ci w :.e "" u ..... 0 u:: . ' .£l; w V) -0 "" u 12.9 84.8 67.8 Job No. 72- Pla'te No. 8 S()IL &; MATf:I:1IAL TIfSTIIIIII(3 ·L413()DAT()D"" OF NORTH COUNTY INC. ,i ~;, " " " " 'c .-1' , :.: ,~ .. , ., ~ W 0: ..... W := :x: .... 0.. Ol w ::E ::E 0 I-w ..... 0.. ... « ::> oJ w cn Z 0 1 4 5 6 7 B 9 10 t-Z ::> 0 u LOG OF BORI BORING NO. _T.:,...e_s.:....t __ P_J.-=-.· t-=--.!#!-B.:....-__ ELEVATION ~ ________ _ SAMPLING Backhoe METHOD _____________ ~--__ - (jn swamp) Dark Brown Silty Sand saturated, very loose water seeps Soil Type'6 Gray ~rown Silty Sand saturated, trace clay binder z Q t-« u u: in -' en 6 « d en 11~----~--~----------Bottom 12 Dote: Pacific Scene Job No. ~y: 13 Acres, Commercial Plate No. S()IL &; MATt:I:1DAL TIESTI~6 ·IAEVIJATVIJ", OF NORTH COUNTY INC. -~ w .;: "" ::> en >-Z t-'OJ 0 en t- 6 := in ;:: Z w u ::E ~ w > « 0 0 ;:: 0-0 >-~ « ::E -' w ~ "",v -' 8 u: 02: w -01. 72-2 9 ~, j . . ,-------------·-I~) .... ---_ .. -... ---.--.. -.. -_ ... ___ h. ___ ..... --~ • .w ----------------...-..,., LOG OF BORING ~ :rtu ,...w 0.. ..... W 0 1 - 2- 3- 4- 5 - 6 - 7- 8 - 9 - 10- 11 - 1'2 - - Date: By: BORING NO. Test Pit #..9 z Q w'" ~z ELEVATION I-..... w 0.. '" <: :E:E 0;) u ..... 0 SAMPLING <::::> Backhoe ~ VlZ "'u METHOD '" ..... '" -<: (In south side) 0 ..... swamp, v>U Dark Brown Silty Clayey Sand ).. l- loose, saturated r , I- i'r -I.P .!~ I' f 'I ~ SC I, , ~)fl; • 1"1 J t 'I r· ", boO . . \1. \T water seeps ~ " , Soil TV08 6 . r Gray Brown Clayey Sand ~ 6 ~ r): ':p ,'" SC I .. ~ .~ ,. ~ Soil Type 7 ~ Bottom 4 January 1972 Pacific Scene Job No. C. Parker 13 Acres, Commercial Plate No. S()IL &; MATfEl:!lAL TIESTI/IIIIG ·LAI3VDATVD'" Of" NORTH COUNTY INC. w-:;:- '"' ..c, ;) 0> >-,... ,- Vl '" ,... 6~ in :E ?: z w 9 0 0 >-::;::-~a.!! '"' v u.. -0.9: 7?-? 10 z o ;::: wu ~~ ~ :E ~o ",u ?; wc.: ~ Z ..... w .... 0.. ttl rw ::E::E 0::> I-W ..... 0 0.."-« ::> w <l)Z cQ u 0 3- 6- 9-6 12- 15-6 18- 21-6 24-6 LOG OF BORIN BORING NO. Boring #1 ELEVATION ~ ________ _ SAMPLING METHOD Bucket Rig 1100# Kelly drive Gray Brown Silty Sand and Sandy. Clay mixture -loose FILL. seam brown silty sand ® 10' loose and dry dry brown silty sand around clay lumps (plastic liner ® 26 1 ) Z Q .... « U u: Vi __ <I) -« 0--<l)U to-~; '; .. ~ ~ I, ~ ~ ~t1 j ~ . ~ I' . I> 11. rl~~ ,. -~ Ism: ~ CL 17 • , t ~\ ~~, ~ ~' a • " :. Soil Typ e 1 i ',." ~~ w -= 0<.<:; ::> Ul t;; "OJ O~ ::E ~ o 0 --!:!~ u. - , >-I- Ii) Z w 0 >-::;:: 0< U 0.9: Z Q I-wu 2:« 1-0.. «::E i"jj0 c<U 27 I I b" seam Black Oroanic Silt.v rl ';l.V 1.1; t.F.-li, 1\ I. Iroob "-se ft 30-6 33-6 Gray Brown Sandy Clay soil squeezing bucket ® 30' gray brown mottling ® 32' ~ water seeps o-~--~----~~ 3':; Sn; 1 T\ln~ ~ 39-GravdSiltvlSaod mo erattl y t"~rm Bottom 42- Date: 7 January 1972 Pacific Scene By: C. Parker 13 Acres, Commercial Job No. Plate No. S()IL &; MATI:IRIAL TI:STI~6·LAI3()DAT()~'" Of' NORTH COUNTY INC. 72-2 1 1 < ,\ ~ wOo! ~o-t-.... w 0.'" o§ :rw ::E::E o-w 0.. ... <{::> -'0 w I/)Z "'u Cl - - LOG OF B 0 R I BORING NO. Boring #2 ELEVATION SAMPLING METHOD Bucket Rig Gray Brown Silty Sand and Clay mixture -loose, dry FILL Z Q t-<{ U u: Vi .... Vl -<{ 0 .... VlU Sandy ~ ~ . , : ~ .. .. I" l~ '~~ • 'sm , lJ~ :-.. ~. ~CL grades with dry brown silty sand concrete block, wood & plastic It liner ® 14' '. streak silica sand FILL Gray Brown Sandy Clay firm NATIVE Soil Tvpe 1 Snil T\lnp ~. Light Green Silica Sand firm Bottom , • I~- Date: 7 January 1972 By: C. Parker Pacific Scene 13 Acres, Commercial' Job No. Plate No. S()IIL &.; MA'J»:I:?IAL TI:STI~G·LAI3()DAT()D~ OF NORTH COUNTY INC. -0-< liJ -Oo! J: ::> OJ >-Z ~'~ 0-0 V> t-o Z w U ::E >-w > <{ Ci Cl ~ "-Cl ::E .... >--w ~ 0< u -' 0 w u: -' Cl E: Oo! ,u - 72-2 . 12 '. , 0.2 0.4 -r----... 2 4 6 8 10 '" '" (\) c :912 ..c: l- e,) }14 0 V') .... 0 c (\) u ~ 0- I z Q I-< 0 ::; 0' V') z 0 u ,"" . , Dote: Jan. 1972 By: c. Parker CONSOLIDATION C Load In KIPS Per Square Foot 0.6 0.8 1.0 2 -,~ , ...... ........ ........ )'~ ~ ~ ~ ~ ~ ~ .. 0 IndicOle5 percent consolidolion 01 field mOislure G Indicoles percent con50lidotion after soturotion Pacific Scene Test Pit 9 ® 6 ' S()IIL TfE~1fDNG LAD()IRAT()IRY O~ NORTH COUNTY INC. S ~ , ' 4 6 8 10 16 I " I I - Job No. 72-2 Plate No.· 13 • SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. 423 HALE AVE. -ESCONDIDO, CALIF. 92025 ESCONDIDO -746-2333 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION: The construction of controlled fills shall consist of adequate preliminary soil inv~stigations, and clearing, removal of existing structures and foundations, preparation of land to be filled, excavation of earth and rock from cut area, compaction and control of the filY, and all other work necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. CLEARING AND PREPARATION OF AREAS TO BE FILLED: (a) All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the nature of the job, by a qual- ified soil engineer prior to grading. (b) All timber, trees, brush, vegetation, and other rubbish shall be re- moved, piled and burned, or otherwise disposed of to leave the prepared areas with a finished appearance free from unsightly debris. (c) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage or removal of compressible material, or both, to the depths in- dicated on the plans or as directed by the soil enginaer. (d) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other uneven fea- tures which would tend to prevent uniform compaction by the equipment to be used. (e) No fill shall be pl~ced until the prepared native ground has been approved by the soil engineer. (f) Where fills are made on hillsides with slopes greatsr than 5 (hori- zontal) to 1 (vertical), horizontal benches shall be cut into firm un- disturbed natural ground to provide lateral and vertical stability. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake. The soil engineer shall determine the width and frequency of all suc- ceeding benches which will vary with the soil conditions and the steep- ness of slope. . (g) After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than .90% of max- imum density, A.S.T.m. D1557-64T. -1- • • (h) Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the soil e~gineer. (i) The cut portions of building pads in which rock-like material exists may require excavation and recompaction for density compatibility with the fill as directed by the soil engirieer. MATERIALS: The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other deleterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with unacceptable physical characteristics are encountered, these materials shall be disposed of in waste areas designated on the plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the preliminary soil invest- igation, further testing will be required to ascertain their engineering properties. Any special treatment recommended in the preliminary or sub- sequent soil reports not covered herein shall become an addendum to these specifications. No material of a perishable, spongy, or otherwise unstqple nature shall be used in the fills. PLACING, SPREADING AND COMPACTING FILL MATERIAL: (a) The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shail be spread evenly and shall be thoroughly blade-mixed during the spreading to insurs uniformity of material and moisture in each layer. (b) fied tent ough When the moisture content of the fill material is belcrw that speci- by the soil engineer, water shall be added until the moisture can- is near optimum as determined by the soil engineer to assure thor- bonding during the compacting process. (c) When the moisture content of the fill material is above that speci- fied by the soil engineer, the fill material shall be aerated by blading and scarifying, or other satisfactory methods until the moisture content is near optimum as determined by the soils ~ngin~er. (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accordance with A.S.T.M. D1557-64T. Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other types of rollers. Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. -2- • • (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. (f) Field density tests shall be made by the soil enginEer for approx- imately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet in elevation gain. The soil engineer may take additional tests as considered necessary to check on the uniform- ity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. (g) The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the fin- ished slopes and grades as shown on the accepted plans. SUPERVISION: Supervision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accordance with accepted specifications. The specifications and soil testing of subgrade, subbase, and base materials for roads, or other public property shall be done in accordance with specifications of the governing agency. SEASONAL LImITS: No fill material shall be placed, spread, or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, grading shall not be resumed until field tests ~y the soil engineer indicate that the moisture content and density of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material are encountered, they shall not be incorporated in the grading and disposition will be made at the engineer's discretion. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. -3- ., ~IED SOIL C;ASSI~CATION 4ItRT IDENTIFYING CRITERIA I. COARSE GRAINED (more than 50% #200 sieve) GRAVELS (more than 50% #4 sieve but smaller than 3 inches) Non Plastic SANDS (more than 50% smaller than #4 sieve) Non Plastic GROUP SOIL SymBOL DESCRIPTION Gill GP Gm GC Sill SP SlYI SC GRAVEL, well ~raded gravel- sand mixture, little or no fines. GRAVEL, poorly graded gravel- sand mixture, little or no fines, GRAVEL, SILTY, poorly graded gravel-sand-silt mixtures o GRAVEL, CLAYEY, poorly g~aded gravel-sand-clay mixture. SAND, well graded, gravelly sands, Ii ttle or no fines. SAND, poorly graded, gravelly san d s ,Ii t tIe 0 r ri 0-fine s. SAND, SILTY, poorly graded sand-silt mixtures, SAND, CLAYEY, poorly graded sand-clay mixtures. II. FINE GRAINED (lYIore than 50% smaller than #200 sieve) Liquid Limit less than 50 Li,quid Limi t greater than 50 III. HIGHLY ORGANIC SOILS lYIL CL OL mH CH OH PT SILT, INORGANIC, silt and fine sand, sandy silt or clayey- silt-sand mixtures with slight plastici ~ y. CLAY, INORGANIC, clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. SILT, ORGANIC, silts ahd or- ganic silt-clays of low plasticity. SILT, INORGANIC, silts micaceous or dictomageous fine sandy or silty soils,. elastic silts .• CLAY, INORGANIC, clays of med- ium to high plasticity, fat clays. CLAY, ORGANIC, clays of medium to high plasticity. PEAT, other highly organic swamp' soils. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. • , < .... ~ I 7 , .,.. SOIL AND MATERlAL TESTING LA.BORA.TORY OF' ,N 0 R T H co U NT Y, INC. ---~-- 25 January 1973 423 HALE AVE. -ESCONDID,tJ, CALIF'.-92025 ESCONPIOO ,..--746-2333 Rick Engineering Company 509 Elm Avenue Carlsbad, California 92008 Attention: Mr. Jack Raines ·Of/2 -02-02. Subject: Shrinkage Estimate Dear Jack: Re: FEB 0 9 197$. CITY Of CARLSBAD. E:ngin@~ring Q~Rartm~ftt Job No. 72-105 Alta Mira Planned Communify Deve,lppJDf3cll..i Carlsbad, Califo~nia Enclosed is a copy of my letter dated 23 February 1972 for shrinkage and settlement estimates on Uni t 1. If t·he total 'actual calculated shrinkage was more lik~ ~O% than the estimated 25% in L the loose zone, it might suggest that one of the difficulties is delineating the "loose zone" more precisely. As I recall from the .test pits, the north west portion of the site, Unit 1, had Only a thin cover of loose soil while Unit 2 had a much thicKer layer of loose soil. This material was caused to .settle more by the vibratiof:. __ ",.. ~-~ . of 'the he:svy equipment running over it and thus CQuld probabl y account for the greater amount of shrinkage. As far as Unit 3 is concerned, I would compare the anticipated shrinkage of the lower flat slopes td the west with Unit 3 and count on a large factor -say 35%. Remember also there is a big ditch through this portion which shoul~ be mucked out and tightly compacted and will probably require additional soil. ! I I, • .- The upper portions of Unit 3 are underlain by a weakl~ cemented sandstone at a depth of. about 2 feet. I would compare this region wi th the northwest portion of the si te, Uni t 1,. and use the actual measured shrinkage factor you calculated after grading. My estimate would be in the order of 25% as discussed in the enclosed letter. Respectfully submitted, SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. Claude B. Parker Registered Civil Engineer #18,987 Registered Geologist #512 pe Distribution: 3 Addressee RECEIVED FEB 0 9 1973 CITY OF" CARLSBAD Engineering Department SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. ? • • " : > " '. "~ . . ', . . . ;"'23 february 1972 423' HALE AVE.":"·ESCONOIOO,'CALir. 9202.5 . .. :.><' '. ESCONOIOQ -746-2333' .... . -. '., -" CT 72 .. O'l.~0'2. .... :,' I ; " . '~, ' , ,.,.-' ,.j~·Rick Engineering Company .... /\::':.,.'509 Elm Street '. ,;',.",'-' f • · .... " .. ~ .Carlsbad ,. California '92008 'l -', ' .. ~Attention:' Mr. Jack Raines --". ; '," , .. ', • l~ Re: Job' No. 71-105 Campobello Carlsbad, Californi~ Settlement and Shrinkage Estimates Raines: .,:., I'm sending this letter to concur in essen~~ with your ";:,: estimates of shrinkage of the loose surface soil in .' Unit 1. " ':< .:.';.::::.': .... '.: As discussed in your offic·e 16.february 1972, it. was felt ... ~. --,; . reasonable to assume that 4 inche~ off the top would be lost • . ,. "-I' " .