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Home My WebLink AboutCT 83-21; TAMARACK AVENUE IMPROVEMENTS; PAVEMENT SECTION RECOMMENDATIONS; 1986-04-22" CT83,21 U., ;-ls 1-'1' SOUTHERN CALIF'ORNIA SOIL ANO TESTING, INC. 6280 RIVERDAL.E ST. SAN DIEGO. CALlr. 92120 • TELE 280-4321 • P.O. B9X 20627 SAN DIEGO, CALIF. 92120 679 ENTERPRISE ST. ESCONDIDO, CAL.IF". 92025' TEL.E 746-4544 April 22, 1986 Pacific Scene, Inc. 3900 Harney Street San Diego, California 92110 SCS&T 8621035 Report No. 2 SUBJECT: Pavement Section Reconmendations, Tamarack Avenue Improvements, Tamarack Avenue, Carlsbad, California. Gentlemen: In accordance with your request, thi s report has bee'n prepared to present the pavement section recommendations for Glasgow DriVe, Harwich Drive, Elm Avenue, and the east 1 ane of Tamarack Avenue. These re90rilTlendati ons are based on the results of Resistance Value (R-Value) Tests performed on four representative samples of the subgrade soils ~nd the Traffic Index (TI's) assigned by the City of Carlsbad. Based on the traffic indexes and the R-Value results, the pavement recol11llendations for the subject development are as follows: -S~v GrV~ ~~ tN'S APp,aQve;;D WI rH OfIt:WGtSS 7-B-S~ ~-9iP SOU THE R N CAL I F' 0 R N I A 5 0 I LAN·O T EST I N G, INC. SCS&T 8621035 April 22, 1986 GLASGOW DRIVE Station 40+25 to 43+25 Traffic Index = 6 R-Va1ue Native Soil = 24 Page 2 R-Va1ue Class III Aggregate Base = 73 ·,1 3 I"eRes ASl"haltie CeRel"e:t-e-Pi\lililent _4 . A<!.. on 16 til Iilches elass III A~gregate:Base ~" c..~S$S.JI on 6 Inches Compacted Subgrade GLASGOW DRIVE Station 43+25 to Harwich Drive- Traffic Index = 6 R-Va1ue Native Soil = 21 R-Va1ue Class III Aggregate Base = 73 a Inches .Oji~tuli~e SeR6pete Ps'tement QR 11 ill Inches Cl ass HI AMregaii _B~e on 6 Inches Compacted Subgrade HARWICH DRIVE Station 25+40 to Glasgow Drive Traffic Index = 6 R-Va1ue Native Soil = 21 " 4 A·e, R-Value Class III Aggregate Base = 73 II 3 IRwRii ~i~lultiQ CORcrete Pavement --4 /J.e. &A 111/2 filches Class III Aggregate BiSe. IO·C'-AS>IC 6 Inches Compacted Subgrade ELM AVENUE Between Tamarack Avenue and Glasgow Dr.;ve Traffic Index ~ 8;0 R-Va1ue Native Soil = 5 R-Value Class III Aggregate Base = 73 I \~ SCS&T 8621035 Alternative 1· Alternative II Alternative I Al ternative II on 21 on April 22, 1986. oncrete Pavement I II Aggrega teBa se Page 3 or 4 fA.c'. 4 Inches Asphaltic Co . Pavement on 8 Inches Class Aggregate Base on 13 Inch ubbase nches Compacted Subgrade TAMARACK AVENUE Station 56+00 to 68+00 Traffic Index = 8.0 R-Value Native Soil = 32 R-Value Class III Aggregate Base = 73 4 Inches Asphaltic Cone on 13 Inches Class ggregate Base on 6 Inch ompacted$ubgrade or 4 Inches Asphal tic Concrete. avement on 8 Inches Class III gate Base on 5 1/2 Inches on ches Compacted Subgrade /fl( -, A. c.. - SCS&T 8621035 April 22, 1986 ,Page 4 The subbase material should consist of a nondetrimentany expansive, sand with a minimum R-Value of 50. The upper six inches of the subgrade should be scarified, moisture conditioned to above optimum moisture requirements, and compacted .to at 1 east 90% of the maximum dry densi ty. All 'soft or spongy areas shoul d be removed and be repl aced with compacted fill. The base and subbase material should be compacted to at lea'st 95% of their maximum dry densi ty. All material s and methods of construction shoul d conform with good engineering practices and the minimum standards se't forth by the City of Carlsbad. It is our understanding that the City of Carlsbad ha·srequested th~ use of base material beneath all sidewalks, curbs, and gutters. B'ased on field observations and the results of tests performed on representative samples of the soils encountered in the areas during grading, it is our opinion that the soils beneath the proposed sidewalks, curbs and gutters' located in Vill age 0, P-l, L-l and along Tamarack Avenue from s:tat;'on56+00, to stati on 68+00; Glasgow Drive from Station 40+25 to Harwich from Village L ... l to Glasgow Drive are non-expansive. However, the, exposed soil s along Elm Drive from Tamarack Avenue to Glasgow Drive are classified as expansive. Based on these findings it is the opinion of Southern Californ;'a Soil & Testing, Inc. that base material beneath the proposed sidewalks; curbs and gutters should only be required along the Elm Avenue improvements addressed above. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be, of professi'onal service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA'SOIL & TESTING, INC. Ronald S. Halbert, Project Engineer CHC:RSH:nr cc: (4) Submi tted (1) City of Carlsbad (1) SCS&T, Escondido Revi ewed by:. Ch'arl es H. Chri stian, RCE 22330 SAMPLE: 1 Elm Avenue Between Tamarack Avenue and Glasgow Drive --. TEST SPECIMAN A B c: D E - DATE TESTED 4-2-86 4-2-86 4-2-86'-. z: Compactor Air Pressure psi 120 130 100 zo Initial Moisture % 7.2 7 2 7 2 w-:::E ~, M()isture at Compaction % 16 1 14,8 11.5 -u u_ wa: Briquette Height in. 2.482 2.522 2.389 "-aJ .-en Lf: Density pet 111.8 113.9 109.0 EXUDATION PRESSURE psi 302 520 207 . I EXPANSION PRESSURE DIAL +.0004 +.0009 +.0001 Ph at 1000 pounds psi 64 60 ,70 .. I a: =~ Ph at 2CXXl pounds psi 154 150 158, aJ w ' Displacement turns 4 .• 07 3 ,70 4.26 ~:::E Wo "A" Value 2 4 ' 1 CORAECTED "A" VALUE .. "ROO VALUE AT 300 PSI EXUDATION PRESSURE = Jess than 5 GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 ~I 2 I 1~ I 1 3t4 12 J, '8 :::4 #8 #16 :::30 #50 #100 #200 .05mm .cQ5mm ;(Xl1mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX , SAND EQUIVALENT 100 90 80 70 60 w 3 ~50 ~ 40 30 20 , --' r·-~·· ... ~ _ .. , ~_ ' .... _ -.. e~~ .. ~_ ."".* ...... ,..,-,-------. --r-.,-'-•••• f-•. -~p-".·---t::::=r.:::E ~ :.' ~~¥ :E~:' :' ::':. ' --.....--, . , ';:''-:f-:-' -:-~ -f-;.:;:= -,~:--':' .---'-,' -~-'----- -::-::=--~ --1---' --. _.-, -, ~~I--= -f== ' '.1':.:.:=' ,_ -.. _--~ l=- -f-=:::~r' ,~~-:-:'.., :".3::"'=-;~~::J~ :=:::::.. ' C:,-'-._' -f-".,--' ~--. .. :: r.!:::t -• -:-:..:.: ;::;::i.~ ......... -' "" --.-: '::-f-+---~ ,~:: E .~ -, t---=:-: .. :-.. --, .'., .-t--- -f- -~ --~ .::-',-_.: f== - ----.,. _. --'''- c.:..,-;--+--:-~ .--,1--- -:-::-0--' ~C-' ~- -1-----_ .. - _. ---t----::t== . -f---'-f-<:~ ... --r:r.:t' -~.~ , . -=-., '-I--r-- ,~t-----:=:::: -c-' _:...:: ";;:' .--' ,--,--h---r.-- --t---+---'r-- .t--;::::.~,' f-" ~l:':" ., --'---=-,~ -.-:=:: .;--... --~~ o -+---:-!-<:-~ --'---~ -"',.'+T-++ '.t;:1:f-""",,:,,-, -. ,-"-'-= ~~-= - 800 700 6(X) 500 400300 -200100 0 SOUTHERN CALIFORNIA SOIL & TESTING. INC. .a.c AIV.RCAl.e .TAI!.T .AN cl.ac. CAI.IFCRNIA •• 1ac EXUDATION PRESSURE psi Tamarac'\< Aven.ue 1m rovements BY DATE Ll-18-86 JOB NO. 8621035, Pl ate No.1, -, J. SAMPLE: 2 Glasgow Drive Station 40+50 to 43+25 TEST SPECIMAN A B C .0 E " DATE TESTED 4-4-86 4-4-86 4-4-86 ' . Z Compactor Air Pressure psi 250 110 120 .. ·z 0 Initial Moisture % 6 2 6 2 6.2' w- ::E< Moisture at Compaction % 11 5 132 12 .3 5Q "wa: Briquette Height in. 2.481 2 58 2.50 Q..cc Cl)Lt Density pef 122.8 117.9 121.1 -. EXUDATION PRESSURE psi 378 221 283 EXPANSION PRESSURE DIAL +.0012 + 0006 +.00'08 I a: Ph at 1000 pounds psi 33 56 44 ..Jw Ph at 2000 pounds psi 77 128 106 -~ aJ w' turns 3,A8 4.17 3.55 ~::E Displacement Cl)O "R" Value 41 13 26 CORRECTED "R" VALUE 43 13' 26 - lOR" VALUE AT 300 PSI EXUDATION PRESSURE = _ .... 2""'4'--______ _ GRAIN SIZE DISTRIBUTION SIEVE! AS RECEIVED AS TESTED .3 I 2v-I ~ 2 i 11'2 ! 1 : ~ I ~ I 3/8 I =4 1 I #8 I #16 I =30 ~ #50 I #100 I ,#200 I .05mml .005,.,ml .001mml LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 100 90 80 70 60 w :3 ~50 J1: 40 30 20 ' . . ....:. -.-:.. -.--, _. ~r'- .. --.. -r--,- , ~-:~ -t---"'": ~ f---- ._.,,- ~~,..----."-.-::-~. "--r--- t:++~! , • < ~ • ," . . -!E -+j-----r-' --,-.. : -'. ::-.=I--r-+--. ..;.-::;~7h:~i-'-'-.->4--.:·,· . .....:.·-H---h- ; :!'::-:' --t;2t-::. --,-, .~ -:--£::-", .~ ;:-.:~ :. .... ' .': --'. '--~- -:-:.:;: ..... rr:-. ~f:::'.~_:::i. o~ . ---~ ~c-tf-+: '.~:r:1: -~rri:~,-_+-,... -.~~~~:==.:f=~' 800 7006 XJ 500 400 ,300 200· 1000 SOUTHERN CALIFORNIA SOIL & TESTING. INC. .a.a RIVIERaAL.IE BTR.IET BAN CIIEQC, CAL.IFCRNIA 811111C EXUDATION PRES$UREpsi Tamarack Avenue Im ro.yement.s BY RSH DATE 4-18 .. 86 JOB NO. 8621035 Plate No. 2 Glasgow Drive Sta~ion 43+25 to Harwich Drive SAMPLE: 3 Harwich Drive Station 25+40 to Glasgow Drive TEST SPECIMAN A B DATE TESTED 4-10-86 4-10-86 zl Compactor Air Pressure psi 220 140 z 0' w-Initial Moisture % 9.1 9.1 :::E~ -u MOisture at Compaction % 12.7 13.7 u_ wer Briquette Height in. 2.478 2.47 Q.co C/)Lt DenSity pet 117.6 114.5 EXUDATION PRESSURE psi 498 311 EXPANSION PRESSURE DIAL +.0015 +.0009 I er Ph at 10c0 pounds psi 30 47 _t w Ph at 2CXXl pounds psi 69 107 Ci5~ <'w Displacement turns 3.97 4.03 t-':::E C/)o "R" Value 45 23 CORRECTED "R" VALUE ;f C 0 4-10-86 40 9.1- 14.6 2.45.' 113.0 211 +.0009 62 138 4.69 8 "R" VALUE AT 300 PSI EXUDATION PRESSURE = _..=.2=-1--;,-~ __ ,...... 100 . i-'--f.:--"- GRAIN SIZE DISTRIBUTION SIEVE: AS RECEIVED AS TESTED 3 I ~.I r 2 , I ... 1~ ! 1 , 3, I '4 1 ,. '2 I .), I '8 I ::4 1 -I :8 ! I ::16 1 ::30 : . ::50 i :::100 i ::200 I .05",,,,1 ,005..,,,,: .001"''''1 LIQUID LIMIT I PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 90 . 80 70 60 w :3 ~50 p: 40 30 20 10~ • of---+. 800 SOUTHERN CALIFORNIA SOIL & TESTING. INC. BilBO RIVEROALe BTReeT .AN CI.ac, CAL.IFCRNIA •• 180 Tamarack Aven~e Improvements BY RSH DATE 4-18-86 JOB NO. 8621035 Plate No •. 3 E 1 . "- 1 I , -I I I i ! , : 1 East Lane SAMPLE: 4 Tamarack Avenue Station 56+00 to 68+00 TEST SPECIMAN A B C D E DATE TESTED 4-10-86 4-10-86 4-10-86_ z Compactor Air Pressure psi 60 140 -200 zo Initial Moisture % 3.1 31 3 1 w-:E~ Moisture at Compaction Cfo 12 6 117 10 .9 -u u_ wer I;!riquette Height in. 2.648 2.583 2.44 --c.co (/)~ Density pct 121.4 123.9 126 1 EXUDATION PRESSURE psi 239 . 330 721 EXPANSION PRESSURE DIAL +.0005 + 0008 + 0009 ,er ' Ph at 1<XX) pounds psi 46 36 21 ..JW Ph at 2<xx) pounds psi 112 93 -50 ' -iD ~' -~ ~ Displacement turns 3.74 3 50 3 ,22 (/)0 "R"Value 22 34 63 --CORRECTED "R" VALUE -24 35 61 "R" VALUE AT 300 PSI EXUDATION PRESSURE = -:.1.3:.1002 _____ _ GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 2V-~ 2 1Y:? 1 ~. ~ 3;8 #4 #8 #16 #30 #50 #100 #200 .05mm '.005mm .001mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX 100 90 80 70 60 I:=+-f+----= W ;:) ..J ~50 p: 40 30 '+totm -t:::r:-!-.f: f-:::i" :: ::+:-:~... " -I-~"'r-""'~r'r--."-'--. ~--:--. 1-'" --.. .• ::r.::r::.:: ~-::: :.~n;. ':: r: ~-. _~ . :. ~:::::: ~~~ h--r'-::," _~~~ , • ..,--.---'1---'-= -~--:-r"7=-__ --'-__ + __ , --:~----: ==E=t= • -o--~t .;,~ ,"-"==f-: ~ : .. ~ ~~:::~'~S~f--'-:- , ~:."' ... __ t--•• - -;-. ---r---'- . ';:~ ._.;.:..------"- --'- -1--'--~. -I--t---- , • ~ ~. ; f,----'- .. --:...r:::--.::::: ----, =~ ---:"--' ~ 1---. " .;; ----~ . --,.r-, "'-'1--_ ,-" . ~-r.