- " " ' , -'-' ~, " -,,-' . "',::': , .~: .. , , ~ .', '" " ,,:' " ,', .. - . Then the remaining 2 feet would shrink approximately 10% for' .. ;" ...... . :; .... ~::" .. '. a total shrinkage of approximat~l y 25% in the loose zone • . . • '.~ >-• -'~.: , , '. " <,' " · .. I have su~sequently talked with State Highwa~ engineers who worked on the adjacent Rt. 5 embankment, 'a higher embank- ~ ~ ., . . ~ -" '. '. i ,-:' " --::. ;, _J •• --, ' . ment than the proposed access road. They informed me that they .' . '{. ...' experienced no s~ear failure in the subsoil during construction.'." :r~ , , ,_'," :,1," • I, • :: ",',,' :::':'" ,There undoubtedly will be some settlement, howeve.r, if the loose,' f '~.~:. >" .. " , !-' " ~-' " undesirable native soil can be excavated 2 to 2t feet then whsel .. ~.' ~ . " '.;" . -It :~: '. , '.' rolled lightly to the bottom of the ruts, presumably· for a total J ' .excavate9 depth of 3 feet prior to backfilling; the settlement '~i ....::': "," ,',::' . can be held to a minimum. l" .. ,;;. ••. An educated~guess of ~he expected i. -;," .. :,;' settlement based on the highway 'experience would be ~ to1t feet , .. " ,', .... . most of which will. occur during conetructio'n •. · ' . , . . ~. . , ' .. ' . ~' ,~ . .' . ..,'- !~ ..... '.,',' , t: '. '. . 'l.-:.. ;.'~,:; :":,-: 0: ~~ ::->' ~.: .: ;:, .,: . . " ~, ~, J. f :~' 'n';, ,-' ." ,I, ~ , ' :,: ,',;. -,:.. -'II :', '.',. ,~ ,_ , ,", -.. \ ~~ ", ':, ~.' ~." " .,;' ,-'-' .~: . , :: .- .; '. .. '""',"- ~-, ' ~ .', It should be noted the Highway used a 3:1 (horizontal:vertic,al) '. >.".:;,sJ,.ope ratio for greater stability_ Although the, gt'ea'ter ,slope , . ~., .~' " ,', ratio would require more dirt, we are, following their other desi~n '..... -~ ...... - ' .. -. :-':, ~ ~ . " '-.-- featur~s and this may be justified. Respectfully submitted, SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC.' Claude B. Parker Registered Civil Engineer #18,987 . .. __ .' Registered Geologist #512 " , .. -. pe .' I .. ;,-"'-' ;:' I ~..: • -' , .- : ." :-'- ·Distribu.tion: :3 Addressee 'I , " ,\ , : ",' , " -.'-. _." ,~~ ~,' .. ' ',. '-'~'~ < " .. ,'. '-, -, .-r. '-"-".' ~ -', "" ' --.,' ' . ,~ , :-, \". '. '~ " " ~ ,,'. / ,-' '.,:' .', ,'-"" !, " -'---. " ' --';,. ~ '.. -.;.:' , '-' '. ~ , " · ' ... , , " ~, 'f" - , \ . " --".' ~, ',-~:. j; .. , . : -. " f'" ~ .: _ ': -_ ' l ., ,..-' .,.'" . ,'. · " '-.-, '"l. ". ,I, SOIL AND MATERIAL TESTING I4BORATORY' '. af' NaRTH aaUNTY, INa. 2 · -,' -,' . ~- ," -, . " ~ ," ~. - p • " , ~',; ): • .;.,. -: -:' -, " '" ,I -r- · " ? . ' . ,,' . ", '. ' · .. ; .. ' · ~.' '. ,-,,-, . , . ~. : ','. ",' '. -.,- ',-<." , j' -~" i SOIL AND :MA.TERIAL TESTING LABORATORY 'r :, , ; i -';1 ~ OF NORTH COUNTY, INC. 26January 1971 Pacific Scene Inc. 2032 Garnet Avenue San Diego, California 92109 423 HALE AVE. --ESCONDIDO. CALIF'. 92,025 ESCONDIDO --.: 746-23=?3 Re: Job No. 71-105 Gentlemen: Campo bello P'l ann e'd Commu ni t y 112 Acres NE of Rt. 5 and Poinse'ttia Rd. Carlsbad, California Enclosed is our report of the preliminary soil investigation, done in accordance with your instructions for the above refer- enced si-t e. The investigation consists of 13 test pits dug with a back- h6e to depths of 7 to 14 feet below the exi~ting gruund surface. A deep boring was also taken at the top of ths ridge to complete the soil profile. Appropriate laboratory testing and engi~eeiing analyses were performed. The results of this investigation' along with our recommen- dations are to be found in the accompanying ~eport. If there are any questions or problems, please feel free to consult with us in the future. , " Respectfully submitted, SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. Claude B., Parker Registered Civil Engineer #18,987 Registered Geologist #512 pe \ • t i ! '1 j \ .' . '. \ . \ .)< .. , , PRELImINARY SOIL INVESTIGATION CAmpOBEllO PLANNED commUNITY 112 ACRES, N.E. OF RT. 5 AND POINSETTIA RD. J CARLSBAD, CALIFORNIA FOR PACIFIC SCENE, INC. 2032 GARNET AVENUE SAN DIEGO, CALIFORNIA 92109 26 JANUARY 1972 JOB NO. 71-105 SOIL AND MATERIAL TESTING LABORATORY apo NaRTH CaUNTY, INC. ,. '. TABLE OF CONTENTS I. General Information II. Purpose of Investigation III. Field Investigation A. Surface Conditions B. Test Pits and Boring -C. Subsurface Conditions IV. Tests and Results A. Grain Size Analyses B. Expansion Tests C. Density Tests D. Direct Shear Test Page 1 1 2 2 2 3 4 '4 4 5 6 V. Bearing Capacity 7 VI. Conclusions and Recommendations 7 VII. Reference 10 APPENDIX Plate Plot Plan 1 Logs of Test Pits and Boring 2 to 15 Specifications for Construction of Controlled Fills . Unified Soil Classification Chart SOIL AND MATERIAL TESTING LABORATORY OF' NORTH COUNTY, INC. ,-.., , " ; 1 " -' &IMINARY SOIL -INVESTIGAT. CAMPOBELLO PLANNED COMMUNITY 112 ACRES, N.E. OF RT. 5 AND POINSETTIA RD. CARLSBAD, CALIFORNIA I. GENERAL INFORMATION A preliminary soil report has been completed for the proposed Campobello Planned Community at the above mentioned site legally,de- scribed as a Portion of La Costa Downs, Unit No.1, Map 2013 and ,a Portion of Ssc. 20 and 211 T12S, R4W, S,B,B, a~d M" County of San Diego, State of California. It is understood that the site is intended to be deVeloped for one, two,and three story residential stru~tures. The lowl~nd area in the west will be developed first, in two units, mainly for one story buildings. The foundations will use continuous concrete foot- ings with concrete slabs-on-grade. It is understood the maximum cuta and fills will be less than 20 feet. A Preliminary Soil Investigation dated. 