-. ----,.-.-: -:..:..p.; ......... -' -- SAND EQUIVALENT 10 =--. __ -- -0 i---"---, f~~'-.. --,--: ... ::::::+~--:::::;~.-~~~ -r.t-'-t--~ -. " -_ ~ 800 700 6 )Q 500 400 300 200 100 0 SOUTHERN CALIFORNIA BOIL & TESTING I INC. .11.0 RIV.ROAI..~ .TR •• T .AN CI.QC, CAI..I~ORNIA •• 1110 EXUDATION PRESSURE psi Tamarack Avenue Imravements BY RSH DATE 4-18-.,.86 JOB NO. 8621035 Plate No.4 Cres-'ll uV\it. .}If SOUTHERN CALIF"ORNIA SOIL AND TESTING. INC. 6280 RIVERDALE ST. SAN DIEGO. CALIF. 92'20 • TELE 280"4:]21 • P.C. BOX 20627 SAN DIEGO, CALIF. 92120 678 ENTERPRISE ST. ESCCNOIOC. CALIF. 92025· TELE 746-4544 May 13, 1986 Pacific Scene, Inc. 3900 Harney Street San Diego, California 92110 SCs&r 8621035 .Report No. 3 SUBJECT:: Updated Pavement Section Reconmendations, Elm Avenue, Tamarack Avenue Improvements, Carlsbad, California. Gentlemen: In accordance wi th your request, thi s. report has been prep'ared to present the updated pavement section recommendations for Elm Avenue. On March 28, 1986, a sample of the subgrade soils was obtained and an Resistance Value (R-Value) test was perfonned. The results o.f this test were presented in a letter entitled "Pavement Section Recorrmendations" dated April 22, 1986. During the period since the sample was obtained, the utilities have been placed in the street and then regraded to subgrade elevations. Due to the backfill and regrading operations, it was requested that the subgrade soils be retested for updated pavement section recommendations. Based on the traffic index assigned by the City of Carlsb.ad and. the R-Value I I results, the updated pavement recommendations for Elm Avanue are as' follows: Fee. ~ S7iE!VC.7V~ ~77~ -~&fZ!f" ~ Z. SOUTHERN CALIF"ORNIA SOIL AND TESTING. I N C. . I SCS&i" 8621035 I May 13, 1986 Elm Avenue Tamarack Avenue to·Station 70+50 Traffic Index = 8.0 ( R-Value Native Soil = 14 R-Value Class III Aggregate Base = 73 ... 0.;....;.1 N..;..;:<J.IC:;:..;;;~;;;;->;.......;c._4i_~_:illSo....:-§:::::;=-4 Inc h es As pha 1 ti c Co nc rete P aveme n t on ~f. Ihal II 01 ass I II Agregate Base on 6 Inches Compacted Subg.rade Elm Avenue Station 70+50 to Glasgow Drive Traffic Index = 8.0 R-Value Native Soil = 12 R-Val.ue Class III Aggregate Base = 73 /8 ,NQ.je;S CLASS;JZ; ~ Inches Asph.1 tic Concrete P.·vement on _ lii.liI. ela, "p.Agregate Ba·se on 6 Inches Compacted Subgrade The upper six inches of the subgrade should be $carifi~d, moisture conditioned to above optimum moisture requirements, and comp~cted to at least 90% of the maximum dry density. All soft or sponw areas should be removed and be replaced with compacted fill. The base and subbase material should be compacted to at least 95% of their maximum dry density. All materials and methods of construction should conform with good engi-neering practices and the minimum standards set forth by the City of Carlsbad. If you should have any questions after reviewing this report, please do not hesitate to contact this office. " \/ ,~ ( SCS&T 8621035 May 13, 1986 Page 3 This oppo~tunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL!& TESTING, INC. Ronald S. Halbert, Project Engineer R~ Charles H. Christian, R.C.E. #22330 CHC:RSH:mw cc: (4) Submitted (1) City of Carlsbad (1) SCS&T, Escondido SAMPLE: 1 Elm Avenue from Tamarack Avenueto.-Station 70+50 TEST SPECIMAN A B C D E DATE TESTED 5:-10-86 5-10-Rn "-10-86 z Compactor Air Pressure psi 180 240 140 zo Initial Moisture % 4.7 4.7 4.7 w-~~ Moisture at Compaction % 13.4 12.6 14 i . U £:2 wo: Briquette Height in. 2.479 2 441 2.40' Il.CIl CIlLl; Density . pet 119.1 119 5 117,9 i EXUDATION PRESSURE psi 303 406 171 EXPANSION PRESSURE DIAL +.0004' + 0010 +.0003 . I .0: Ph at 1000 pounds psi 56 -4i nO -JW Ph at 2000 pounds psi 130 113 136 -I-CIl W turns 3.48 370 1.nR ~~ Displacement CIl0 "R"Value 14 22 11 CORRECTED "R" VALUE 14 ?1 1A "ROO VALUE AT 300 PSI EXUDATION PRESSURE = _1_4 _____ _ GRAIN SIZE DISTRIBUTION SIEVE' AS RECEIVED AS TESTED 3 I i 2'~ I I 2 ! 1~ 1 I 1 I 34 I '7 I I J; I '8 =4 I I ::8 , =16 I =·30 i - =soT ::100 I =200 I .05mmf .00Smml .001mml LIQUID LIMIT I PLASTIC LIMIT I i PLASTICITY INDEX i SAND EQUIVALENT I W 100 90 80 ~- 70 3 ~50 40 30 20 -+.:.--~. , ' , . ....:.. --- ,._-+-----.--,-..... ----4 -',;' -. ." J ----=+ ., . ~ . +'-"- : ~, :::t:::= o~-- 800 700 ICC C ~r: : I: ::r.:::-----.:,.:= !. --I-::~~::;::-' ~-,-4-H--r+' .. ~~ ---f-' --~ ----+:.::::::;:: . ,'-- 6::0 500 400 300 200" 100 0 SOUTHERN CAL.IFORNIA SOIL. & TESTING J INC. ••• 0 RIV.ROALI! 8TR •• T .AN Ol.ao, CALIFCRNIA •• '.0 EXUDATION PRESSURE psi Tamarack Avenue Im rovements BY RSH DATE 5-12-86 JOB NO. 8621035 Pl ate No. 1 I I I I J. SAMPLE: 2 Elm Avenue from Station 70+50 to Glasgow Drive TEST SPECIMAN A 8 C b E DATE TESTED 5-10-86 5-10-86 5-10-86 z Compactor Air Pressure psi 300 180 120 ., zo w-Initial Moisture % 3.8 3.8 3.8 ::E~ Moisture at Compaction ,"0 12.5 13.4 14.2 u~ .. wa: Briquette Height in. 2.411 2.465 2.331 ~co cn~ Density pet 119.5 117.4 115.4 i EXUDATION PRESSURE psi 390 299 191 EXPANSION PRESSURE DIAL +.0012 +.0009 +.0007 ,a: Ph at 1CXXl pounds psi 52 58 61 ~ -lW Ph at 2CXXl pounds 132 ,140 1 psi 118 -~ , . COw ~::E Displacement turns 3.60 4.02 4.05 cno "RU V~lue 20 12 8 CORRECTED "R" VALUE 19 12 7 "RU VALUE AT 300 PSI EXUDATION PRESSURE = _1:.:2=--_--~- GRAIN SIZE DISTRIBUTION SIEVE: AS RECEIVED AS TESTED 3 L ~I 2 I 1~ 1 1 i I 3/4 I ';2 I J, I '8 ::4 i #8 I :16 I '::30 I ::50 I ::100 -' #200./ .05mml .005mmi .001mml LIQUID LIMIT PLASTIC LIMIT " PLASTICITY INDEX SAND EQUIVALENT 100 90 80 70 60 w :3 ~50 F 40 30 20 • 1-:--"';;'" ' --f-• ._--.:=i==: -, -" .:..,... -- -7.~: t~--f-' ___ ..: '7,;: "-=-±:::: __ ' ....:!:: ~'--~ ::.::: =:: ---~ r....:!i:-·~~ . =.:==~~--' ~;..... j. ~.---- " ,.,....-.---:~:::::r= + ~~-'-- ·-·~~·~~_E';~ , _ ,:::::.::=t= " --' "..:,=....,..--+-- f- . " .~- " .-.. " '---'- -b f-. lS~=~.:::t::..::: ~:-r:-=t==~:':i::: ~~ 1 i I or----" .- 800 700 6 Xl 500 400 300 200 100 0 SOUTHERN CAL.IFORNIA SOIL. & TESTING I INC. 81180 RIV.ROAL.. STR •• T .AN ol.ao. CAL.IFORNIA .111110 EXUDATION PRESSURE psi Tamarack Avenue Improvements BY DATE 5-12-8(5 JOB NO. 8621035 Plate No. 2 CT83,7,I Utt:-Ls J:. 'f- SOUTHERN CALIFORNIA SOIL AND TESTI~NG. INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN OtEGO, CALIF". 92120 . G 7 BEN T E R P R I 5 EST. ESC 0 N 0 I DO. CAL I F. 9 2 0,2 S • TEL E 74 G -4 S 4 4 May 31, 1985 Pacific Scene, Inc. 3900 Harney Street San Diego, California 92110 SCS&T 8421000 Report No.8 SUBJECT: Laboratory Test Results, Interior Streets, Calavara Hills, Units o and P-1, Carlsbad, California. Gentlemen: In accordance with your request, we have sampled and tested specimens of the subgrade soil obtained from the interior streets at the subject site. The resistance value (R-Value) of these samples was determined in accordance with California Test Method 301. The results of these tests are presented on Plate Nos. 1 through 4. Should you have any questions after reviewing this report, please feel free to contact the undersigned at your convenience. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. SOUTHERN CALIFORNIA SOIL AND TESTING. INC. .~--.. : I { f l, SAMPLE: . Tamarak Ave., Station 80 + 50 -86 + 50 TEST SPECIMAN A B C D E DATE TESTED 5-16-85 5-16-85 5-16':'85 z~ Compactor Air Pressure pai 350 220 350 Initial Moisture " 6.7 6.7 6.7 .. ~tc -Q Moisture at Compaction " 14.7 15.6 13~8 ~I Briquette Height in. 2.387 2.5.52 2.361 II; Density pet 115.5 113.2 117.5 EXUDATION PRESSURE psi 303 215 454 EXPANSION PRESSURE DIAL +.0006 +.0006 +:0018 ,a: '1l at 1000 pounds psi 31 44 22 ~~ Ph at 2(xx) pounds pal 66 98 44 ~~ Displacement turns 4.56 4.67 4.07 "R"Value 43 25 61 CORRECTED "Roo VALUE 40 26 57 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 40 100 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 3 80 2~ " 2 1~ 70 " ' . 1 .. \ ~ 60 " ~ _ J .< #4 W #8 :::I ..J #16 ~50 #30 F #50 40 #100 #200 .05mm 30 .OO5mm .001mm LIQUID LIMIT 20 '. , PLASTIC LIMIT " PLASTICITY INDEX SAND EQUIVALENT 10 -.. 0 800 700 6 500 400 ~:uJ 100 0 EXUDATION PRESSURE psi ~ " SOUTHERN CALIFORNIA . SOIL Ie TESTING. INC. BY SMS DATE 5-30-85 ••• D IIIIV.ADAL •• TIII •• T .AN 01.110. CALI~DANIA •• 1.0 JOB NO. Plate No. 1 8421000 . / ,. , " .' SAMPLE: Tamarak Ave., Station 86 + 50 -93 + 00 TEST SPECIMAN A B C D E DATE TESTED 5-16-Rfi fi-ln-Rfi fi-1n-Rfi ~~ Compactor Air Pressure pai ~Oo 350 260 Initial Moisture " n 3 6 3 6.3 o!'.i! Moisture at Compaction " 14 ,':I 13.4 15.2 ~~ Briquette Height in. 2 453 2.431 2.476 ~ Density pct J 17 4 117.7 115.3 EXUDATION PRESSURE psi 271 537 155 .. EXPANSION PRESSURE DIAL -oom +.0040 -.0002 ,a: '1l at 1000 pounds psi 4fl 23 49 i~ Ph at 2000 pounds psi 101 46 liD ~~ Displacement turns 4 OR 4.42 4.25 "ROO Value 26 58 21 CORRECTED "ROO VALUE 56 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 28 100 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 3 80 " 2'.f ,- 2 . - 1~ 70 1 ' ' \ 12 . % 60 . -.. #4 w #8 :::> ...J -#16 ~50 '-.' #30 p: #50 40 #100 #200 -- .05mm 30 -, .005mm .001mm : LIQUID LIMIT 20 PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT ., 10 , , . 0 800 700 6 500 400 ;:'u .. 00 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL • TESTING. INC. . BY SMS DATE 5-30-.85 ••• 0 IIUV."OAL. .T" •• T .AN OI.caO, CALI"OANIA •• 1.0 JOB NO. Plate No. 2 8421000 . --,.. . ~ Wilshire Ave., Stat; on 10 + 00 -13 + 50 ~ Station 6 + 50 -10 + 25 SAMPLE: Greenwich Street, TEST SPECIMAN A B C '0 E DATE TESTED 5-16-85 5-16-85 5-16-85 z~ Compactor Air Pressure psi 350 350 350 ~~ Initial Moisture % 8.5 8.5 8~5 oQ Moisture at Compaction % 13.0 13.9 13.5 ~'f5 Briquette Height in. 2.432 2.503 2.412 ~ Density pet 118.9 116.3 119.1 "EXUDATION PRESSURE psi 326 139 223 EXPANSION PRESSURE DIAL +.0001 -.0001 +.0002' ,et: Ph at 1000 pounds psi 15 22 18 ::!~ Ph at 2000 pounds psi 27 37 30 al w turns 4.16 4 •. 58 4.24 .~~ Displacement "R"Value 75 64 72 CORRECTED "R" VALUE 74 71 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 74 100 .. 90 .. GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED .. 3 80 2~ 2 1~ 70 .. 1 .. .. \ >- 12 .. 7'8 60 .. #4 w #8 3 .. #16 ~50 #30 F #50 40 #100 #200 .05mm .005mm 30 .OOlmm .. L1aUID LIMIT 20 PLASTIC LIMIT ... .. PLASTICITY INDEX SAND EaUIVALENT 10 0 800 700 6 500 400 III 100 0 EXUDATION PRESSURE psi , " ~ I SOUTHERN CALIFORNIA SOIL & TESTING. INC. BY SMS DATE 5-30-85 ••• 0 IItlv.lltaAL •• TIIt •• T .AN al.raa, CALI .. OIltNIA •• 1.0 JOB NO. Plate No. 3 8421000 • -, . , . . . , SAMPLE: Greenwich Street, Station 10 + 25 -15 + 00 TEST SPECIMAN A B C D E DATE TESTED 5-16-85 5-16-85 5-16-85 z~ Compactor Air Pressure psi 300 350 350 ~~ Initial Moisture %. 8, 3 8 ~ 8 ~' -!,2 Moisture at Compaction % 16 4 1!) !) 