26' January 1972, Job No. 72-2, was done by this laboratory for Pacific Scene on the 13 acre commercial site to the north. It is understood that no development is planned for the ravine ar~a in the northeast corner and hence were in~tructed not to test this area. II. PURPOSE OF INVESTIGATION and The purpose of this investigation is to oetermine the following: 1 2 3 4 5 6 7 to the existing soil conditions, the presence and effect of any expansive soils or existing fill, the allowable soil bearing pressure, the presence of near surface bedrock, -the, stability of the proposed slopes, -any obvious geologic hazards, any construction~problems that can be anticipated, make appropriate foundation recommendations. SOIL AND MATERIAL TESTING LABORATORY aF' NaRTH CaUNTY. INC. 1 ", ., J ., . ,' ", III. FIELD INVESTIGATION A. Surface Conditions The. surface of the subject site consists of flat land in the western portion with a ridge extending approximately north/south through the central portion and with a ravine in ths northeast corner. The western side of the ridge slopes smoothly approximately 110 and ranges in elevation from 85 feet to 170 feet. The ridge area is presently cultivated in flowers. The flat area in the western portion of the site is covered with weeds and short brush • There are several farm buildings and sheds in the southeast corner of the site, but no major man-made obstacles which wowld cause problems during grading were observed. The nature of the underlying surface soils on the western portion of the site ~s more or less reflected by the vegetation. There is also a faint difference in vegetation due ~6 the cl~yey soils in the northwest and the sandy soils of the sou~hwest which is more distinct on the air photos. B. Test Pits Ten exploratory test pits were dug with a backhoe on 2 December 1972. Additional information was obtained from three more test pits on 4 January 1972 and a deep boring with a bucket drill rig on 7 January 1972. The approximate locations of these tesi ~its and boring are indicated on the enclosed site plan, Plate 1.(a modification of the topographic map you gave us). Disturbed and undisturb~d samples of the soils excavated were ob- tained for laboratory analysis. The soils were visually classified by field identification procedure in accordance with the Unified Soil Classification. A simplified version of this classification ·is included at the end of this report. Continuous logs of the SOIL AND MATERIAL TESTING LABORATORY DF' NDRTH ~DUNTV. INC. v • ....' . , ", !~ , :}. • •" " ;, soils encountered during the investigation were recorded in the field. The logs of the test pits and boring shown on Plates 2 to 15 are based on the field logs, on laboratory inspection of the samples, and on the soil test results. C. Subsurface Conditions The soils on the site to the depth of interest for this project consist of recent marine sediments ranging in texture from silty sands and weakly cemented sandstones to sandy clays and clayey s'ands. No durable bedrock that would require blasting was en- countered. There was no soft compressible materiai revealed during the investigation. The soils found during the investigation have been grouped into nine soil types based on similar engineering properties as indicated below. The distribution and other pertinent details are'elaborated on in the logs, Plates 2 to 15 inclusive. Soil Type 1 2 3 4 5 6 7 B 9 SOIL DESCRIPTIONS' Soil Descriptions Gray Brown Silty medium Sand (topsoil) , Green Gray Silty medium Sand Brow.n Silty medium Sand mottled Gray Brown Silty Sand Dark Gray Sandy Clay Dark Brown Silty Sand with organic Green Gray Sandy Clay Red Brown Silty Sand Gray Silty medium Sand Uni fi ed Soil Classification sm sm sm sm CL sm CL sm sm Generally speaking, the granular sandy materials appear stable in their native condition and will make good fill material. SOIL AND MATERIAL TESTING LABORATORY OF' NORTH COUNTY, INC. 3 , ". I ., . . , ., . The clayey soils will require special preparation as discussed under Section VI, "Conclusions and Recommendations". IV. TESTS AND RESULTS A. Grain Size Analyses Eight grain size analyses were performed on the soils encountered in general accordance with ASTIYI D422-63 for classification purposes and as a guide to the engineering properties. The results follow: Location *TP 1 ® l' TP 2 ® l' TP 10 ® 10' . TP 7 ® 8 r TP 3 ® 2' TP 4 ® l' TP 4 ® 5' Soi'). Type 1 2 3 4 5 6 7 TP 9 ® 5 r 8 Boring 1® 20' 9 TP =--Test Pit GRAIN SIZE ANALYSES .Percent Passing U.S. Standard SieVe No. 4 10 40 100 200 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 9S1.8 99.4 99.8 100.0 99.9 97.8 100.0 100.0 99.8 76.2 84.8 89.7 .72.0 83.5 68.1 94.3 75.5 40.0 23.6 31.0 26.9· 31.0 52.5 26.1 79.4 .25.0 9.7 16.1 23.7 19.5 24.0 44.0 18.9 72.5 18.0 7.3 These' tests indicate a uniformity in the granular soils, B. Expansion Tests Uni fied Soil Classification SIYI SIYI SIYI SIYI CL SIYI .CL SIYI SIYI Four expansion tests were performed on the clayey soils found during the investigation, Soil Types 5 and 7, to determine ( , if these materials would constitute a structural hazard to the buildings with respect to volumetric ~oil change. The teet labeled "remolded" in the results below was perfor·med on a sample remolded to 90% of the maximum dry density at optimum moisture content. The other tests were performed on "undisturbed" samples. SOIL AND MATERIAL TESTING LABORATORY CF' NCRTH CCUNTY. INC. 4 "', ~' In all cases,the tests were'done on 2t inch diameter 1 inch high ring samples which were first air dried. ,The samples were loaded ,with 1 psi, instrumented, air dried and then submerged in distilled water until ,the expansion ,stopped. The percent of expansion was recorded as the ratio of the final change in height trr the initial height. Location Soil Test T~Be T~Be *TP 3 ® 2t' 5 u TP10 ® 2t' 5 u TP 4 ® 5 ' 7 U TP 4 ® 5 ' 7 R *TP = Test Pi t U = undisturbed sample R = remolded sample w = moisture content (%) r = dry density (pcf) EXPANSION TESTS Initial Air Dry' w a: w t.. 9.4 118.0 '6.6 129.3 11 .0' 115.4 3.0 117.9 30.4 86.3 10.1 91.7 23.8 91 .0 6.9 95.0 These tests show the clayey soils are expansive. D. Density Tests 1 -Laboratory Compaction Saturated % ExpansioL "w tot 20.3' 107.5 9.7 22.8" 100.6 14.6 41.7 80.0 7.9 40.7 74.3 22.6 Four laboratory compaction tests were pet formed on ~roposed fill soils to determine the maximum dry density and optimum moisture content as specified by ASTM D1557-64T (method A). 'This test uses the minus #4 sieve soil in a 4 inch diameter 4 inch high cylinderical mold. The sample is formed with a 10 pound hammer falling 18 inches for 25 blows on each of 5 layers. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY. INC. 5 , ~, " ; '. • ," LABORATORY COIYlPACTION Location Soil lYlax. , Dry o-ptimum Type Density lYloisture (pcf) Contents, (%) Test Pit 1 @ 1 ' 1 123.0 8.5 Test Pit 2"@ 1 ' 3 129.0 8.0 Test Pi t 4 @ 5 ' 7 104.0 20.9 Test Pi t 8 @ 3t' 8 134.1 8.5 2 -Field Density Tests Six field density tests were taken in various strata to determine the natural conditions of moisture and density. The tests were performed according to ASTIYl D1556-64, the sand cone method. lYloisture contents and densities were also determined by direct measurements from the undistu~bed samples. The ratio of the field dry density to the laboratory maximum dry density is defined as the relative compaction. these results are presented on the logs, Plates 2 to 15. E.Direct Shear Test A direct shear test was performed on representative sampleB of Soil Type 1, the lightest granular foundation material. Three specimens of this soil type were prepared by remolding the soils in 2t inch diameter 1 inch high rings to 90% of the maximum dry density at 3% over optimum moisture content. These c8nditions approximate the compacted fill. The specimens were loaded with normal loads of .5, 1.0, and 1.5 KSF respectively and shea~ed to failure in the undrained condition. The r~sults follow. DIRECT SHEAR TEST Location Soil Dry Angle of ' Apparent T'y'pe Density Internal Cohesion -(pet" ) Friction ( 0 ) (psf) , Test Pit 1 ® l' 1 111.0 39 ,275 SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. 