14 6 ~i Briquette Height In. 2 539 2.442 2 50 ~ Density pet 1122 113 7 113 6 EXUDATION PRESSURE psi 195 259 498 EXPANSION PRESSURE DIAL -0002 -,0001 + 0003 .0:: Ph at 1000 pounds psi ::n 23 17 iiH~ Ph at 2000 pounds psi 65 43 31 ~~ Displacement turns 4 86 474 4,42 .. "R" Value 43 !iq 70 CORRECTED "R" VALUE !)8 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 62 100 90 GRAIN SIZE DISTRIBUTION .. , , SIEVE AS RECEIVED AS TESTED 3 " . ' 2tf 80 2 .. .' 1~ " " 70 1 .. \ 12 ' . \ 60 #4 w :3 . , #8 .. #16 ~50 #30 p: " #50 40 #100 " #200 . 05mm .. .OO5mm 30 .OO1mm LIQUID LIMIT 20 PLASTIC LIMIT .. PLASTICITY INDEX .' .. SAND EQUIVALENT ,. , , 10 0 800 700 PU 500 400 D 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL " TESTING. INC. BY SMS PAtE 5-30-85 ••• 0 ... IV .... OAL. .TIII •• T .AN OI.ClO. CALI~OIllNJA •• 1.0 JOB NO. P'ate No. 8421000 4 crB3,21 u" :is J,. If r SOUTHERN CALIFORNIA SOIL AND TE:STING, INC. 6280 RIVERDAL.E ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 675 ENTERPRISE ST. ESCONDIDO, CALIF. 920'25' TELE 7,46-4544 June 10, 1985 Pacific Scene, Inc. 3900 Harney Street San Diego, Calfiornia 92110 SCS~T 8421000 Report No. 9 SUBJECT: Laboratory Test Results, Calavera Hills, Villages 0 and P~l, Carlsbad, California. Gentlemen: As requested, we have obtained for additional samples of the subgrade soil from the interior streets at the subject site. The resistance (R-Value) of these samples was determined in accordance with California Test Method 301. The results of these tests are presented on the attacthed Plate Nos. 1 through 4. If you should have any questions after reviewing this report, please contact the undersigned at your convenience. Repsectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, IN.C Robert R. Russell, R. C. E. #32142 RRR:de cc: (4) Pacific Scenes, Inc. (2) HCH Consultants (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL AND TESTING, INC. " . i., (Unit ,2) SAMPLE: Simsbury Court Station 10' + DO' to 15 + DO' Hamden Way Station 10'+0'0' to 13+0'0' TEST SPECIMAN A B C 0 E DATE TESTED 6-03-85 6-03-85 6-0'3-85 z~ Compactor Air Pressure psi 30'0' 140' 20'0 ' ~!< Initial Moisture ~ 5.2 5.2 5.2 -So,;! Moisture at Compaction % 14.0' 15.7 14.8 ~i Briquette Height In, 2.50'7 2.477' 2.571 ~ Density pef 115.7 112.2 115.3 EXUDATION PRESSURE .psl _494 191 378 EXPANSION PRESSURE DIAL +.0'0'14 +.0'0'12 +.0'0'1.5 .cc Ph at 1000 pounds psi 32 56 ,46 ...IW Ph at 2cxx) pounds psi 74 124 10'4 -to-CD w , 4.12 4.30' 4.29, ~~ Displacement turns UR"Value 41 14 24 CORRECTED uR" VALUE 25 . ' "R" VALUE AT 300 PSI EXUDATION PRESSURE = 19 , . 100 " GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 3 80 2~ < " 2 11!! < <, 70 < ' 1 ' , \ , . .. ~ 60 % ' ' " -#4 w #8 :3 #16 ~50 , , #30 p: #50 40 #100 #200 ' < , , .OSmm 30 , .005mm .001mm LIQUID LIMIT 20 PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 10 .. , , 0 800 700 < 6 500 400 ~V' 00 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA < • SOIL & TESTING. INC. BY SMS ' DATE 6-0'6.0:85 ••• 0 RIV.ROAL •• TR •• T .AN OI.ClO, CALIFORNIA •• 1.0 JOB NO. 84210'0'0 Plqte No, 1 " . , SAMPLE: Simsbury Court Station 15 + 00 to 20 + 75 (Unit 2) TEST SPECIMAN A B C b E DATE TESTED 6-04-85 6-04-85 6-04-85 z~ Compactor Air Pressure psi 140 190 110 ~!;( Initial Moisture ~ 6.8 6.8 6.8 oQ Moisture at Compaction ~ 17.5 16.6 18.4 ~I Briquette Height in. 2 .. 565 2.43 2.55 Density pcf 107.8 108.8 1O~.9 EXUDATION PRESSURE psi 't./I:J 446 179 -- EXPANSION PRESSURE DIAL +.0015 +.0021 +.00.24 .0: '1l at 1CXXl pounds psi 54 46 57 ..JW Ph at 2CXXl pounds psi 122 105 129 -I-al w 4.16 3.29 4.25 ~~ Displacement turns "R"Value 16 25 12 CORRECTED "R" VALUE 24 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 17 100 ,- GRAIN SIZE DISTRIBUTION 90 ---. SIEVE AS RECEIVED AS TESTED 3 80 -, 2V:: 2 1~ 70 1 - ~ ~ 60 ~ #4 w #8 :::J ..J #16 ~50 #30 :0: --, #50 40 #100 #200 .05mm 30 .00Smm .001mm LIQUID LIMIT 20 PLASTIC LIMIT ' - PLASTICITY INDEX SAND EQUIVALENT 10 0 800 700 600 500 400 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL " TESTING. INC. BY SMS DATE 5--06-85 ••• a ~lv.~aAL •• T~ •• T -. • AN al.OO, CALI .. ORNIA •• 1.a JOB NO. 8421000 Plqte No, 2 - , ' 0 '. ~ . Simsbury Court Station 20 + 75 to 27 + 75 (Unit 2) SAMPLE: TEST SPECIMAN A B C D E DATE TESTED 6 .. 04-85 6-04-85 6-04-85 z~ . Compactor Air Pressure psi 350 350 350 w~. Initial Moisture % 7.4 7.4 7.4 '0 ::E< Moisture at Compaction % 15.9 16.4 15.5 Q.Q ~I Briquette Height in. 2.43 2.452 2.361 DenSity pet 106.9 106.5 108.1 EXUDATION PRESSURE psi 390 223 430 EXPANSION PRESSURE DIAL +.0020 +.0014 +.0023 .' .a: Pt, at 1000 pounds psi 20 24 18 ..Jw Ph at 2000 pounds psi 38 44 34 -I-IXIw 4.86 5.03 . 4 .• 77 ~~ Displacement turns "R"Value 62 57 66 CORRECTED "R" VALUE 61 63 ItR" VALUE AT 300 PSI EXUDATION PRESSURE = 58 100 .. 0 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED ,. . . 3 80 2~ .. . . , -, 2 - 1~ 70 . , , ' . ' 1 " ' . , , t ~ 60 -- ~ , , ' ". #4 w .. #8 :J ..J " #16 ~50 " r #30 p: #50 40 .. #100 #200 .05mm 30 .005mm .001mm LIQUID LIMIT 20 ., PLASTIC LIMIT ' .. PLASTICITY INDEX - SAND EQUIVALENT ' ' 10 0 800 700 6 500 400 ~iU 2 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA . " SOIL " TESTING. INC. BY SMS DATE 6-06-85 ••• D "IV."CAL •• TIIt •• T .AN DI.ClD, CALI~DRNIA •• 1.D JOB NO. 8421000 P-late No. 3', ... ' - 'C-) .' . SAMPLE: Tamarack Avenue Station 86 + 50 to 105 + 50 TEST SPECIMAN A B C P E: DATE TESTED 6-04-85 6-04-85 6-04-8'5 z~ Compactor Air Pressure psi 110 120 200 ~t( Initial Moisture % 7.4 7.4 7.4 oQ Moisture at Compaction % 18.1 17.2 16.4 '~ f6 Briquette Height in. 2.44 2.565 2.46 ~ Density pet 106.5 108.s 110.2 EXUDATION PRESSURE psi 179 330 402 EXPANSION PRESSURE DIAL +.0003 +.0008 +.0014 .a: ~ at 1(XX) pounds pei 56 50 44 ==~ Ph at 2(xx) pounds psi 126 112 102 IXlw 4.46 4.12 .4.10 ~~ Displacement turns "R"Value 13 21 26 CORRECTED "R" VALUE 13 21 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 19 100 GRAIN SIZE DISTRIBUTION 90 SIeVE AS RECEIVED AS TESTED 3 . ' " 2~ 80 2 1~ , 0-70 : ' . . 1 \ " " , , 12 .. 60 . , \ ' , #4 w . , :::l '. #8 ..J ., , #16 ~50 #30 F " #50 40 ' , " . #100 #200 .05mm 30 .005mm , , .001mm LlaUID LIMIT 20 PLASTIC LIMIT . , PLASTICITY INDEX . SAND EaUIVALENT 10 " 0 800 700 6 500 400 ;:'U ClO . 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL & TESTING. INC. BY SMS DATE 6-06-85 ••• 0 .... v .... aAL •• T ..... T .AN a •• ao, CAL'P:ORN'A •• 1.0 JOB NO. 8421000 Pl ~teNo,. 4 l~ { CT03 .. 21 u,,;t.s i-If SOUTHERN CALIFORNIA SOIL AND TESTING,'INC. 6280 RIVERDAl.E ST. SAN DIEGO, CALIF. 9212D • T£LE 290-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 6 7 8 E N T E R P R I S EST. ESC 0 N 0 I 0 0, CAL. I F. 9 2 0 2 5 • TEL. E 7 4 ,; -4 5 4 4 June 13, 1985 Pacific Scene, Inc. SCS&T 8421000 3900 Harney Street Report No. 10 San Diego, California 92110 SUBJECT: Facial Buttress Recommendations, Cut Slope Behind Lot Nos. 200 -205, Unit III, Villages 0 & P-l, Calavera Hills, Carlsbad, California. Gentlemen: We have reviewed the cut slope behind Lot Nos. 200 -265 (±) on Unit III at the subject site. The purpose of this examination was to provide our opinion regarding the stability of this 2:1, 30 feet high slope. The soils exposed on this slope consist of approximately two feet of topsoil underlain by four feet of a white caliche materi·a1. This powdery ca.1iche is underlain by approximately four feet of a fractured mudstone of the Santiago Formation. Below these mudstones, dense sandstones are. encountered. It is our opinion that the caliche and mudstone materials are susceptible to slope failures due to their poor strength characteristics and high moisture retention potential. In view· of this, we recommend a facia·l SOUTHERN CALIFORNIA SOIL AND TESTING, INC. i SCS&T 8421000 June 13, 1985 Page' 2 buttress be constructed as shown on the detail provided on Plate No.1. It is further recommended that the backslope of this buttress be examined by' our geology personnel to check for other adverse conditions. Should you have any questions after reviewing this information~ please .fe~l free to contact the undersigned at your convenience. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Robert R. Russell, R.C.E. #32142 RRR/nr cc: (4) Submitted (1) SCS&T, Escondido SOUTHERN CALIF'ORNIA SOIL AND TESTING. INC. _7'i1'L __ ~12_' -.-T-. ---- SELECT NONEXPANSIVE SO·IL (JD ~ C 0 OeJ -:-o 0 (>" 1}4 --_" " 0 i.. -, , '. : --- :~_ _ . MUDI,..,. • . . ".'1 .--.f. ' .. " ....... _ .. , .' ... -.' ." ------- '2' min.S,ANO.TO •• --t"'"- EXI·.·TItt:C1 SLOPE -. ~--~ . ~.o. .• Ct:.~. ~SOUTH.RN CALIFORNIA ~ SOIL a T.STING, INC. ay: DATI; .-.., JOa NUMaER: 84:21000.' Plate No. 1 'GTe3~21 U~:-t5 .i-If SOU THE R N CAL I FOR N I A SOl LAN D T 'E 'S TIN G. INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280"'4321 • P.O. BOX 2"0627 SAN DIEGO, CALIF. 92120 67B ENTERPRISE ST. ESCONDIDO, CALIF. 92025· TELE 74'6-4544 July 1, 1985 Pacific Scene, Inc. 3900 Harney Street San Diego, Calfiornia 92110 SCS&T 8421000 Report No. 14 SUBJECT: Revised Slope Stability Recommendations, Cut Slope Hehind Lot Nos. 200 -205, Village 0 and P-1, Ca1avera Hflls, Carlspad, California. Reference: Facial Buttress Recommendations, ,Cut Slope Behind Lot Nos., 200 - 205, Prepared by Southern California Soil & Testing., Inc., dated June 13, 1985. Gentlemen: In response to an on-site meeting, we are presenting an altern'ative reconrnend- ati.on to stabilize the existing cut slope behind the subject lots. This existing 2:1 (horizontal to vertical) cut slope obtains a maximum height on the o,rder of 30 feet. A portion of the soils exposed in this slope are the white caliche materials and mudstones of the Santiago Format;on. The presence of these soils could, in our opi'nion, result in long..;term slope stability problems. In lieu of a facial buttress as previously recommended, it is our opinion that the upper portion of the slope be laid back at a 3~1 ratio. This flatter slope would exist where the mudstones and caliche are present. The lower portions of the slope, which expose sandstone materials' SOUTHERN CALIFORNIA SOIL AND TJ;STING i INC: • SCS&T 8421000 July 1, 1985 Page 2 can remain at a 2:1 ratio. We further recommend that a 6 foot wide drainage terrace be installed between the 2:1 and 3:1 slope areas. If you should have any questions after reviewing our report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Robert R. Russell, R.C.E. #32142 RRR/nr cc: (4) Submitted (2) HCH Consultants (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL ANO TESTINC;' INC. -. ! J~ 5'--I SOUTHERN CALIFORNIA SOIL AND TEST.lNG, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAKI DIEGO, CALIF. 