6 '( " • 1 , " , :~ f " 't i 1 I 1 :~ '. " . ~ .. ; , v. BEARING CAPACITY VI. The values of internal friction and apparent cohesion derived from the direct shear tests were used in the Terzaghi Formula in accordance with the procedure outlined in Reference 1, page 170, to compute the allowable bearing capacity. Soil Type 1 Terzaghi Formula: Bearing Capaci ty = 2/3cN' c + ,tDf N' q + t t BN '0 Assumptions Depth of Footing, Df = 1.0' Width of Continuous Footing, B = 1.0' N' N' N' = dimensionless parameters found from c' q' 'I Fig. 75, Ref. 1 Factor of Safety = 3 ALLOWABLE BEARING CAPACITY Soil Description Gray Brown Silty Medium Sand Bearing Capacity (psf) 3008 CONCLUSIONS AND RECOMMENDATIONS 1 -It is recommended that the preparation of'the native'soil and all grading be done in accordance with the enclosed "Specifications for Construction of Controlled Fills" except where superseded by-the following recommendations. 2 -Loose surface soils in areas of shallow fill and original grade should be excavated and recompacted to at least 9D% of the maximum dry density. The approximate depth of loose soil is in the order of one to two feet as shown on the logs. The exact depth of recompaction should be determined by a qualified soil engineer in the field during the initial preparation. SOIL AND MATERIAL TESTING LABORATORY OF' NORTH COUNTY, INC. 7 Building foundations, wells, septic tanks and general debris found in the farm area will be handled as direrited by the soil engineer. 3 -The main problem with respect to the soils on the site will be the treatment of the expansive c~ays whi~h will be en- countered in the cut area of the northwest-portion of the site. The approximate area of clayey soils as determined from the test -pits and air photos is sketched on Plate 1. The best treatment for the expansive material would be to undercut it and cover the lots with a~ least 2 faet of nonexpan- sive material which is abundant on the site. The undercut clay may be used in the deeper portion of the fill or in the access road embankment to be built over the canyon to the north which will connect to the 13 acre commercial site. Conventional footings may be used provide~_there is at least 1 foot of non expansive soil under the bottom of the footing- (i.e.) two story buildings which require a 1t foot deep footing will require at least 2t feet of non expansive cover. As an alternative it is recommended that the clayey areas be excavated to a depth of 2t feet and recompacted to 87% to 92% of: the maximum dry density and ~t least 3% wet of optimum moisture content. The foundations should use the following minimum dBsign. a -Extend the footings 2 feet below the lowest adjacent ground level. b -Use two #5 reinforcing rods. Place one rood 4 inches from the top of the footing and the other 4 inches from the bottom. c -Use 6x6/10x10 wire mesh in a 4 inch (actual) thick slab. d -Use 6 inches of pea gravel, a plastic liner, and one inch SOIL AND MATERIAL TESTING LABORATORY al" NaRTH CaUNTY._INC. 8 j 1 ,< • of sand under the interior slabs. Use at least 4 inches of clean sand under all exterior slabs. 4 There were no obvious faults or geologic hazards observed 'during the investigation which would restrict the development of this site. Perched water was noted in the vicinity of Test Pit 4. It is believed that this water is a result of the irrigation water being ponded on a shallow clay layer and will be corrected during grading. If the water continues, drains or other appropriate st~ps will be taken to divert the water and to protect any slopes in the area. 5 -Slope ratios of 2 (horizontal) .to 1 (vertical) for fill .. and 1t to 1 for cut may be used. Careful observation should be . made by a qualified geologist while grading for ad.verse geologic conditions undetected during the investigation. 6 -Footings located closer than 5 feet from' the top of the slope should be extended in depth until 'the bottom edge of the footing is 5 feet horizontally from the outside face of the slope. 7 If our recommendations are followed, a one foot deep, one foot wide, continuous concrete footing may be safely de- signed to sustain a uniform load of 2500 psf. 8 -If soils are encountered during the grading other than those described in this report, or if imported fill is used, additional tests will be required to ascertain their engin- eering p~operties. SOIL AND MATERIAL TESTING LABORATORY Of' NORTH COUNTY, INC. q -~ ~ VI I. REfERENCE 1 -Terzaghi and Peck, Soil Mechanics in Engineering Practice, John Wiley, N.Y., 1948. Respectfully submitted, SOIL AND MATERIAL TESTING LABORATORY OF NORTH COUNTY, INC. ·Claude B. Parker Registered Civil Engineer #18,987 Registered Geologist #512 pe Distribution: 7 Addressee 1 Rick Engineering SOIL .AND MATERIAL TESTING LABORATORY or NORTH COUNTY, INC. 10 J 1 1 ~ -1 j 1 , ; "<.: .. ,~'~ ~ -, : . -' ...... 1'25 , \ , " 100 \ 100 t - ,1~5 , 150 " I J> '. , \ , ' , . " " t , l~ : ': " , . . ,"<-~>:. ";~l_ ISO .~. f :_: ~,: ': .' 1···· . ,,~:. :', It5 ! -" '~.' . , ~ " l ,. ': ' 100 '.. .• ,~, !. ", 75 , " '. ----............ ~~. S CA LE : I" = 400' (NOT FOR ENGINEERING MEASUREMENTS) ",.-------- C LAY .. "':, Q ' , , , ' , p.' •• A R E:A "', , ',.' , i , , " 10 , , , -.... -. . -.- ~ I -/ ' ,,/. /. / FARM AREA ~ .. ' ,/50 rZ5, 100 '75,> .. ", :. , " , .. -: ': ~~; , .. ~.', -, ,~', "I ,.; ,', ... '~.,. " -..,'" , .. , , .' • t>· , i , " " • > ~ -( t " :-', " -~. I, 2:$ 'BORING • --~. -..... #~, , 'I ...-.. "~ .. ' ._ ~-~ f .. ~ "~ I o TEST PIT~:' , : {, . ...... . ~ , , , , ' : ., .... }..\ 'J .;- SOIL AND MATERIAl .. TESTING LABORATORY::::"'X\:'::~:' -:::, ;--.. . . ,: ,. , . , ': : ~ ~."-.) ;. _. ~ .~ "-:. . ' .. :, ;" OF' NO,~TH COUNTY, p .. C. , ... ::,"": ,~" ... ': ,:",;;, ,~' i" ',' ~~, PLATE. NO I , , , ;"',::i~; .;-' <. ":,, ": "', ,.,~ . , \";' ',', J.N. 71-IQ5 ' ;, ,,. l '. ~ ..... :rw ..... w 0.. u.. W 0 1- 2"": 3- 4- 5- 6- 7- 8- 9- 10- 11- 12 - - Date: By: w"" ..... w ~z 0.. co ::E::E 0::> « ::> ..... 0 I/IZ COu 0 e ~ 6 2 December C. Parker LOG OF B 0 R I N -Test Pit #1 w,::" ~ BORING NO. Z ~ 0 "".s=. ::> Ol Z ElEVATION , ;:: ...... -r « 1/1 <l> ..... Q U 5~ in ..... SAMPLING Z Wu ~ ::E ~ Backhoe UJ >« METHOD I/) gO 0 ;::0.. ..... 1/1 « ::E -« )-:;:" 0 ..... ~~ "" u ujo I/IU u.. _ O~ o<U Gray Brown Silty medium 'Sand -T:r! topsoil loose, dry : .-, . sm • 8 -.. 107 .... 87.0 I 'I' S'oil Tvpe 1 \ ' ,i' I I Green Gray Silty medium Sand I : ; : weakly cemented II I I ' . :: 1/ : I: I : I I ; I:: .' Ii I': t I: I· 'i! I ,II ' I • II I, I:t : ;: I I I : I ~.~ I : some small pockets of ~'sm I .~~~~ ,green-brown sandy clay , ~~ grades moist " -; :'~ 9.6 107.9 I Ii: " I I I t : ; I : I \ I · II · I i I J I .11 : \T Water Table I : : : I; \ I : I: ) { i Soil ·Type 2 II ictt,;r Bottom " 0 Field Density Test 6 Undisturbed Sample 0 Bag Sample i 1971 Camp obello Planned Communi t l! Job No. 71-105- Carlsbad, ·California Plate No. 2 S()u. &; MATi:I:1I4.L TIESTII~G ·LAI3(),I:?AT()~"" OF NORTH COUNTY INC. ~-----:~~--------_4Ii--~--~---LOG OF BORING ~ W 0< 3z .... w :rtLi 0.. co >-w :E:E 0::> 0.. u.. <{::> -'0 w VlZ tXlu a BORING NO. Test Pi t #2 ELEVATION __________ _ SAMPLING METHOD Backhoe , Brown Silty medium Sand z 0 ;:: <{ u u: iii oJ 6 <{ d til J J I I \ I \ \ .\ I I I " -~ w 1: -0< ::> 01 z >-'ijj >-Q til 3 >- 6 in >-z w U ::::: >0-w > <{ a a ;:: 0.. a <{ ::::: oJ ~ >-u oJ 0 w '" E: w u: -a 0< u 1-Cf:J) loose, dry ~ I J I 1.3 98.5 76.4 2-0 mod. dense ® 2' 3- 4- 5- 6-0 7- 8-L grades moist 9 weakly cemented Soil Type 3 mottled Gray Brown Silty Sand 10-0 firm 11 - 12 - 13 - 14 Soil Type 4 Bottom I I, I ' I I J .J 1/ j /. I I I I I I I I I I , I ' :. '. sm; . 'j J I J f J I • I I I I I I f I I i " I J i J I I , I i \ i : : : : . J I , .\ I I 1 J I I I I ./ I ' I I I 1 J I , I I \ f ' ~ I I \ I \ , I ; I \ : I , ; ~ ; ! I I " J I ,'. , , : ! I: I ~ J I I I I \ ! sm 1 , I '. I I I J j I , \ ! ; : I I I I I I I ~ : I i I I I I ,:, : 12.0.107.1 Date: 2 December 1971 By: C. Parker Campo bello Planned Communi ty Job No. 71-105· Carlsbad, California Plate No. 3 S()u .. &; MATr:~IAL TIfST;~G-L4.I3()IJAT()IY" OF NORTH COUNTY INC. ,) .< .. r· ~ ... \~ ,,' .~ , -I ;), .,. , . " -< ~ i '- ,', j .... xw >-LIJ 0.. u. w o 1 5 (fj) 6 7 6 9 1 1 1 0 12 1 3 LOG 0 F BORING NO. Test Pi t #3 ELEVATION .....-_________ _ SAMPLING METHOD Backhoe Brown Silty lYIedium Sand loose, dry trace of olay bindEll.'Soi Dark Gray Sandy Clay stiff, dry to '3 ' grades moist grades with pockets of brown clayey sand 'Soil T lYIottled Gray Brown Silty firm Soil Bottom -;<' z w';:" "".r. 0 ::> 01 z ;:: >-,->-0 ..: ,~ :: l- V} I-Id 0 z Wv '= ::E >0-w ~..: V} 9 2i Q >-0.. -,V} >-:;: ..:::E -..: 0-, ~~ "" u ~o v>V u. _ oE; "'I..! 5.0 89.0 69.0 10.2 98.4 Date: 2 December 1971 ampobello Planned Commu'nity f-Jo_b_N_o_, -...!-!...:::..~>o!,-----i B C P k arlsbad, California Plate No. Y: • ar er S()IL &; MA..Tt:I:1IA..L TIESTI~G ·LA..I3()~A..T()~"" Of' NORTH COUNT,Y INC. " ,- , , > ., ~ J, t , ,,' , -, , , ~ :r:tti I-UJ 0."" UJ o 1 1 1 LOG OF BORI BORING NO. _T_e_s_t_P_l-,-'t~#~4 __ _ 5: 'Z ELEVATION~ ____ ~ _____ _ 9 5 SAMPLING <0 U METHOD Backhoe (In area of surface groundwater) Dark Brown Silty Sand with organic saturated perched Green Gray Sandy Clay moist Bottom Soil TypeS Soil Type 7 z 0 l-<{ ~ u. in -' III <5 :li III U -~ UJ E '" ::> en Z I-'a; >-0 III 5: I- <5 in ;:: ::E z UJ U >-UJ > <{ 0 Ci 0 ;:: 0. :;:-'~ ::E '-' >-UJ ~. '" u 0 E: UJ u: 0 0< U Date: 2 December 1971 Campo bello Planned Communi t,f-J_o_b_N_o.._,_-,.-...!-'-=-.w..!..!=<-_--i By: C. Parker Carlsbad, California Plate No. S()IL &: MATt:I:1IAL TIESTI~G • LAI3() IQAT() 1:1", OF NORTH COUNTY INC, ;. " -. .--.----------.--.--------.@.-'---~---,-, ------.,.., LOG OF BORING ~ w"" -'w , .... a. <0 :rw ::E::E .... w a. .... <{::J w IIlZ Cl @ 1-6 2 3- 4-6 \ c:' .J 6- 7- a- 9-6 1D- 11 - - - ~ .... 03 "'0 <tlu BORING NO. _T.:..:::.e::::.s.=.t~P_=i:..::t'--L/.#:..::5::...._ __ ELEVATION -.--________ _ SAMPLING Backhoe METHOD ___ ~~~~ __ --___ _ Brown Silty Medium Sand loose, dry to 12" streaks white sand Dark Gray Sandy Clay stiff Soil TVDP. :3 (with 2 to 4" rounded cobbles ® 3 to 5') Green Gray Sandy Clay firm, moist slickensides Soi'l Type 5 , Soil Type 7 Bottom iPl: 1.:1 nO:l.5 79.5 I SM) ; : I: ; / ' , I I , I. I Date: 2 December 1971 Camp obello Planned Com'munity Job No. 71-105' By: C. Parker Carlsbad, California, Plate No. 6 S()IL & MATa:~IAL TrE§TI~G·LAI3()~AT()~'" OF NORTH COUNTY INC. l i' :1: 1 .', '1 " .~ , ~, .. ~~ . _____ . ____ . ___ ~!fl:,f"'.:~,; . ____ ~~ r---~.-----~ ~ t-J:W t-W 0. ... W Cl 2- 3- 4- 5- 6- wO< -'w "-"" :E:E <{:J VlZ o LOG OF BORING BORING NO. _T"-.e_s_t-,-P_l:..;".· ~t _#u....;:..6 __ _ ELEVA TlON -.--_________ _ ~~~~g~G _____ B~a"-.c"_k"_h"_o_e _______ ___ Brown Silty Medium Sand loose, moist Red Brown Silty Sand firm grades with gravel Soil'Tvpe 3 7-__ +!""V..Y---l_ water seeps 8- 9- 1G 11-0 Soil Type 8 Mottled Gray Brown Silty Sand firm, moist cobbles -Soil Type-4 12~--~----+---------Bottom - - Z o ~ ~ !:!:: Vl -,If) -<{ o -' I/lU i I: I: I: I SM I :/ .; I :" I I ' I I ., ) I • I i I I ) I I ) I I I \ : ! I i I I , , I J I I 'sm I , , I , i I 11.1 -41 i ~/'i J' <f I<i' I f -() I ~ I I : : :.\ , I ) J ) I : i • J I I I I I -I I I I , I I I I J I i \ I I I I )-I I , f ; • ~ ) ) I ) \ ' ) I J i 1 : I I SM I \ I I , I I : I j l fl~.~~ 7.2 ),-t-v; Z w a >-::;:: 2:5E: 10.4 86.3 Date: 2 December 1971 Camp obello Planned Communi ty Job No. 71-.105' By: C. Parker Carlsbad, Cali fornia Plate No. 7 S()IL &; MATt:I:lIAL. Ti:§T.~e ·LAI3{)IJAT{)~'" Of' NORTH COUNTY INC. I-J:w I-W <l. ... w o 1- 3- o 4-0 5- 6-6 7- 8-6 9- 10- 12- 13-L LOG OF BORIN BORING NO. _T_e_s_t_P_i_t-!.!-#_7 __ _ ELEVATION ~ ________ _ SAMPLING Backhoe METHOD ___ ~~~~ ______ ' __ ' Brown Silty Medium Sand loos'e, moist Red Brown Silty Sand firm Soil 'TvDe 3 pockets of gray b~own clayey' sand Soil Type 8 Mottled Gray Brown Silty Sand firm, moist some gravel, Soil Type 4 14~----~-~------Bottom z Q I-0<{ u !:!.: '" -,'" 6:'5 "'U Z Q ;:: wu :!o<{ 1-0-O<{:;: ujo "'u 84.8 Date:2 0 e cern b e r 1 971 By: C. Parker C am po bello Plan n e,d Co mmu nit y J--Jo_b_N_o_. ___ 71....' 1.1..:1 -=-.1wO.L.>15J......;.... __ "-:- ICarlsbad, California Plate No. 8 S()IL &; M .. ~,:rl:~IAL Ti:STIl/'oIIG ·LAI3{)DATVD'Y OF NORTH COUNTY INC. LOG OF B 0 R I - Test Pi t #8 0-' BORING NO. z UJ<=" ..... 0 "J: ~ ::> 0> Z w" ElEVATION ;:: I-.->--' w 3: Z <1:: Vl ., I-0 I-0..<0 63: v:; ;:: J:W :E :E 0::> ~ I-W SAMPLING :E ?:-z wu a.. .... <1::::> -'0 u.. w ~~ w VlZ <tIu METHOD Backhoe v:; 00 0 0 -,Vl ~ :E -<1:: -' >-::;:: 0-, ~~ " u ujO VlU ... -oE: o<U 0 Brown Silty medium Sand Till: , 1-loose, moist sm ) " !=in; 1 Tvn.c:> ~ : I : \ 2-Red Brown Silty Sand J : iii: firm .3-:1: ' I ~ I \ I ~ ~ \D '; I 'I: 10.5 12.8 84.2 . 4-~. I I II .: I , . , I sm., 5-,; : I: I 1'1: I 6-.1' ; '; I: I .; i; 7-1'\ '; I: :) I' !=ini 1 T"nc:> R ' • I I ; ) I 8-mottled Gray Brown Silty Sand \ , , : I 0 firm' I . ) , : I 9-I! : : . II I! I \ I: . I 10-. sm I 11-: 1,1 I: 'I't I : I : . ~ : I: ) 12-I , I ~ , I ,I.