9212Cf 6 7 BEN T E R P R I 5 EST. ESC Cl N 0 I 0 Cl, CAL. IF". -9 2 0 2 5 • TEL. E: 7 4 6 - 4 5 4 4- June 27, 1985 Pacific Scenes, Inc. 3900 Harney Street San Diego, California 92110 SCS&T 8421000 Report No. 13 SUBJECT: Laboratory Test Results, Villages 0 & P-1,. Unit 3, CalaVera Hills Area, Carlsbad, California. Gentlemen: As requested, we have obtained and tested two additi anal s-ampl es of _ the subgrade soil from the interior streets at the subject site. The tesi$tance value of these samples was determined in accordance with California Test Method 301 and these results are attached. Should you have any questions regarding this matter, please feel free to contact the undersigned at your convenience. Respectfully submitted, SOUTHERN CALFIORNIA SOIL & TESTING, INC. Robert R. Russell, R.C.E. #32142 RRR/nr cc: (4) Submitted (2) HCH Consultants (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL AND TESTI"NG, INC. , Seabury Street, Sta. 3+00 to 7+50 SAMPLE: Stockton Place Sta 10+00 to 12+40 TEST SPECIMAN A B C D E DATE TESTED 6-14-85 6-14-85 6-14-85 z~ Compactor Air Pressure psi 140 80 11(j' ~~ Initial Moisture % 10.3 20.4 19 5, -Q Moisture at Compaction % ° a:: Briquette Height In. 2.429 2.48 2.545 ~~ Density pct 112.4 108.3 110.3 EXUDATION PRESSURE psi 510 191 311 EXPANSION PRESSURE DIAL .0018 .0010 .0010 • a:: Ph at 1000 pounds psi 48 60 55 :!~ Ph at 2000 pounds psi 117 137 130 al w turns 3.43 3.96 3,70 ~~ Displacement "R"Value 21 10 14 CORRECTED "R" VALUE 20 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 20 100 ~RAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED -' 3 80 ' , 2~ 2 -1~ 70 " 1 \ ~ 60 % " , " , #4 w r :::> #8 ~ #16 ~50 #30 p: #50 " #100 40 " #200 .Q~mm 30 ' , .005mm . ' , . OO1mm LIQUID LIMIT 20 PLASTIC LIMIT ' , PLASTICITY INDEX ~ SAND EQUIVALENT 10 - 0 800 700 6 500 400 ,10 00 100 0 EXUDATION PRESSURI; psi - ~ SOUTHERN CALIFORNIA SOIL & TESTING. INC. BY RRR DATE 6-27-85 ••• 0 AIV.ADAL •• TA •• T .- .AN 01.110, CALIFDANIA •• 1.0 JOB NO. 8421000 'Plate No.1 Milford Place, Sta. 10+20 to 1500 '. SAMPLE: Seabury Street, Stat 7+50 to 10+00 TEST SPECIMAN A B C ·[f E DATE TESTED 6-14":85 6-14-85 6-14-85 z~ Compactor Air Pressure psi 220 130 .100 Initial Moisture % 6.q -6,-9 6,9 ~tc Moisture at Compaction % lS.R 16.7 17 ,6 -!,,2 ()a: Briquette Height In. 2 41 2 469 2 45 ~,~ . Density pet III 2 110 1 109 8 EXUDATION PRESSURE psi 17A 247 1R7 EXPANSION PRESSURE DIAL 0025 .ooio .0009 I a: Ph at 1000 pounds psi 15 J:;n 56 ..Jw Ph at 2000 pounds psi RO 112 124 -.... £Ow Displacement turns ~-qi\ 4.0R 4.3R ~~ "R"Value ~q 21 14 CORRECTED "R" VALUE ~7 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 27 100 , 90 " GRAIN SIZE DISTRIBUTION -, " SIEVE AS RECEIVED AS TESTED 3 -, 80 " " 2~ -- 2 " ., 1~ , -,,' 70 .' 1 \ ... ~ , p. % 60 ., #4 w , . ::> . , -. #8 ..J ' . " , #16 ~50 ~, , " #30 p: #50 .. #100 40 #200 .05mm 30 8 .005mm ; . .OQ1mm " LIQUID LIMIT 20 PLASTIC LIMIT PLASTICITY INDEX - SAND EQUIVALENT 10 0 800 700 6 500 400 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL " TESTING. INC. BY RRR DATE 6-27-85 ••• 0 AIV.ACAL •• TA •• T .AN CI.OC, CALI"CANIA •• 1.0 JOB NO. 8421000 Plate No. 2 . ~; 1 / 5 0 U THE R N CAL I FOR N I A 5 0 I LAN D r 'E '5 TIN G, I ,N. C. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-432"1 • P.O. BOX 20627 SAN DIE~D, CALIF. 92120 679 ENTERPRISE ST. ESCONDIDO, CALIF'. o;I2CJ25 • TEL~ 746-454-4 June 19, 1985 Pacific Scenes, Inc. 3900 Harney Street San Diego, California 92110 .S.CS&T 8421000 Report No. 12"' SUBJECT: Report of In-Place Density Tests, Pump Station Pad, Ca.laveraHills, Villages 0 and P-l, Carlsbad, California. Gentlemen: This report has been issued to present the results of our in-place density tests for the pump station and at the subject site. The tests submitted .with this report are a portion of the tests taken during the mass grading operation for Unit II. The remaining tests for Unit II will be presented at a later date,. Prior to grading operations, the site was cleared of vegetati·on and debris. The loose topsoils and alluvium were then excavated to firm natural ground and stock- piled for future use. The exposed ground was then scarified, moisture conditioned and compacted. A keyway was then excavated at the toe of slope to prov,ide a base for the fill. This keyway obtained a maximum depth of approximately 7 feet. Hor .. izontal benched were then cut into the existing hillside to support the fills. , 5 0 U THE R N CAL I FOR N I A 5 0 I LAN D T E 5 TIN 13" :~ SCS&T 8421000 June 19, 1985 Page two In-Place density tests were taken during the course of the ma$S grading operations. The results of the tests in the vicinity of the -Pump Station are presented on the attached Plate No.1. In addition, two subsequent density te$ts were perM formed after the Pump Station excavation had been completed. Based on the results of these tests and our visual observattons during grading operations, it is our opinion that the area of the Pump Station has be~n graded' essentially in accordance with our recommendations and local grading ordinances, Should you have any questions after reviewing this information, please feel free to contact the undersigned at your convenience. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TEST, INC, Rober • Russell, • C, E. #32142 RRR:de cc: (4) Submi tted (2) HCH Consultants (1) SCS&T', Escondido SOUTHERN CALIFORNIA SOIL ANO TESTING. INC. TEST NO. LOCATION 1 Pump Station 1-"-2 Pump Station 3 Pump Station l 4 Pump Station - 5 Pump Station 6 Pump Station 7 Base of Pad 8 Base of Pad .. ·4 SCS&T 8421000 SOUTHERN CALIFORNIA TESTING lABqRATQRY.~ REV. OF TEST ,(FEET) ' .'127 124 132 134 , ' 144 140 125 127 SOil TYPE 2 4 MOISTURE DRY UNIT WEIOiT ( PERCENT) (lBS. i Cu. FT.) " 12.4 104.6 " ,6.4 : '114.7 11.1 107.71' 9,.9 103.1 8.7 105.6 9.9 103,0 8.7 111.9 11.1 112.6 OPTIMUM MOISTURE ( PERCENT) FIELD DENSITY TESTS REPORT SOIL 'TYPE 2 4 2 2 2 2 4 4 RELATIVE COMPACTION DATE OF TEST ( PERCENT) 91.6 94.1 94.3 90.3 92.5 90.2 91.8 93.9 -----.. ~ -~---------~-~- MAXIMUM DRY DENSITY ( lBS.1 cu. FT.) ~ 114;2 ....;;!;o....-_______ -~ 121.9-------~ 1 .-'1 . o ,2: lJJ r-< -' Q.. SOU THE R N CAL I FOR N I A SOl LAN 0 T E '5 TIN G, J N C. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • ·P.O. BOX 206~7 SAN DIEG,D-, CALIF. '92120 . 676 ENTERPRISE ST. ESCONOIOO, CALIF. 92025 • TELE _746-4544 June 17, 1985 Pacific Scenes, Inc. _ SCS~f'8421'OOO 3900 Harney Street Report No. 11. San Diego, California 92110 SUBJECT: Laboratory Test Results, Calavera Hills, Villages 0 and P-1, Carlsbad, California. -Gentle-men: In accordance with your request, we have sampl~d and test~d_repres~ntative specimens of the subgrade soil from the subject site. The r~s·is.tance value (R-Value) of these samples was determined in accordance with California Test Method 301. The sample locations and the test re·sults are presented on the attached Plate Nos. 1 through 3. Should you have any questions after reviewing this information,please feel free to contact the undersigned at your.convenience. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC •. Robert • Russell, R •• E. #32142 RRR/nr cc: (4) Submitted (1) SCS&T, Escondido 53 0 U THE R N CAL I FOR N I A SOl LAN -0 T EST I N G. -j N C. . -. : I " ) SAMPLE: Chesire Avenue Sta. 21+50 -25+75 TEST SPECIMAN A B b 0 E DATE TESTED 6-7-85 ~-2-B.5. 6-7-85 z~ Compactor Air Pressure psi 100 160 IRO ~~ Initial Moisture % 8.5 8.5 8,5 -Q Moisture at Compaction % 16.6 ~_:L 14~8 , 0a: Briquette Height in. 2.74 2,64 2.488 ~~ Density pet 110.8 113.4 116.4 EXUDATION PRESSURE psi 159 263 318 EXPANSION PRESSURE DIAL .0005 • 0009 .0010 . I a: Ph at 1000 pounds psi 64 60 57 . 131 ~~ Ph at 2000 pounds psi 142 135 a:l w Displacement turns 4.11 3.72 3~43 ~~ "RU Value 7 11 14 CORRECTED "Ru VALUE 8 12 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 13 100 90 " GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 ' " 80 " '. ' , .-2~ 2 " 1~ " 70 " ,. ' 1 \ '" ; '. 12 .. ' " 34 60 ' . .. #4 w ' ' ::) . " #8 ..J #16 ~50 -, . #30 F , ' #50 40 #100 #200 " .05mm 30 .005mm ' . , . . 001mm LIQUID LIMIT \ 20 PLASTIC LIMIT .PLASTICITY INDEX SAND EQUIVALENT ' " 10 ' , , , " 0 800 700 6 ,500 400 ~I\.I <X) 100 0 EXUDATION PRESSURE psi: ~ ,. ~ SOUTHERN CALIFORNIA SOIL & TESTING. INC. BY RRR DATE 6-14-85 ••• 0 ... ,VRROALR .TRRRT , . • AN OIRIIO, CALIFORNIA •• 1.0 JOB NO. 8421000 ·Plate No. 1· . . , . ) SAMPLE: Ches;re Avenue, Sta. 25+75 -31+25 TEST SPECIMAN A B C 0 E DATE TESTED b-/-t$b 6-7-85 6-7-85 z~ Compactor Air Pressure psi 200 120 150 ~~ Initial Moisture % 6.4 6.4 6.4 -Q Moisture at Compaction % 13.5 14.4 1~ ~i Briquette Height in. 2.439 2.498 2.563 ~ Density pct 118.1 115.5 117.8 EXUDATION PRESSURE psi 386 '227 295 EXPANSION PRESSURE DIAL .0010 .0006 .0007 I 0::' III at 1000 pounds psi 47 56 53 ..JW Ph at 2000 pounds psi 109 126 120 -I-IDw Displacement turns 3.37 3.64 3.70 '~~ "R"Va/ue 26 16 18 CORRECTED "R" VALUE 25 19 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 19 100 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 3 80 2~ .- -, 2 1~ , " 70 1 \ " 1.2 60 ~ #4 w #8 :3 #16 ~50 ..--, #30 F ' ' " #50 40 #100 #200 .05mm 30 .005mm , , .001mm LIQUID LIMIT 20 PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 10 0 800 700 6 500 400 2 J 100 0 ,EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL " TESTING. INC. BY RRR DATE 6-14-85 ••• 0 AlveAOALe .TJlleeT .AN DleClD, CALI~DJIINIA •• 1.0 JOB NO'8421000 ~late No. 2 '!, ... , , '" SAMPLE: Pump Station Access Road TEST SPECIMAN A B C D E DATE TESTED 6-7-R5 6-7-R!1 h-7-AI) z~ Compactor Air Pressure psi 350 350 350 w.~ Initial Moisture % 6.6 6.6 6.6 ~« Moisture at Compaction % 13.3 13.7 12.8 -Q ~f5 2.578 2.43 2 .. 383 -- Briquette Height in. ~ Density pet 114.4 113.1 115.5 EXUDATION PRESSURE pst 374 211 716 EXPANSION PRESSURE DIAL .0009 .0005 .0011 ,0: Ph at 1000 pounds psi 16 20 24 =~ Ph at 2000 pounds pst 28 34 26 IDw turns 4.59 4.55 4.40 ~~ Displacement "R" Value 72 67 75 CORRECTED "R" VALUE 73 66 74 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 70 100 .. GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 3 80 2~ .. 2 -1~ 70 -1 \ ~ 60 \ #4 w #8 ::l -I #16 ~50 . -- #30 p: #50 40 #100 #200 .05mm 30 .- .005mm .001mm .. LIQUID LIMIT 20 PLASTIC LIMIT .. PLASTICITY INDEX -.. SAND EQUIVALENT 10 0 800 700 6 500 400 ~ 2 100 EXUDATION PRESSURE I?,si -- ~ SOUTHERN CALIFORNIA SOIL " TESTING. INC. BY RRR DATE 6-14-85 ••• 0 AlvaAOALa .TAaaT .AN olacao, CALIFOANIA •• 1.0 JOB NO. 8421000 Plate NQ. ~-- "- .. 