~ "1 I 13-6 ! I I ~ I \ ' I , : I : I . I i I I 14-Soil TVD!=! 4 . ~ \ I 1 Iii Bottom Date: 2 December 1971 Campobello Planned Community Job No. 71-105 By: Carlsbad, California 'Plate No. 9 r. P::lT'L-C1'T' S()IL &: MATr:~IAL TI:STI/IIIIG-LAI3()IJAT()IJ'" OF NORTH COUNTY INC. " .. LOG OF B 0 R IN - Test Pit #9 ~ BORING NO. z UJ =--Q <>:-" ~ w 0.: ::> Ol )-~ ·z ~z ELEVATION ,... ,... .-0 ..... w <{ VJ '" ,... .... 0...'" o~ in ;:: J:W . ::E ::E 0::> ~U ,...w SAMPLING z wu 0... .... <{::> -'0 Backhoe u. ::E ?:' w' ~ ~ LIJ VJz "'u METHOD in o~o 0 Cl ..... VJ <::E -<{ ~ ~\ >-:0= 0 ..... 0.: u ~8 VJ(J u. ..,. oE: I , "I I ! ~ Brown Silty lYledium Sand 1'1: I) . 1-loose, moist ,1,1: firm ® 1!' ' 51Yl' ~ . , " 2 Soil Type 3 . 'I: I Brown .Sil ty Sand ' : r;' I Red I • I: 3-firm ' 1"1' ) 11' · I; ,: II Ii , II: 4-I; : • I ) I" . ~ , ,I: : ~ I' I 5-0 1/: I Ii "Il S,1yl 'I 6-1;1: I! :: I: t · 1,1; 7-'II : : II ; : : ii' ~ -I, i : 7.7 111D.5 82.3 S-I ~ I:: I : ,III I I , I: , I 9-!i Ii I j i: I: I I III ~ I I 1\ 10-II ! : I ( l I i I : I ill ) I'll 11-: I~:tl : ': ;1; : 12-~ ; I I I I: I Ii I) : 1·\ 13 Soil Type 8 111111 : Bottom -, Date: 2 December 1971 Camp obello Planned Community Job No. 71-105 By: C. Parker Carlsbad, California Plate No. 10 S()IIL £; MAYi:IRILAL TI:§TIp.(G -lAl3()~.4..T()IY" OF NORTH COUNTY INC. ,\ , 'I, t ", " ,> " ! ~t\ ;;* " ~t ~ ~ , ., i ' . . " ! f. " " " \' '- > , , "r < .. {~ 1~ " ,~ ~ w Of. ~z -'w :r:t:u 0. aJ ..... w :E:E 0::> 0. ..... <{:J -'0 w C/lZ aJu Cl 1 1 1 1 1 LOG 0 F BORING NO. Test Pi t #10 ELEVATION _------- ~~~~g~G Backhoe Brown Silty Medium Sand loose, dry grades firm at 1t' white sand streaks Soil Dark Gray Sandy Clay (white specks 2 to 3 1 ) stiff grades more sandy Soil T . Green Gray Fine to Medium weakly cemented moist Soil T Bottom -' (5 '" -~ w -= z -0' O<.c ::> 01 z >= ..... "0; >-0 V") ..... <{ 0 ~ in ;:: u Z w U ~ :E >-w ~ <{ '" Cl Ci Cl ..... 0. '" <{ :E <{ -' >-w ~ v -' 0 d "" w u:: -Cl E: Of. u 8.9 11. 10.7 08.7 Date: 2 December 1971 Camp obello Planned Communi ty I--Jo_b_N_o_._...:.7~1:....":"_1:...;0::;...;5::"-"'-_-l By: C. Parker Carlsbad, California Plate No. 1 S()DL &; M4.TI:~I4.L TI:STING ·L4.I3()D4.T()~'" OF NORTH COUNTY INC. ; I 1 ,'. " :l -J. ~~ -\\ ,~ " . --::". ;t " " ~ w"" !:z ..... w 0-0.. '" :rw ::E::E 0:::> 0-W .... 0 0.. u.. «:::> W VlZ <Xlv 0 1 6- 7 1 1 1 1 1 3 1 4 LOG OF BORING NO. Test Pit ELEVATION SAMPLING METHOD Backhoe Brown Silty medium Sand trace clay binder #11 Soil Gray Sandy Clay stiff white concretions Bottom Soil Type 5 z w-;:" "" ..c 0 ::J Cl i= 0--->-til ., 0-« 6!: in U i:!; ::E >-z w Vl gO 0 ..... tIl >-:;: -« 0 ..... .~ ~ '" v tIlU u.-o Eo- , Date: 4 Dec em b e r 1 97 1 Campobello Planned Communi ty Job No. 71-105 By: C. Parker Carlsbad, California I 12. P ate No. . S()DL &; M..t..TI:~I..t..L TIESTI~G .L..t..I3C1IJ..t..T()~'" OF NORTH COUNTY INC. -~ - Z 0 wi= ~~ 0-0.. « ::E LilO o<U <. .; .". " , ;.; !: w"" 3z ...JW t-o.. co :rw ~.~ O::l t-W 0..LI.. -'0 W "'Z COu 0 60 1 . 2 3 4 5 6 7 8 6 9 LOG 0 F BORING NO. T est Pi t #12 ELEVATION ~ _________ _ SAMPLING METHOD __ --=-B.;::a~c~k:.:.h.!..:o:::..e=__ ____ _ Gray Brown Silty Sand loose, moist some clay binder Soil Dark Gray Brown Sandy Clay stiff, white concretions pockets white sand Bottom ~ Z ",1: Q ::l Ol ...... -r t-V) Q) ..... « 6 3 v; ~ Z u.. :;E >0-W ~ 9 .5 0 ...J >-:: -« o ...J ~~ '" ~ V)u u.. -0_ Date: 4December 1971 Campobello Planned Communit Job No. 71-105' By: C. Parker Carlsbad, Cali fornia Plate No. 13 S()IL &: MATt:I:1IAL TI:STI/IIIIG ·LAI3()~AT()~'" Of' NORTH COUNTY INC. -0-.1 Z 0 ;:::: wu >« ;::::0.. ~ ~ . ~u , ,~ ~ UJCX .... UJ ~~ t-"-co ::rUJ ::E::E 0:::1 ..... UJ "-... «:::I -'0 UJ V'lz c:Q u 0 6- 1- 2- 3-L 5-6 6- 7 8- - - - - - - Date: 4 December By: C. Parker . ~::.: LOG OF BO R I N - Test Pit #13 UJ-;:" ~ BORING NO. z -Q "'..c :::I '" >-z >-.-ELEVATION t-V> OJ t-Q « i3~ Vi '::! >- SAMPLING z UJU Backhoe' u.. ::E ?: UJ >« METHOD .... gj 00 0 i="-«::E -« -' )-IZ: o -' ~~ '" u ulO v>U u.. _ 0.9:-cxU Brown Silty ffledium Sand I ~ : I ; I I: ; I ~ I ! loose I: i i: I; grades with white silty sand I! S ffl ' ~ r/ I) I) weakly cemented 'I: I: : II I It: \111: II ; I ~ I I Soil Type 3 I II !:, II , Dark 'Gray Sandy Clay ~ very stiff ~ CL .~ difficult digging [\ .\ ~ Soil Type 5 ~"" . Bottom .- .. ., - . - . 1971 Campobello Planned Community Job No. 71-105 Carlsbad, California Plate No. 14 S()IL &; M4T;:~IAL TI:STI/'IIIC3 . LA 13 f)DAT()IY¥ OF NORTH COUNTY INC • / " .1 ~: , '\ I~ I-::r:w I-W 0. u.. LU C 3- 6- 9- 12- 1'5- we.: --,W o.crJ :E:E «::> I/)Z ~z 0::> --'0 c:Q u LOG OF BORIN BORING NO. Boring #1 ELEVATION ~_---,-______ "- SAMPLING M8HOD Bucket Rig Brown Silty medium Sand firm at 18" ,Soil Type :3 Red Brown Silty Sand dense Soil Type 8 '. mottled Gray Brown Silty Sand dense Z, o ~ ~ "-in --,e/) -« 0--' II)U I ; : I '\ ~ : : : I ~ : : , ' Ism z Q I-wu >« ;::0. « :E ujo "'U 1B-r-__ +-__ +-__________ ~ __ ~~S~O-i~1-T~-Y~'p~e~4~rt:n!l~in_)--_r~_r--_1 Gray Silty medium Sand ,I: I: 21-o 24- 27- 30- - - - Date: 7 January 1972 By: C. Parker dense' Ii 1\ J sm ' 'Soil Type 9 II 'Ii I ) 'II , . ) ;1:, \ Bottom Campobello P 1 a,n ned Co mm u' nit yf-J_o_b_N_O_, _--..:..7~ 1_-,...!..1.w.OI",,-. 5 ____ -; Carlsbad, Cali fornia Plate No. 15 S()IL &; M..t.:Ja:~.AL TI:ST.~C3 ·LAI3()~AT4)~'" OF NORTH C'OUNT,Y INC. SOIL AND MATERIAL TES1.'ING LABORATORY OF NORTH COUNTY, INC. • 423 HALE AVE. -ESCONDIDO, CALIF. 92025 ESCONDrOO -74.6-2333 SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GENERAL DESCRIPTION: The construction of controlled fills shall consist 6f adequate p~eliminary soil inv~stigations, and clearing, removal of existing structures and foundations, preparation of land to ~e filled, excavation of earth and rock from cut area, compaction and control of the fill, and all other work necessary to complete ~he grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. CLE~RIN~ AND PREPARATION OF AREAS TO BE FILLED: (a) All fill control projects shall have a preliminary soil investigation or a visual examination, depending upon the nature of the job, by a qual- ified soil engineer prior to grading. (~) All timber, trees, brush, vegetation, and other rubbish shall. b~ re- moved, piled and burned, or otherwise dispos~d of to leave the prepared area~ with a finished appearance free from unsightly debris. (c) Any soft, swampy or otherwise unsuitable areas, shall be corrected by drainage or removal of compressible material, or both, to th~ depths in- dicated on the plans or as directed by the soil engineer. (d) The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at least six inches (6") or deeper as specified by the soil engineer, and until the surface is free from ruts, hummocks, or other unev~n fea- tures which would tend to prevent uniform compaction by the equipment to be used. (e) No fill shall be pl~ced until the prepared native ground ~as been approved by the soil engineer. (f) Where fills are made on hillsides with slopes greater than 5 (hori- zontal) to 1 (vertical), horizontal benches shall be cut into firm un- disturbed natural ground to provide lateral and vertical stability. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake. The soil engineer shall determine the width and frequency of all suc- ceeding benches which will vary with the soil conditions and ths steep- ness of slope. (g) After the natural ground has been prepared, it shall be brought to the proper moisture content and compacted to not less than'90% of max- imum density, A.S.T.M. D1557-64T. -1- •• (h) Expansive soils may require special compaction specifications as directed in the preliminary soil investigation by the soil engineer. (i) The cut portions of building pads in which rock-like material exists may require excavation and recompaction for density compatibility with the fill as directed by the soil engineer. MATERIALS: The fill soils shall consist of select materials graded so that at least 40 percent of the material passes the No. 4 sieve. The material may be obtained from the excavation, a borrow pit, or by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other deleterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with unacceptable physical characteristics are encountered, these materials shall be disposed of in waste areas designated on the 'plans or as directed by the soil engineer. If soils are encountered during the grading operation which were not reported in the preliminary soil invest- i gat ion, fur the I' t est i n g wi 11 bel' e qui I' edt 0 as c e I' t a i nth e ire n gin e-e r i n g properties. Any special treatment recommended in the preliminary or sub- sequent soil reports not covered herein shall become an addendum to these specifications. No material of a perishable, spongy, or otherwise unstable nature shall be used in the fills. PLACING, SPREADING AND COMPACTING FILL MATERIAL: (a) The selected fill material shall be placed in layers which shall not exceed six inches (6") when compacted. Each layer shall be spread evenly and shall be thoroughly blade-mixed during, the spreading to insure uniformity of material and moisture in each lay~r. (b) fied tent ough When the moisture content of the fill material is below that speci- by the soil engineer, water shall be added until the moisture con- is near optimum as determined by the soil engineer to assure thor- bonding during the compacting process. (c) When the moisture content of the fill material is above that speci- fied by the soil engineer, the fill material shall be aerated by blading and scarifying, or other satisfactory methods until the moisture content is near optimum as determined by the soils engineer. (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than the specified maximum density in accordance with A.S.T.M. D1557-64T. Compaction shall be by means of tamping or sheepsfoot rollers, multiple-wheel pneumatic-tirBd rollers, or other types of rollers. Rollers shall be of such design that they will be able.to compact the fill to the specified density. Rolling'of each layer shall be continuous over its entire area and the roller shall make sufficient passes to obtain the desired density. The entire area to be filled shall be compacted to the specified density. SOIL AND MATERIAL TESTING LABORATORY OF' NORTH COUNTY, INC. -2- • (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by back rolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. (f) Field density tests shall be made by the soil engineer for approx- imately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apart. Tests shall be taken on corner and terrace lots for each two feet in elevation gain. The soil engineer may take additional tests as considered necessary to check on the uniform- ity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has beeh obtained. (g) The fill operation shall be continued in six inch (6") compacted layers, as specified above, until the fill has been brought to the fin- ished slopes and grades as shown on the accepted plans. SUPERVISION: Supervision by the soil engineer shall be made during the filling and compacting operations so that he can certify that the fill was made in accordance with accepted specifications. The specifications and soil testing of subgrade, subbase, and base materials for roads, or other public property shall be done in accordance with specifications of the governing agency.· SEASONAL LIMITS: No fill material shall be placed, spread, or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, grading shall not be resumed until field tests by the soil engineer indicate that the moisture content and density of the fill are as previously specified. In tHe event that, in the opinion of the engineer, soils unsatisfactory as foundation material are enco~ntered, they shall not be incorporated in the grading and disposition will be made at the engineer's discretion. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC. -3- • . . U. I ED SOl L C LAS S I F I CAT ION eA RT IDENTIFYING CRITERIA I. COARSE GRAINED (more than 50% #200 sieve) GRAVELS (more than 50% #4 sieve but smaller than 3 inches) Non Plastic SANDS (more than 50% smaller than #4 sieve) Non Plastic II. FINE GRAINED (more than 50% smaller than #200 sieve) Liquid Limit less than 50 Li.quid Limi t greater than 50 GROUP SymBOL Gill GP Gm GC Sill SP sm SC mL CL OL mH CH OH SOIL DESCRIPTION GRAVEL, well graded gravel- sand mixture, little or no fines. GRAVEL, poorly graded gravel- sand mixture, little or no fines, GRAVEL, SILTY, poorly graded gravel-sand-silt mixtures o GRAVEL, CLAYEY, pOQrly graded gravel-sand-clay mixture. SAND, well graded, gravelly sands, little or no fines. SAND, poorly graded, gravelly sands, little or no fines. SAND, SILTY, poorly graded sand-silt mixtures, SAND, CLAYEY, poorly graded sand-clay mixtures. SILT, INORGANIC, silt and fine sand, sandy silt or clayey- silt-sand mixtures with slight plastici t y. CLAY, INORGANIC, clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays • SILT, ORGANIC, silts and or- g,anic silt-clays of low plasticity. SILT, INORGANIC, silts micaceous or dictomaceous fine sandy or silty soils, elastic silts~ CLAY, INORGANIC, clays of med- ium to high plasticity, fat clays. CLAY, ORGANIC, clays of medium to high plasticity. III. HIGHLY ORGANIC SOILS PT PEAT, other highly organic swamp soils. SOIL AND MATERIAL TESTING LABORATORY OF" NORTH COUNTY, INC.