0 · 'J G-T93,21 u.,:ts 1-'" SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 6 7 BEN T E R P R 1 5 EST. ESC 0 N 0 1 0 0, CAL 1 F. 9 2 0 2 5 • TEL E 7 4 6 -' 4 5 4 4 July 17, 1985 Pacific Scenes, Inc. 2341 Jefferson Street San Diego, California 92110 SCS&T 8421000 Report No. 16 SUBJECT: Temporary Slope Stability Analysis, Proposed Pump Station; Villages 0 and P-l, Calaveras Hills, Carlsbad, California. Gentlemen: As per your request, we have examined the existing temporary cu~ slopes at the subject site for the proposed pump station. These cut slopes app,e'ar to range in height from approximately 15 to 25 feet with slope ratios of' , , , 1:1 (horizontal to vertical) to near vertical. A soil stockpile surcharg~ is also present within approximately three feet of the top of one of the cut slopes. We have provided a cross-section of what we con,sider to be· the most critical slope at this site on Plate Number 1. The soil s exposed by the excavation consist of white silty sands associated with the Eocene Santiago Formation. The upper app,roximate 20 feet of material is compacted fill which has been tested by this firm during mass grading operations. The lower 5 feet of soil is dense native materials. To determine the stability of the existing slope, we have used a computer program whi ch uses both the Simpli fied Bi sho,ps Method and the Method of Slices. The results of this computer aided analysis is attached with this report. SOUTHERN CALIFORNIA SOIL ,AND, TESTING, INC: • 1 .. - SCS&T 8421000 July 17, 1985 " Page 2 The strength parameters of the in-situ soil s which were assumed for this analysis are indicated on Plate Number 1. These parameters are ,ba.sed on previous laboratory testing of these soils and our experience with these materials. It is further our opinion that a factor of safety of 1.20 should be obtained for temporary slopes. The results of our analysis indicates a minimum factor of safety of 1.28 and 1.29 for the most critical failure planes. These fai.1ure planes and their factor of safeti,es a,re indicated on Plate Number 1. Should you have any questions after reviewing this lnformation, please feel free to contact the undersigned at our convenience. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Robert R. Russell, R.C.E. 132142 RRR:mw cc: (2) Submitted (2) Hoover and Taylor (2) Cal OSHA ATTN: Natalie Klein (I) SCS&T, Escondido '"' e ~ SOUTHERN CAUFORNIA SOIL & TESTING, INC. BY RRR DATE 7-17-85 ~OBNO. 8421000 PLATE NO.1 L..... ----.-- SCALE 1~10' 60 80 SOIL STOCKPILE 1001 ' rp-roO c~ 0 t. : 120 100 tj):300 C:300 q,:35 C:600 120 140 e ~ 't 160 .. ... '\ .~~ ~ .S· ... 180 .\ 200 ': 220 240 ;' ***************************************** SLOPE STABILITY ANALYSIS S TAB R G PORTIONS (C) COPYRIGHT 1984 GEOSOFT ALL RIGHTS RESERVED * ** ** * * * * * * * * * * * * * ** * ** ** * ** * * * * * * * * ***.* * CALAVERAS PUMP STATION CONTROL DATA NUMSER OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMITING TANGENTS 0 NUMBER OF VERTICAL SECTIONS 10 NUMBER OF SOIL LAYER BOUNDARIES 4 NUMBER OF PORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT Sl,S2 = .00 .00 SEARCH STARTS AT CENTER (150.0, 70.0),WITH FINAL GRID OF 10.0 ALL CIRCLES PASS THROUGH THE POINT ( 194.0, 126.0) GEOMETRY I SECTIONS 50.0 107.0 110.0 167.0 170.0 173.0 190.5 193.5 194.0·250.0 T. CRACKS 100.0 100.0 97 .. 0 97.0 100.0 100.0 117.5 122.0 126.0 126.0 W IN CRACK 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.0 126.0 126.0 BOUNDARY 1 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.0 126.0 126.0 BOUNDARY 2 100.0 100.0 100.0 100.0 100.0 100.0 117.5 122.0 126.0 126.0 BOUNDARY 3 122.0 122.0 122.0 122.0 122.0 122.0 122.0 122 .• 0 126.0 126.0 BOUNDARY 4 200.0 200.0 200.0 200.0 200.0 200.0 200.0 20ti.0 200.0 200.0 SOIL PROPERTIES LAYER COHESION FRICTION ANGLE DENSITY 1 .0 .0 100.0 2 200.0 30.0 125.0 3 600.0 35.0 13.5.0 <- NUMBER TANGENT RADIUS (X) CENTER (y) CENTER FS(BISHOP) FS(OMS) 1 141. 2 71.2 150.0 70.0 8.675 7.658 2 130.9 60.9 170.0 70.0 4.155 3.816 3 126.1 56.1 190.0 70.0 2.194 2.079 4 128.2 58.2 210.0 70.0 1.408 1.362 5 136.6 66.6 230.0 70.0 1.429 1.413 6 129.4 39.4 210.0 90.0 1.468 1.425 7 127.7 77.7 210.0 50.0 1.607 1 •. 570 8 131. 7 61. 7 220.0 70.0 1.320 1.293 9 136.6 66.6 230.0 70.0 1.429 1.413 10 132.8 52.8 220.0 80.0 1.435 1.409 11 130.9 70.9 220.0 60.0 1.340 1.314 12 138.4 58.4 230.0 80.0 1.728 1.730 13 128.7 48.7 210.0 80.0 1.364 1.314 14 127.9 67.9 210.0 60.0 1 ~ 500 1.459 15 135.2 75.2 230.0 60.0 1.308 1.294 16 140.4 80.4 240.0 60.0 1.432 1.422 17 134.1 84.1 230.0 50.0 1.310 '1. 295 18 142.5 72.5 240.0 70.0 1.712 1. 716 19 131. 7 61.7 220.0 70.0 1.320 1.293 20 130.3 80.3 220.0 50.0 1.408 1.383 21 138.8 88.8 240.0 50.0 1.307 1.301 22 144.4 94.4 250.0 50.0 .1.438 1.432 23 137.5 97.5 240.0 40 .• 0 1.297 1.289 24 142.6 102.6 250.0 40.0 1. 312 1. 311 25 133.2 93.2 230.0 40.0 1.358 1.343 26 136.5 106.5 240.0 30.0 1.330 1.:S21 27 144.4 94.4 250.0 50.0 1.438 1.432 28 134.1 84.1 230.0 50.0 1. 310 1.295 29 132.5 102.5 230.0 30.0 1.42ei 1.411 30 141. 1 111. 1 250.0 30.0 1.293 1.289 31 146.5 116.5 260.0 30.0 1.318 . ~.32~ 32 139.9 119.9 250.0 20.0 1.313 1.309 33 148.4 108.4 260.0 40.0 1.442 1.440 34 137.5 97.5 240.0 40.0 1.297 1.289 35 135.6 115.6 240.0 20.0 1.38t 1.373 36 144.9 124.9 260.0 20.0 1.293 1.293 F.S. MINIMUM= 1.293 FOR THE CIRCLE OF CENTER ( 250.0, 30,.0) ~ .. ***************************************** SLOPE STABILITY ANALYSIS S TAB R G PORTIONS (C) COPYRIGHT 1984 GEOSOFT ALL RIGHTS RESERVED ***************************************** CALAVERAS PUMP STATION CONTROL DATA NUMBER OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMITING TANGENTS 0 NUMBER OF VERTICAL SECTIONS 10 NUMBER OF SOIL LAYER BOUNDARIES 4 NUMBER OF PORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT S1,S2 = .00 .00 SEARCH STARTS AT CENTER (150.0, 70.0),~ITH FINAL GRID OF 10.0 ALL CIRCLES PASS THROUGH THE POINT ( 193.5, 122.0) GEOMETRY SECTIONS 50.0 107.0 110.0 167.0 170.0 173.0 190.5 19·3.5 194.0 250. () T. CRACKS 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.,0 126.0 126.0 W IN CRACK 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.0 126.0 126.0 BOUNDARY 1 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.0 126.0 12~.0 BOUNDARY :2 100.0 100.0 100.0 100.0 100.0 100.0 117.5 122.0 126.0 126.0 BOUNDARY 3 122.0 122.0 122.0 122.0 122.0 122.0 122.0 122.0 126.0 126.0 BOUNDARY 4 200.0 200.0 200.0 200.0 200.0 200.0 200.0 200.0 200.0 200.0 SOIL F'ROPERT I ES LAYER COHESION FRICTION ANGLE DENSITY 1 .0 .0 100.0 2 200.0 30.0 125.0 3 600.0 35.0 135.0 NUMBER TANGENT RADIUS ( X) CENTER (y) CENTER FS(BISHOP) FS (;O.MS) 1 137.8 67.8 150.0 70.0 9.341 8.277 2 127.1 57.1 170.0 70.0 4.233 3.906 3 122.1 52.1 190.0 70.0 1.893 f.80.1 4 124.6 54.6 210.0 70.0 1. 281 1..259 5 133.5 63.5 230.0 70.0 2.186 2. 197 6 126.0 36. () 210.0 90.0 1. 815 i~ 822 7 123.9 73.9 210.0 50.0 1.428 1.408 8 128.4 58.4 220.0 70.0 1.459 1.445 9 125.1 45.1 210.0 80.0 1.373 1 •. 350 10 122.4 52.4 200.0 70.0 1.416 1.375 11 124.2 64.2 210.0 60.0 1.338 L3t6 12 129.7 49.7 220.0 80.0 2.018 2.028 13 122.5 42.5 200.0 80.0 1.316 1.269 14 122.3 62.3 200.0 60.0 1.538 1.501 15 127.4 67.4 220.0 60.0 1.298 1.288 F.S. MINIMUM= 1.281 FOR THE CIRCLE OF CENTER ( 210.0, 70.0) ****************** ***************************************** SLOPE STABILITY ANALYSIS S TAB R G PORTIONS (C) COPYRIGHT 1984 GEOSOFT ALL RIGHTS RESERVED ***************************************** CALAVERAS PUMP STATION CONTROL DATA NUMBER OF SPECIFIED CENTERS 0 NUMBER OF DEPTH LIMITING TANGENTS 2 NUMBER OF VERTICAL SECTIONS 10 NUMBER OF SOIL LAYER BOUNDARIES 4 NUMBER OF PORE PRESSURE LINES 0 NUMBER OF POINTS DEFINING COHESION PROFILE 0 SEISMIC COEFFICIENT 81,82 = .00 .00 SEARCH STARTS AT CENTER (150.0, 70.0),WITH FINAL GRID OF 10.0 ALL CIRCLES TANGENT TO DEPTH, 122.0, 126.0, GEOMETRY SECTIONS 50.0 107.0 110.0 167.0 170.0 173.0 190.5 193.5 194.0 250.0 T. CRACKS 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.0 ~26.0 126.0 W IN CRACI< 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.0 126.0 126.0 BOUNDARY 1 100.0 100.0 97.0 97.0 100.0 100.0 117.5 122.0 126.0 126.0 BOUNDARY 2 100.0 100.0 100.0 100.0 100.0 100.0 117.5 122.0 126.0 1.26.0 BOUNDARY 3 122.0 122.0 122.0 122.0 122.0 122.0 122.0 122.0 126.0 126.0 BOUNDARY 4 200.0 200.0 200.0 200.0 200.0 200.0 200~0 200.0 200.;0· 200.0 SOIL PROPERTIES LAYER COHESION FRICTION ANGLE DENSITY 1 .0 .0 100.0 2 200.0 30.0 125.0 3 600.0 35.0 135.0 NUMBER TANGENT RADIUS (X) CENTER (y) CENTER FS ( B I SHOP') FS(OMS) 1 122.0 52.0 150.0 70.0 10.036 8 .• 915 2 122.0 52.0 170.0 70.0 3.359 3~106 3 122.0 52.0 190.0 70.0 1. 760 1.685 4 122.0 52.0 210.0 70.0 1. 477 1.468 5 122.0 52.0 230.0 70.0 CIRCLE OUTSIDE SLOPE 6 122.0 32.0 210.0 90.0 CIRCLE OUTSIDE SLOPE 7 122.0 72.0 210.0 50.0 1.468 1.452 8 122.0 72.0 220.0 50.0 1.852 1.867 9 122.0 62.0 210.0 60.0 1.407 1.392 10 122.0 62.0 220.0 60. (I 7.087 7.077 11 122.0 52.0 210.0 70.0 1.477 1.468 12 122.0 62.0 200.0 60.0 1.540 1.504 13 122.0 52.0 220.0 70.0 CIRCLE OUTSIDE SLOPE 14 122.0 52.0 200.0 70.0 1.420 1'.379 15 122.0 72.0 200.0 50.0 1.664 1.631 16 122.0 72.0 220.0 50.0 1.852 1~867 F.S. MINIMUM= 1.407 FOR THE CIRCLE OF CENTER ( 210.0, 60.0) NUMBER TANGENT RADIUS (X) CENTER (y) CENTER FS(BISHOF') FS(OI'1S) 1 126.0 76.0 220.0 50.0 1.344 1.335 . 2 126.0 76.0 240.0 50.0 CIRCLE OUTSIDE SLOF'E 3 126.0 56.0 220.0 70.0 2.753 2.748 4 126.0 76.0 200.0 50.0 1.934 1..977 5 126.0 96.0 220.0 30.0 1.4-64 1.452 6 126.0 76.0 230.0 50.0 9.775 9.767 7 126.0 86.0 220.0 40.0 1.378 1.368 8 126.0 66.0 230.0 60.0 CIRCLE OUTSIDE SLOPE 9 126.0 66.0 210.0 60.0 1.438 1.403 10 126.0 86.0 210.0 40.0 1.667 1.636 11 126.0 86.0 230.0 40.0 1.870 1.884 F. S. MINIMUM= 1.344 FOR THE CIRCLE OF CENTER ( 220.0, 50.0) ,..: ~!,.,. CfB3-2J vt,,:is 1 ... '1 SOUTHERN CALIFORNIA SOIL ANO TESTING, INC. 62S0 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. SOX ~0627 SAl'{ DIEGO, CALIF. 92120 . G 7 BEN T E R P R I S EST. ESC 0 N DID 0, CAL I F. '" 2 0 2 5 • TEL E 7 4 G - 4 5 4 4 July 31, 1985 Pacific Scenes, Inc. 2341 Jefferson Street San Diego, California 92110 SCS&T 8421000 Report N.o. 19 SUBJECT: Laboratory Test Results, Calavera Hills, Villages 0 & p,. Carlsbad, California. Gentlemen: As requested, we have obtained representative samples of the subgrade soil from Tamarack Avenue between Stations 105+50 to 119+00. The' resistance value (IR"-Va1ue) ?f these samples was determine.d in accordance with California Test Method 301 and these results are presented on the attached plates. Should you have any questions upon reviewing this informatio,n, please feel. free to contact the undersigned at your convenience. This opportunity to· be of professional service is sincerely. appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Robert R. Russell, R~C.E. #32142 RRR/nr cc: (4) Submitted (2) HCH (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL AND TE;iTING, INC; 100 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 80 70 3 I 2\,l. ______ +-____ -' 2 ! f---=--->-------,-----+--------! 1~ 1;2 i 60 w :3 ~50 #8 #16 #50 #100 #200 .05mm . 005mm .OO1mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT F 40 30 20 10 o 800 SOUTHERN CALIFORNIA SOIL & TESTING. INC. BaBO RIVEROALE BTREET BAN OIEClO, CALIFORNIA 8a1110 .4, -+ ::;:±~::'::r ~~-r: -+t- -_. .. . h;: 1++ :fjf.f i.~ '+1 ~tt .. !r:' .. + 700 6 500 " .w. -1' ," L .. t .... 400 , . 1-'--_..:. F=-' ~--r-::. -+ ,..,-...... :':':': ........ : ::': ,:x:~ ::1-:::::=-1:::-':-:: F';' _ ....... _. :.::..:.. 200 . -,-' -'~ ~:-:: • 1"1t~ t ":J;~ .~-' -~ll ;.+.j.j.. 100 o EXUDATION PRESSURE psi BY RRR . DATE, 7-3l .. 85 JOB NO. 8421000 Plate No. 1 GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 ~. L--------+-------l 2 I f---':--'------------l------i 1~ 100 90 80 70 60 w 3 #16 ~50 1'= :ltso #100 40 #200 .05mm • 005mm 30 • 001mm LIQUID LIMIT PLASTIC LIMIT 20 PLASTICITY INDEX SAND EQUIVALENT 10 0 800 SOUTHERN CALIFORNIA SOIL & TESTING. INC. alil.o RIVERDALE aTREET BAN OIEDlO, CALIFORNIA 81i111i10 -t,- ., ~ :,', ; ":;;:t::.i.t .. _ .. ' T .. ffLi 1 L .. . r~ IT .. +.1. F . -r " .. . + 0- ;. ... 700 6 500 400 -' " .- • l111t-l-!t·l-t~ltl . 0: 1-'.'. it' jl:"" .' -.. .. .. "TT -+ '/Tt rT~' •• l. .. ;;-. " , ' X. . '~--. --.. :: :::.: .-:-: 1==-. .::-;:: t:~~ ......... r'-!-fi:j:: k:::±r It~-rr r--.. f+'+ !-.;. ~---t'- • ~ + ~ 1--::: t~.TI .. f· t.....:..- t "+-f t---f--t+.. ... .. 200 100 o EXUDATION PRESSURE psi BY RRR DATE 7-31-85 JOB NO. 8421000 ,Plate No.2 f • crS3,ZI LA..,(ts,!-'t --. 5 0 U THE R N CAL I FOR N I A 5 0 I LAN 0 T E -5 TIN G, I N d. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 ~AN DIEGO, CALIF. ,92120 6 7 BEN T E R P R I S EST. ESC 0 N 0 I 0 0, C A I-I F. 9 2 0 2 5 • TEl-E: 7 4 6 -4 5 4 4 August 26, 1985 Pacific Scenes, Inc. SCS&T 8421000 3900 Harney Street Report No. 23 San Diego, California 92110 SUBJECT: Laboratory Test Results, Cal avera Hills, Villages 0 and P-l, Unit I, Carlsbad, California. Gentlemen: As requested, we have obtained two additional Samples ~f the subgrade soil from the subject site. The resistance values (R-Values) of these. soils were determined in accordance with California Test MethoQ 301. The results of the tests are presented on the attachedPl ate Numbers 1 a~d 2 .• Should you have any questions after reviewing this information, please fee free to contact the undersigned at your convenience. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. ~&~ Robert R. Russell, R~C.E. 132142 RRR:mw cc: (4) Submitted (2) HCH Consultants (1) SCS&T Escondido SOU THE R N CALI FOR N I A 5 0 I L AND TESTING, INC. .' ,~ , - • , SAMPLE: Gl enbrook St., Stat 8+10 -13 + 75 &Wilshire Avenue, Stat , TEST SPECIMAN A B C DATE TESTED ~-a-~b 8,..22-85 8-22-85 z Compactor Air Pressure psi 350 350 350 zo Initial Moisture % 1.1 7.1 7.1 w-::id( Moisture at Compaction % 15.1 14.2 14.7 uQ ~a: Briquette Height in. 2.434 2.465 2.490 (/)co 115.0 113.4 115.4 rE Density pef EXUDATION PRESSURE psi LIb 398 259 EXPANSION PRESSURE DIAL -.0002 ---.... 0002 .a: Ph at 1000 pounds psi L4 16 21 -'W Ph at 2000 pounds psi 43 30 38 -I-Dlw turns 4.66 4.20 4.54 ~~ Displacement (/)0 "R" Value 59 72 64 CORRECTED "R" VALUE 57 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 68 100 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED :3 ~-J-I _____ -+ ____ ---i 2 I 80 : +r 1-t71-i. . -r-- 70 60 ..-;:;:t t:!::1t #4 #8 #16 w ::::> -' ~50 +. r M~ #30 F #50 #100 40 #200 '.05mm .005mm 30 .001mm LIQUID LIMIT PLASTIC LIMIT 20 PLASTICITY INDEX SAND EQUIVALENT o 800 700 6 500 400 .13+50 -17+00 0 E .• ...L )() 200 100 EXUDATION PRESSURE psi SOUTHERN CALIFORNIA SOIL & TESTING. INC. s.lIa RIVERDALE STREET SAN DIEOD, CALIFORNIA •• 1.0 BY RRR JOB NO. 8421000 DATE 8 ... 26 .. 85 Plqte No, 1 ,I I .' i .. -J . i I - +.~ o , , - SAMPLE: Newshire Street, Stat 17+00 -21+50 TEST SPECIMAN A B DATE TESTED 8-22-85 8-22 ... 85 z Compactor Air Pressure psi 350 350 ze Initial Moisture % 10.4 10.4 w-~t( Moisture at Compaction % 15.0 16.9 oS,,;! ~~ Briquette Height in. 2.517 2.492 114.6 112.2 ~ Density pef EXUDATION PRESSURE psi 756 267 EXPANSION PRESSURE DIAL .0041 .0008 ,eI: Ph at 1000 pounds psi 30 36 :::!~ Ph at 2000 pounds psi 66 78 I1lw 3.81 4.15 ~~ Displacement turns we "R" Value 48 39 CORRECTED "R" VALUE "R" VALUE AT 300 PSI EXUDATION PRESSURE = GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 AI 2 --1~ 1 ~ 1;2 3;8 #4 #8 #16 #30 #50 #100 #200 .05mm ,.005mm .001mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 100 90 80 70 60 w :3 ~50 j.t: 40 30 20 10 o 800 " 700 6 C 8-22-85 350 10.4 16 0 2.545 112.6 398 • 0030 32 72 4.40 41 - . 39 -1+ .'- ~ 500' 400 3 D -, E - -, - . ,-- Jttl:rrijjt I i-Httptr;:-;;·:: ·P·ft=-'~+1 ++~ l h-t I ~ i ,l .... • • ~* ... .-:', 'I :-:1 ~~'t: j i1:. .~ .. p ~.-. 1.:. -::4f-b+~t: ~:.;.1" 'f;:: ," +-... ~:. · .. --t' :::: ::::. ·lj" ,,--," J·~t· ..... ~~-f-..... ' • ,. • '! ~..... .. ....... . ,:::: =--::t~: ;-;-::i ;-:~~ :,.::: , '--.--~~ ,', --1-:--;--:.-::.." ""- '~-. , 'I~_-=-~ " ~,-~ , •• ?-= I''-!--r ~ ~ .... .:::::.:.. --.... r=--:.- .-:-:; '1.:-="~:~~~ '-- -:---c'-_ -fZ=': :::.:... ; "7i: F::= :::::, 4P.:$- :-'-tr- -+'~- ~.' 200 100 o EXUDATION PRE~SURE psi SOUTHERN CALIFORNIA SOIL & TESTING. INC. e.aa RIVERDALE eTREET BAN CIEOC. CALIFORNIA e.,.a BY JOB NO. RRR 8421000 Plate No, 2 " . CT 93.r21 lAV'\ ftc; i -'t SOUTHERN CALIFORNIA SOIL AND TESTING. INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.,O. BOX 20627 SA"N ,DIEGO, OALIF-. 921?O ; G 7 B E: N T E R P R I S EST. ESC 0 N 0 I 0 O. CAL. I F. 9 2 0 2 5 '. TEL E 7 4 G -4,5 44 , November 6, 1985 Pacific Scenes, Incorporated 3900 Harney Street San Diego, California 92110 Reference: Cal avera Hills, Carlsbad, CA SCS&T 8421000 Report No. ~6 Subject: Nuclear Fiel d Density Testing, Percent Bitumen, Sieve Analys,is and Specific Gravity Testing of Extracted A9gregate Gentlemen: At your request, Nuclear Field Density Tests were performed at 4'6 stations at'the referenced project on October 25, 1985. .AdcJitional subj.~t· testi.ng has been performed on a sample of Asphalt Concrete" ma:rked#M-l, sampled by our representative, and delivered to our laboratory on October 25, 1985. The results are submitted on the attached tables. We appreciate the opportunity to provide our services in this matter. Respectfully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC. David J. Akers, R.C.E #26815 .QJA: rg cc: per distribution SOU THE R N c: A L I FOR N I A S-0 I LAN D T E; S TIN G. ,I N C. \.; , RESULTS Sam~le #M-1 Sieve Size Percent Passing S~ecifica·tions1 3/4" 100.0 100 1/2" 99.0 95-100 3/8" 84.3 80-95 #4 59.0 54-71 #8 41.8 38 .. 54 #16 31.3 #30 23.1 17-32 #50 16.0 #100 9.7 #200 6.4 3-8 Specific Gravity: 2.40 --- Unit Weight, pcf: 149.8 % Bitumen: by dry weight of aggregate: 6.0 by total weight of aggregate: 5.7 --- 1 Standard Specifications: State of California, Business and Trans- portation Agency, Department of Transportation (Ca.ltrans) Table 1 SCS&T 8421000 October 25, 1985 SOUTHE~N ":ALIFORNJA SOIL AND 7'-' 'STING, IN~.CS&T 8421000 6280 RIVEROALE STREET. POBOX 20627. SAI'J OIEGO. CALIFORNIA 92120 (714) 2BO-4::321 16S WEST CRANGETHORPE. PLACENTIA. CALIFORNIA 92670 (714) 524-91:30 74-8:31 VELIE WAY. PALM OESERT. CALlF,:)RNIA 92260 (714).346-1078 678 ENTERPRISE STREET. ESCONOIOO. CALIFORNIA 92025 (714) 746-4544 ASPHALT CONCRETE DENSITY SUMMARY Marsha 11 In-Place . In-Place SIN Date location Thickness Uni t ·Wei ght Unit Wei ght . Compaction inch p.c. f. p.c. f. % M-1 10-25 96+00 Tamarak 149.8 ----_.- (TESTED BY NUl LEAR GAGE) N-1 10-25 96+00 Tamarak First Lift 139.2 92.9 N-2 10-25 96+30 Fi rst Lift 143.7 95.9 N-3 10-25 Toe of Pump House Road 1 Lift 145.4 97.1 N-4 10-25 120' East of Toe of Pump House Rd. 1 Lift 14.2.6 95.2 N-5 10-25 240' East of Toe of Pump House Rd. 1 Lift 145.0 96.8 N-6 10-25 360' East of Toe of Pump House Rd. 1 Lift 142.2 94.9 N-7 10-25 480' East of Toe of Pump House Rd. 1 Lift 143.2 95.6 N-8 10-25 10+45.17 Hamden 1 Lift 143 •. 8 .. 96.0 N-9 10-25 11 +00 Hamden 1 Lift 145.2 96.9 N-10 10-25 11+85.6 Hamden 1 Lift '146.2 97.6 N-ll 10-25 Cul-de-Sac Simsbury Ct. 1 Lift 142.7 95.3 N-12 10-25 Cul-de-Sac Simsbury Ct. 1 Lift 145.5 97.2 N-13 10-25 Cul-de-Sac Simsbury Ct. 1 Lift 143.2 . 95.6 N-14 10-25 Simsbury Ct. 25+64.19 N 1 Lift 145.8 97.3 N-15 10-25 Simsbury Ct. 25+64.19 C 1 Lift 143.3 95.7 N-16 10-25 . Simsbury Ct. 25+64.19 S 1 Lift l44.5· 96.5 , N-17 10-25 Simsbury Ct. 22+50 N 1 Lift 147.3 98.3 N-18 10-25 Simsbury Ct. 22+50 C 1 Lift 143.2 95.6 N-19 10-25 Simsbury Ct. 22+50 S 1 Lift 145.1 96.9 Table No. 2 ... --------~-~-'--...... .. SOUTHE~N 'ALIFORNIA SOIL ANO 'T STING, INC. SCS&T 8421000 6280 FHVEAOALE STI"IEET. PO 80X 20627. SAN OIEGO. CALIFOANIA 92120 (714) 280-4321 165 WEST OAANGETHOAPE. PLACENTIA. CALIFOANI..1 92670 (714) 524-9130 74-831 VELIE W::'Y. PALM OESEAT. C..1LIF':JANIA 92260 (7141 346-1078 678 ENTEI"IPAISE STAEET. ESCONOIOO. CALIFOI"INIA 92025 (714) 746",,4544 ASPHALT CONCRETE DENSITY SUMMARY Marsha 11 In-Place In-Place SIN Date Location Thickness Unit Wei ght Unit Weight Compaction inch p.e.f. p.c. f. 01 /0 (TESTED BY NUC LEAR .GAGE) N-20 10-25 Simsbury Ct. 20+25 N 1 Lift 144.9 96.7 N-21 10-25 Simsbury Ct. 20+25 C 1 Lift 143.0 95.5 N-22 10-25 Simsbury Ct. 20+25 S 1 Lift 143.1 95.5 N-23 10-25 Simsbury Ct. 18+18.22 W 1 Lift 141.0 98.1 N-24 10-25 Simsbury Ct. 18+18.22 C 1 Lift 143 .. 0 95.5 N-25 10-25 Simsbury Ct. , 18+18.22 E 1 Lift 143.2 95.6 N-26 10-25 Simsbury Ct. 16+70 N 1 Lift 144.3 96.3 N-27 10-25 Simsbury Ct. 16+70 C 1 Lift 142.8 95.3 N-28 10-25 Simsbury Ct. 16+70 S 1 Lift 149.1 99.5 N-29 10-25 Simsbury Ct. 15+67.51 N 1 Lift 143.4 95.7 N-30 10-25 Simsbury Ct. 15+67.51 C 1 Lift Hot (No Test) N-31 10-25 Simsbury Ct. 15+67.51 S 1 Lift· 141.8 94.7 N-32 10-25 Simsbury Ct. 15+07.67 N 1 Lift 144.5 96 .. 5 N-33 10-25 Simsbury Ct. 15+07.67 C 1 Lift Hot (No'Test) N-34 10-25 Simsbury Ct. 15+07.67 S 1 Lift 143.5 95.8 N-35 10-25 Simsbury Ct. 13+04.62 N 1 Lift 143.8 96.0 N-36 10-25 Simsbury Ct. 13+04.62 C 1 Lift 142.3 95.0 Table No.3 SOUTHE~N "·ALI.FORNIA SOIL AND T' 'STING, Sy~t:.8421000 6280 I=llvEI=lOALE STI=lEET. P a sox 20627. SAN OIEGO. CALIFOI=lNIA 82120 (714J 280-4321 165 WEST CI=lANGETHOI=lPE. P!..ACE"JTIA. CALlFOI=lNI..:l. 92670 (714J 524-9130 74-831 VELIE W..:l.Y. PALM DESERT C..:l.LlFClI=lNIA 92260 (714) 346-1078 678 ENTEI=lPI=lISE STREET. ESCONDIDO. CALIFOI=lNIA 92C25 (714) 746-4544 ASPHALT CONCRETE DENSITY SUMMARY Marshall In-Place In-Place SIN Date Location Thickness Unit Weight Unit Weight Compaction inch p.C. f. p.e.f. 01 /0 (TESTED BYNU ~LEAR GAGE) N-37 10-25 Simsbury Ct. . 13+04.62 S 1 Lift 142.7 95.3 N-38 10-25 Simsbury Ct. 10+99.37 N 1 Lift 144.2 96.3 N-39 10-25 Simsbury Ct. 10+99.37 C 1 Lift 141.8 94.7 N-40 10-25 Simsbury Ct. 10+99.37 S 1 Lift 143.8 96.0 N-41 10-25 Tamarack 94+00 W Second Lift . 145.7 97.3 'N-42 10-25 Tamarack 94+00 C Second Lift 142.6 95.2 N-43 10-25 Tamarack 94+00 E Second Lift 143.7 95.9 N-44 10-25 Tamarack 96+00 W Second Lift 143.5 95.8 N-45 10-25 Tamarack 96+00 C Second Lift 141.1 '94.6 N-46 10-25 Tamarack 96+00 E Second Lift 141.5 94.5 Table. No.4 , ~GrB3-'2.\ V( V\ its .i-4- SOU THE R N CAL I FOR N I A 5 0 I LAN D T EST I N G. INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX. 20627 SAN DIEGO, CALIF. ~2120 6 7 e E N T E R P R I S EST. ESC 0 N DID D. CAL. I F. 9 2 0 2 5 .• TEL. E ~ 4 6 -4 5 4 4 November 8, 1985 Pacific Scenes, Incorporated 3900 Harney Street San Diego, California 92110 SCS&T 8421000 Report No.. 27 SUBJECT: Laboratory Test Results, Cal avera H:ills Area, Carlsbad, California. Gentlemen: As requested, we have obtained and tested 23 samples of the sub grade soil from Units 1 through 4 of the subject development. The resiStance val ue ("R" Value) of these samples was determined in accordance with California Test Method 301 and these results are attached., The test 'results include all results of the R-Value tests reported previously. . If you should have any questions after reviewing this repQrt, please do not hesitate to contact this office. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. c?/A1t..e~ ~ Ronald S. Halbert, Project Engineer Reviewed by: ~k..#32142 RRR:RSH:1ITtI cc: (4) Submitted (2) HCH Consultants (1) SCS&T, Escondido sOU THE R N CAL I FOR N I A 5 0 I.L AND T EST I N G.. INC. ( «~' -, . <-R-1 , SAMPLE: Tamarak Ave., Station 80 + 50 -86 + 50 \ .... TEST SPECIMAN A B C [) E DATE TESTED 5-16-85 5-16-85 _ 5-16-85 z Compactor Air Pressure psi 350 220 350 zo Initial Moisture % 6.7 6.7 6.7 w-::dc Moisture at Compaction % 14.7 15.6 13.8 5Q ~15 Briquette Height in. 2.387 2.552 2.361 C/)if Density pcf 115.5 113.2 117.5 EXUDATION PRESSURE psi 303 215 454 EXPANSION PRESSURE DIAL +.0006 +.0006 +.0018 .Jffi Ph at 1000 pounds psi 31 44 22 -~ Ph at 2000 pounds psi 66 98 44 CD w 4.56 4.67 4.07 ~~ Displacement turns C/) . !'R" Value 43 25 61 CORRECTED "Roo VALUE 40 26 57 "ROO VALUE AT 300 PSI EXUDATION PRESSURE = 40 100 , .. --,- 90 GRAIN SIZE DISTRIBUTION " ,. , , ' -SIEVE AS RECEIVED AS TESTED .. , " , , -, 3 ' , 80 -, -2~ , -.. .. 2 -, , 1~ " 70 .. "-1 ,-" .. \ -.. , -.-- ,-~ , , , , ~8 60 .. , , #4 w ,--, :3 -, #8 ' . , , ~50 --, #16 -. -" .. #30 F -- #50 40 #100 #200 .05mm 30 .005mm .001mm '. , . " LIQUID LIMIT 20 PLASTIC LIMIT .. " ,. , .. ... PLASTICITY INDEX " .. .. SAND EQUIVALENT .. " . . ,- 10 .. .. 0 ., 800 700 60 500 400 . 3 " 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA - SOIL & TESTING. INC. BY SMS DATE 5-30~85 . ••• D AIVRAOALR .TARRT .AN OIRao. CALI~OANIA •• 1.D JOB NO. Plate No. 1 8421000 , " -( ( R-2 , . SAMPLE: Tamarak Ave. , Station 86 + 50 -93 + 00 ... TEST SPECIMAN A B C P E DATE TESTED 5-16-85 5-16-R!1 !1-1fi,"R~ z Compactor Air Pressure psi 300 350 260 zo Initial Moisture % 6 3 6 3 6.3 w-~~ Moisture at Compaction % 14 1 13.4 15.2 -0 0_ ~a:: Briquette Height In. ? 451 2.431 2.476 en lXl if Density pct J 17 4 117.7 115.3 EXUDATION PRESSURE psi ?71 537 __ 155 EXPANSION PRESSURE DIAL -.0001 +.0040 -.0002 I a:: ~ at 1CXX> pounds psi 46 23 49 -'W Ph at 2000 pounds psi 101 46 110 -... IXlw turns 4 OR 4.42 4.25 ~~ Displacement enO "R"Value ?fi 58 21 CORRECTED "R" VALUE 56 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 28 100 " , -" -,. 90 GRAIN SIZE DISTRIBUTION " -, SIEVE AS RECEIVED AS TESTED " , - 3 ., " 2~ 80 .". " 2 ' - " , 1~ .. ". " 70 1 ' , ,. , , \ ' , -. , . , .. .. '-2 .. " --, ' , -, . 3 60 .. 78 ' , --. " , , #4 w :::> ., ' , , #8 -' ' ' -. .. #16 ~50 .. 0' F ' , ", -' #30 ... #50 40 #100 .. #200 .' "1~ .05mm 30 ·.005mm " .001mm .. .. . , . '. ' LIQUID LIMIT " ' . PLASTIC LIMIT 20 -' .. PLASTICITY INDEX .. SAND EQUIVALENT .. 10 , , " - 0 "- 800 700 6 500 400 3 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA , SOIL & TESTING, INC. BY SMS .. DATE ••• 0 RIVI!RCALI! .TRI!I!T 5,...30-85 .AN Cll!aC, CALIFORNIA •• 1.0 JOB NO. Plate No. 2 8421000 , -. ( , T. , Wil shi re Ave. , Station 10 + 00 -13 + 50 R-3 , SAMPLE: Greenwich Street, Station 6 + 50 -10 + 25 ., . , . TEST SPECIMAN A B 0 b E DATE TESTED 5-16-85 5-16-85 5-16-85 z ,Compactor Air Pressure psi 350 350 350 zo Initial Mois,ure % 8.5 8.5 8.5 w-:::E~ -() Moisture at Compaction % 13.0 13.9 13.5 ()-,~~ B(iquette Height in. 2.432 2.503 2.412 Cl)rE Density pet 118.9 116.3 119.1 EXUDATION PRESSURE psi 326 139 223- EXPANSION PRESSURE DIAL +.0001 -.0001 +.0002 I a: Ph at 1CXX> pounds psi 15 22 18 -'W Ph at 200:> pounds psi 27 37 30 -I-al w turns 4.16 4.58 4.24 ~:::E Displacement (/)0 "R"Value 75 64 72 CORRECTED "R" VALUE 74 71 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 74 100 -- fr.-t+ .. " 9Q GRAIN SIZE DISTRIBUTION , . . , . " AS RECEIVED AS TESTED . , " SIEVE -, 3 . , -. 80 " ' " " 2~ '. .' " 2 " ,. , " . , 1lf? ' ' .. .. 70 .. ., ,-" 1 \ .-. --1-. -. ., ., -,-" " , >-.. ~ '. . , 60 ' . , .. \ .. --" '" , , , ... . . #4 w ,,- :3 '" --"... , #8 .. ~50 ," .. #16 --." - .. t"'r"7 " F " ., .. #30 ' . " #50 40 #100 #200 " , , I!.:! .05mm 30 .005mm .001mm ' . LIQUID LIMIT .. ,,' PLASTIC LIMIT 20' " .. " PLASTICITY INDEX ' ' . ' , " ", SAND EQUIVALENT .. 10 ' . " " " . . - " a ' 0' 800 700 61 500 400 00 200 100 a EXUDATION PRESSURE psi I ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY SMS DATE ••• 0 RIV_ROALIE aTRlElET 5-30-85 .AN 01_00, CALIFORNIA •• 1.0 JOB NO. Plate No. 3 8421000 . . ,.;...------------~ .. --------------~ --------------.... ( SAMPLE: Greenwi ch Street, Stati on 10 + 25 -15 + 00 ,. TEST SPECIMAN A B C D DATE TESTED 5-1n-AI1 Fi-1fi-A'1 Fi-1fi-AFi z Compactor Air Pressure psi ~OO ~50 350 zo Initial Moisture % A ~ A ~ A ':1' w-~tc Moisture at Compaction % 1fi 4 15 5 14 6 5Q ~~ Briquette Height in. 2 53q 2 44? 2 50 enrE Density pet 11? ? 111 7 113 6. EXUDATION PRESSURE psi lq~ ?CiQ 4QA EXPANSION PRESSURE OIAL -.0002 -0001 +.0003 • a:: Ph at 10c0 pounds psi 11 ?1 17 ..Jw Ph at 20c0 pounds psi 65 43 31 -I-COw Displacement turns 4.R6 4 74 44? ~~ enO "R"Value 4~ 5q 70 CORRECTED "R" VALUE C:;A "R" VALUE AT 300 PSI EXUDATION PRESSURE = __ -'6 ..... 2 _____ _ 100 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 3 2~ 80 2. 1~ 70 1 \ ~. % 60 #4 #8 #16 w ::::> ..J ~50 #30 p: #50 #100 40 #2.00 .0Smm ·.OOSmm 30 .001mm LlaUID LIMIT PLASTIC LIMIT 20 PLASTICITY INDEX SAND EaUIVALENT 10 0 800 SOUTHERN CALIFORNIA SOIL " TESTING, INC. ••• 0 .,IIV.RCAL •• TR •• T .AN CI.QC, CAL'''CRN'A •• 1.0 700 6 500 400 X 200 EXUDATION PRESSURE psi BY SMS DATE 5-30-85 JOB NO. Pl~te No. 4 R-4 .E. 100 ·0 . --R-5 . ( . (:, -' (Unit 2) , . SAMPLE: Simsbury Court Sta ti on 10 + 00 to 15 + 00 Hamden Way Station lOfiOO to 13+00 I , TEST SPECIMAN A B C D E DATE TESTED 6-03-l:i~ 6-_<L3-85 6-03-85 z Compactor Air Pressure psi 300 140 200 ' .. zo Initial Moisture % 5.2 5.2 5.2 w-::Eli Moisture at Compaction % 14.0 15.7 14.8 -~ ... ~a: Briquette Height in. 2.507 2.477 2.571 (/)ID pef 115.7 112.2 115.3 ~ DenSity EXUDATION PRESSURE psi 494 191 378 EXPANSION PRESSURE DIAL +.0014 +.0012 +.0015 I a: Ph at 1000 pounds psi 32 56· 46 ..J W' Ph at 2000 pounds psi 74 124 104 -I-IXlw turns 4.12 4.30 4.29 , ~::E Displacement (/)0 "R"Value 41 14 ~4 CORRECTED "R" VALUE 25 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 19 . 100 . , . " . " 90 GRAIN SIZE DISTRIBUTION ' , ' , ", ,,!- SIEVE AS RECEIVED AS TESTED .. " . , ., 3 . . , . .. . . 80 ... 2~ -. , , -" ,-, .. 2 .. .. . . .. 1~ " .. 70 ." .. 1 . , " .. .. · . ~ , " , .. " .. . . '-2 .. "- 60 .. ta -.' .. , " .. #4 W · #8 :::> , . · . ..J , .. .. #16 ~50 .. .. --. ' , #30 p: ". , , #50 .. #100 40 .. #200 .. .OSmm r t!.:! . QJSmm 30 i'++ .. . . 001mm .. LIQUID LIMIT , . .. PLASTIC LIMIT 20 . . " . .. . , . . PLASTICITY INDEX ., SAND EQUIVALENT • , . " ," 10 ., .. ~ .... -. . , .. , 0 -., 800 700 600 500 400 .: ) 200 100 0 EXUDATION PRESSURE psi" ~ SOUTHERN CALIFORNIA SOIL " TESTING. INC. BY SMS DATE 6-06 ... 85 a •• o RIV.ROAL. aTR •• T .AN Ol.ao, CALIFORNIA •• 1.0 JOB NO. 8421000 Plqte No, 1 ( ( R-6 , . SAMPLE: Simsbury Court Station 15 + 00 to 20 + 75 (Unit 2) , , TEST SPECIMAN A B C' D E DATE TESTED 6-04-85 6-04-85 6-04-85 z~ Compactor Air Pressure psi 140 190 110 w-Initial Moisture % 6.8 6.8 6.8 ::d< Moisture at Compaction % 17.5 16.6 18.4 -0 0-~~ Briquette Height in. 2.565 2.43 -2.55 mjf, Density pet 10/ .8 108.8 105.9 EXUDATION PRESSURE psi U9 _446 179 EXPANSION PRESSURE DIAL +.0015 +.0021 +.0024 .a: I-f1, at 1CXX> pounds psi 54 46 57 ..JW Ph at 2CXXl pounds psi 122 105 129 -I-al w turns 4.16 3.29 4.25 -~::: Displacement me "R"Value 16 25 12 CORRECTED "R" VALUE , 24 . "R" VALUE AT 300 PSI EXUDATION PRESSURE = 17 100 tT!-T 90 GRAIN SIZE DISTRIBUTION " : .- SIEVE AS RECEIVED AS TESTED ' " " -" " 3 80 " , , ' , 2t: .. ' " . ' . "-. 2 " -, .. " : '" 1~ .. ' . ' -. 70 ' , 0> ' , , ' , 1 .. .. . \ ' -~, " .- ~ ,. 60 \ .. , . ' #4 w - :3 -, .. .. ' . #8 " ' . -.. , . #16 ~50 -" ' , , . .. ·;::;'-;:r.' .. #30 F " . .. -, #50 40 ' .. #100 #200 " .05;"~ 30 .005mm t .001mm ,. , . , LIQUID LIMIT ' , PLASTIC LIMIT 20 ' , '., PLASTICITY INDEX . SAND EQUIVALENT 10 ' , 0 800 700 6 500 400 IV 200 100 0 EXUDATION PRESSURE psi " ~ SOUTHERN CALIFORNIA SOIL " TESTING. . ' INC. BY SMS DATE 5-06-85 a.aa RIV.ROAL. aTR •• T aAN al.ao, CALIFORNIA a.1l1a JOB NO. 8421000 Plate No, 2 (-~- ( , R-7 SAMPLE: Simsbury Court Station 20 + 75 to 27 + 75 (Unit 2) I , TEST SPECIMAN A B C D E DATE TESTED 6-04-85 6-04-85 6-04-85 z Compactor Air Pressure psi 350 350 350 zo Initial Moisture % 7.4 7.4 7.4 w-::El< Mo(sture at Compaction % 15.9 16.4 15.5 -0 0-~a: Briquette Height In. 2.43 2.452 2.361 mal ~ DenSity pet 106.9 106.5 108.1 EXUDATION PRESSURE psi 390 223 430 EXPANSION PRESSURE DIAL +.0020 +.0014 +.0023 • a: Ph at 1000 pounds psi ~O 24 18 ..JW Ph at 200J pounds psi 38 44 34 -.... al w turns 4.86 5.03 4.77 ~::E Displacement rna "R"Value 62 57 66 CORRECTED "R" VALUE 61 63 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 58 100 ,-_. -. ---t -, 90 -- GRAIN SIZE DISTRIBUTION ,.' , -. ,- SIEVE AS RECEIVED AS TESTED '-'--- 3 " -, " 80 ' , , . 2~ --... " 2 .' , -'" . . ' 1~ -" 70 .. 1 .. . . -, , -, .. \ .. ... -i.,.+ .- 12 60 .. -. % -. '. .. . . ,--.. . , #4 w .. ::> .. ., .. #8 ..J ... ... . . " .. ~50 .. #16 ' . ..+-.. .. , . H-:-. -#30 p: , #50 40 .. . #100 #200 .05mm 30 . 005mm .. " .001mm ,- LIQUID LIMIT 20 ' .. .. .' PLASTIC LIMIT ~ '. PLASTICITY INDEX " . , -, ,- SAND EQUIVALENT ... , 10 .. , ' . -.- 0 800 700 6XJ 500 400 00 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY SMS DATE 6-06-85 e.eD RIVERDALE eTR.ET .AN DIEOO, CALIFORNIA •• 1.0 JOB NO. 8421000 Plate No. 3 ... . ( « R-8 SAMPLE: Tamarack Avenue Station 86 + 50 to 105 + 50 --, TeST SPECIMAN A B C D E DATE TESTED 6-04-85 6-04-85 6-04-85 z Compactor Air Pressure psi 110 120 200 ffiQ Initial Moisture % 7.4 7.4 7.4 :::i:!;c Moisture at Compaction % 18.1 17.2 16.4 5Q ~a: Briqu~tte Height in. 2.44 2.565 2.46 Cl)Ql 106.5 108.3 110.2 ~ Density pct EXUDATION PRESSURE psi 179 330 402 EXPANSION PRESSURE DIAL +.0003 +.0008 +.0014' .a: Ph at 1CXX> pounds psi 56 50 44 ..Jw Ph at 2CXX> pounds psi 126 112 102 -..-<-Ql w 4.46 4.12 4.10 ~~ Displacement turns Cl)o "R"Value 13 21 26 CORRECTED "R" VALUE 13 21 "R" VALUE AT 300 PSI EXUDATION PRESSURE == 19' 100 , . ft+ ±'-<-t- , . .. ., .. 90 GRAIN SIZE DISTRIBUTION '. .. .. . . .-, . SIEVE AS RECEIVED AS TESTED . , ' . 3 .. 80 .. ' , 2~ '. " , . ., 2 .. , . , . . . " ,. 1~ , . ,. .. . 70.' , . ,. ," .. 1 .. , . '" ' .. \ . , .. . -. . . ' .. ~ . " ... 60 .' \ ... .. " ,#4 w .. -, . ::::> "', " ,. .. . #8 ..J .. , #16 ~50 ......... " ... .. .' .. . ,..,.,.. .. #30 p: .. " " . . . ' #50 -. #100 40 .. ' . , #200 .05mm 30 i:.+ .005mm .. • 001mm " ., LIQUID LIMIT . ' PLASTIC LIMIT 20 , .. ' . PLASTICITY INDEX -.. . . . . . " ... SAND EQUIVALENT . . ' . 10 ... . ., -.. . .. 0 800 700 6 500 400 300 200 100 0 EXUDATION PRESsURE psi ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY SMS PATE 6-06-85 ••• 0 .. ,V ... OALI! .TRI!.T .AN 0 •• 1310. CALIFORNIA •• 1.0 JOB NO. 8421000 Plqte No. 4 - . -i ( / R-9 , SAMPLE: Chesire Avenue Sta. 21+50 -25+75 . , B C D E , TEST SPECIMAN A DAT-E TESTED h-7--A5 6-7-At\ h-7_At\ z Compactor Air Pressure psi 100 Inn tRn zo Initial Moisture % R; gS B.5 w-:::Et( Moisture at Compaction % 16 h lC;.7 14.R -0 0-2.64 2.4gB ~a: Briquette Height in. 2 74 en al pet 110 8 113 4 116.4 (l: DenSity EXUDATION PRESSURE psi lC;q ?6~ . 31B EXPANSION PRESSURE DIAL .0005 .0009 .0010 I a: Ph at 1000 pounds psi 64 fio 57 142 135 131 ..JW Ph at 2CXXl pounds psi -... alw Displacement turns 4.11 3.72 3A3 ~:::E eno "R"Value 7 11 14 CORRECTED "R" VALUE 8 12 "R"VALUE AT 300 PSI EXUDATION PRESSURE = 13 100 .. T' .. .' ., .. .' lot -'t .. GRAIN SIZE DISTRIBUTION 90. .-, , .' SIEVE AS RECEIVED AS TESTED .. 3 ' . 80. .. 2V:: '" . . , .. ,. . " 2 " ., . , '" .. ,-, .. : ~ .. 1~ .. .. .. , ' 1 70. " .. ... .. .. .. . , .. '. ---\ " .. ~ .. .r 60 .. \ ., .- #4 w -. ...,... ::l .. #8 ..J #16 ~50 , . . . _- -' +-"""!"i #30 f #50 40 , .. .. #100 #200 . , --+ '" .. 05mm 30 ~lE ... t ft+ I-t 14+ ... ' , , .005mm --, .~ .. .001mm ., , , " " ... LIQUID LIMIT .' -. 20 ,-PLASTIC LIMIT .. . PLASTICITY INDEX ~";;:"""--"'" t --+ .. . SAND EQUIVALENT " .. , 10 "'t t--.... ITT -, .. .. ,. ., . , .-0 .. 800 700 6 500 400 300 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY RRR DATE 6-14-8.5 BaBC RIVEROALI! BTRI!ET BAN OIEao, CALIFORNIA Ba1ac JOB NO. 8421000 Plate No.. 1 ~ ( .. ( , R-lO ' , . SAMPLE: Chesire Avenue, Sta. 25+75 -31+25 , TEST SPECIMAN A 8 C D ~ DATE TESTED 6-7-8b 6-7-85 6-7-85 z Compactor Air Pressure psi 200 120 150 zo Initial Moisture % 6.4 6.4 6 4 w-~t: Moisture at Compaction % 13.5 14 4 13 9 oQ ~~ Briquette Height in. 2.439 2.498 2.563 (/)LE Density pet 118.1 115.5 117.8 EXUDATION PRESSURE psi 386 227 295 EXPANSION PRESSURE DIAL .0010 .0006 .0007 '. ,Ph at 1CXX> pounds psi 47 56 53 ' , ,a: ::!~ Ph at 2CXX> pounds psi 109 126 120 ,CD w turns 3.37 3.64 3.70 ~~ Displacement (/)0 "R"Value 26 16 18 CORRECTED "R" VALUE 25 19 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 19 100 tt+-r " GRAIN SIZE DISTRIBUTION 90 .. .-" .. SIEVE AS RECEIVED AS TESTED .. , .' 3 80 . , .. 2~ ., . , " 2 ,. ,. ' 1~ " 70 ' .. ... .' 1 " ,.' t .. "'t..;.-. , ~ .. 60 . , \ ... . . #4 w .. :::> "-r+-. #8 ..J .' ." #16 ~50 ··T' .. ... .. .. , , . .. F #30 .' .. #50 40 '. #100 #200 .. .05mm rE: .' --30 . , , . .005mm . . 001mm .. , , . LIQUID LIMIT " . ' .. .. PLASTIC LIMIT 20 -. .. PLASTICITY INDEX .. ~ SAND EQUIVALENT .. .. .. 10 ' . .. _T' • . . , , , , .. 0 l-.. BOO 700 6 500 400 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY RRR DATF; 6-14-85 .a.a RIV.ROAL •• TR •• T " .AN 0'.1310, CALIFORNIA •• ".0 JOB NO'8421000 Plate No • 2 .. ' . (i' (i" '. R-11 • SAMPLE: Pump Station Access Road , TEST SPECIMAN A B C D E DATE TESTED 6-7-85 6-7-85 6-7-R5 z Compactor Air Pressure psi 350 350 350 ze Initial Moisture, % 6.6 6.6 6.6 w-:::id( Moisture at Compaction % 13.3 13.7 12.8 -0 0_ ~o:: Briquette Height in. 2.578 2.43 2.383 cn OO if Density pef 114.4 113.1 115.5 EXUDATION PRESSURE psi 374 211 716 EXPANSION PRESSURE DIAL .0009 .0005 .0011 ,0:: Ph at 1CXX> pounds psi 16 20 24 ..Jw Ph at 2CXX> pounds psi 28 34 26 -I-OO w Displacement _4.59 4.55 4.40 ~~ turns We "R"Value 72 67 75 CORRECTED "R" VALUE ]3 66 74 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 70 100 .. " .. 90 .. '. GRAIN DISTRIBUTION '. SIZE -. . . . -'-'. .- SIEVE AS RECEiVED AS TESTED .. -. -. -', .. ,. 3 80 .. 2~ '" .. . -.. 2 .. " . .. ' .- 1~ ,. 70 .. -. . _. .. , -1 .. .' ~ " .-' . .. · . .. ~ ... · , " \ 60 -.. .. -' '" .. #4 w :;:) .. .. . '- #8 ..J -. . , .. - #16 ~50 -.. .-.. ". , . #30 [.t . ' .. , .. .. #50 ., 40 , #100 .. , .. , #200 , , ,-. .. ~:t:.:l ' .05mm 30 .OO5mm .. + -~ .. • 001mm .. .. .. LIQUID LIMIT 20 .. PLASTIC LIMIT .. · . PLASTICITY iNDEX . . .. SAND EQUIVALENT -. 10 .. .. .. , .. . . . -.. 0 800 700 6X: 500 -400 " 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY RRR DATE eaea RIV.RDALI! 8TRI!I!T 6..,14-85 8AN DI.aD, CALIFORNIA 8.1.0 JOB NO. 8421000 Plate No! 3 . -'. "-. ( (: R-12 , , Seabury Street, Sta. 3+00 to 7+50 SAMPLE: Stockton Plac:p Sta 10+00 to 12+40 -.. TEST SPECIMAN A B C D E DATE TESTED 6-14-85 6-14-85 6.,.14-85 z Compactor Air Pressure psi 140 80 110 zo Initial Moisture % 10.3 20.,4 19 5 w-~~ Moisture at Compaction % -0 0-~8i Briquette Height In. 2.429 2.48 2.545 (/)it Density pet 112.4 108.3 110.3 EXUDATION PRESSURE psi 510 191 311 EXPANSION PRESSURE DIAL .0018 .0010 .0010 I a:: ~ at 1000 pounds psi 48 60 55 . ..JW Ph at 2CXX) pounds psi 117 137 -130 -I-al w turns 3.43 3.96 ~Q ~~ Displacement (/)0 "R"Value 21 10 14 CORRECTED "R" VALUE 20 "Ru VALUE AT 300 PSI EXUDATiON PRESSURE = 20 100 Ff Ffffi . --, -I .-., 90 ' -, -GRAIN SIZE DISTRIBUTION ' , ,'" SIEVE AS RECEIVED AS TESTED ' , .. 3 " 80 . .. . -- 2~ " ,- -' " 2 " ' -, .. , 1~ .. -, , . . -. -, . ' , .. 70, .. ' -.. " --1 .. .. " .~ , , , , " . " .-, , '-2 .. --. , -. 78 60 ., . -. " . , , , --, .. , #4 w " ,-. , :3 ' , , . .' - #8 .. ~50 , .. 0-, . #16 " -" #30 ~ . , #50 ,- #100 40 -' #200 ' , .05mm 30 ..... ++ ~E!: " .CXl5mm -·t :r, .. '~ .001mm ' -r-r , , .. ~ -, LIQUID LIMIT ' , 20 --PLASTIC LIMIT . " ' .,- PLASTICITY INDEX ' , t SAND EQUIVALENT 10 ' . . ' 0 r .' " 800 700 6X>, 500 400 300 200 100 0 EXUDATION PRESSURE psi , .~ SOUTHERN CALIFORNIA " TESTING. --SOIL INC. BY RRR DATE '6-27-85 .a.o RIVEROALE .TREET . • AN O'EcaO, CALIFORNIA .a1ao JOB NO. 8421000 Plate 1 No. . ( ." II ( R-13 . Milfo.rd Pl ac.e, Sta. 10+20 to 1500 SAMPLE: Seabury Street, Stat 7+50 to 10+00 j , TEST SPECIMAN A B C 0 D E DATE TESTED 6-14-85 6-14-R~ n ... 14-R5 ' , , z Compactor Air Pressure psi 220 130 100 zo Initial Moisture % 69 6,9 6.9 w-::dc Mpisture at Compaction % 15.8 16.7 17.6 6Q .~ fS Briquette Height in, 2 41 2 469 2 45 (/)~ Density pet 111.2 110 1 109 8 EXUDATION PRESSURE psI 37R 247 iA7 EXPANSION PRESSURE DIAL .0025 .oofo ,-0009 I a:: Ph at 1000 pounds psi 35 50 -",:; .JW Ph at 2000 pounds psi RO II? 124 -.... 0 CD w Displacement turns 3.95 4.0H 43R ~~ (/)0 "R"Value 39 21 14 CORRECTED "R" VALUE ~7 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 27 100 ,. . fF!=I+:;::;: .. .. . .. .. " '" 90 .. . , DISTRIBUTION ' , .-GRAIN SIZE ,-" . SIEVE AS RECEIVED AS TESTED ' . ' . 3 80 '. 2~ " .. .. . " 2 . , ' .. " ", " 1~ " " 70 . ' , . 1 , . " . . \ " ~....-4' .. ~ " '. % 60 , . .. . " '" .. . . .. .. #4 w .. :;:) .. #8 .J . ", ~50 '. #16 .-'-' , ., , ,. , ,.. " #30 F ... #50 40 #100 " #200 " .05mm 30 rt!,:! . . ... • 00Smm " .001mm " " .. .. " LIQUID LIMIT 20 PLASTIC LIMIT . " PLASTICITY INDEX ~ " ., SAND EQUIVALENT 10 .. .. , , ., 0 61 500' 400 00 200, 100' 0 800 700 EXUDATION PRESSURE psi , . ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY RRR DATE 6-27-85 eaao RIVIEROALIE eTR.IET .AN OIIEClO, CALIFORNIA .a1ao JOB NO. Plate No. 2 8421000 , , SAMPLE: Tamarack Avenue Sta 105+50 -112+50 , , . TEST SPECIMAN A B C 0 DATE TESTED 7-25-85 7-25-85 7-25-85 .. z Compactor Air Pressure psi 240 120 180 zo Initial Moisture % 5.0 5.0 5.0 w-:i:!< Moisture at Compaction % 13.8 15.5 14.7 -u u_ wa: Briquette Height in. 2.526 2.625 2.479 c.tO (/)tE Density pet 115.8 112.1 113.0 EXUDATION PRESSURE psi 498 227 334 .- EXPANSION PRESSURE DIAL .0015 .0005 .0008 .a: Ph at 1CXX> pounds psi 31 49 37 ..Jw Ph at 2CXX> pounds psi 72 110 84 -I-tOw 4.02 4.10 4.17 ~:i: Displacement turns (/)0 "R" Value 43 22 35 CORRECTED "R" VALUE 24 "R" VALUE AT 300 PSI EXUDATION PRESSURE = _...::;3=2"-· ____ _ 100 GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED '-'-3 I 2~_ I 2 I -- 80 .. ~--~~~--. -----t-~ 't 1~ I 70 ~ t---:::::; t--_ 1 3, '4 1'2 i J. I '8 60 I--t ::4 I j I -'::8 I -::16 W ;:) ..J ~50 ::30 F #50 #100 40 ±I:i:t . #200 .05mm 30 .005mm .001mm LIQUID LIMIT PLASTIC LIMIT 20 PLASTICITY INDEX SAND EQUIVALENT 10t--. ~- SOUTHERN CALIFORNIA SOIL & TESTING. INC. IlIiIIID RIVERDALE STREET SAN DIEDO, CALIFORNIA 81i11RD EXUDATION PRESSURE psi BY RRR DATE 7-31-85 JOB NO. 8421000 Plate No. 1 R-14 E i I -.-J ,i i I (I SAMPLE: Tamarack Avenue, Sta. 112+50 -119+00 TE,ST SPECIMAN A B C 0 DATE TESTED 7-25-85 7-25-85 7-25-85 z Compactor Air Pressure psi 100 110 120 zo Initial Moisture % 7.0 7.0 7.0 w-::d, Moisture at Compaction % 22.1 20.3 19.4--0 0-~a: Briquette Height in. 2.60 2.55 2.58 CfJal if DenSity pef 102.1 104.1 107.4 EXUDATION PRESSURE psi 179 370 521 EXPANSION PRESSURE DIAL .0006 .0023 .0049 .a: Ph at 1CXX> pounds psi 62 53 46 ...Jw Ph at 2CXX> pounds psi 138 127 111 -..... al w turns 4.08 3.58 3.45 ~::E Displacement CfJO "ROO Value 9 15 24 CORRECTED "ROO VALUE 25 "ROO VALUE AT 300 PSI EXUDATION PRESSURE = _' ..=1;.:2:-___ .,.-_ GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 I 2~_ I 2 ! -1~ I 1 3/4 ,. '2 I I 3, I '8 =4 I I -I =8 I I ! -=16 =30 =50 . #100 #200 .05mm .005mmi .001mml LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 100 90 80 70 60 ~ w :3 ~50 F 40 30 20 o 800 SOUTHERN CALIFORNIA SOIL & TESTING. INC. ,. '~ ~ !-. --r-> ::::: ==; -:::::+ -:::- -. -t--+--". . ' '. --~ ,.... 700 6(", EXUDATION PRESSURE psi BY RRR DATE 7-31-85 IIRIID RIVERDALE IITREET BAN DIEDO, CALIFORNIA 8R'RD JOB NO. 8421000 Plate No. '2 R-15 E I ~ R-16 SAMPLE: Glenbrook St., Sta. 8+10 -13 + 75 &Wilshire Avenue, Stat .13+50 -17+00, , TEST SPECIMAN A B C 0 E DATE TESTED ~-~~-~o 8-22-85 8-22-85 .. z Compactor Air Pressure psi 350 350 350 " zo Iritial Moisture % 1.1 7.1 7.1 w-:::dc Moisture at Compaction % 15.1 14.2 14.7 -0 0-wa: Briquette Height in. 2.434 2.465 2.490 Il.IXl .. cn~ Density pet 115.0 113.4 115,4 EXUDATJON PRESSURE psi ~lb 398 2b!:l ! EXPANSION PRESSURE DIAL -.0002 --.. ... 0002 I a:' Ph at 1000 pounds psi 24 16 21 ~ ..Jw 43 30 38 .. Ph at 2000 pounds psi -I-IXlw 4.66 .4.20 4.54 ~~ Displacement turns cnO "Roo Value 59 72 64 CORRECTED "R" VALUE 57 "R" VALUE AT 300 PSI EXUDATION PRESSURE = ___ 68 ___ _ 100 ... GRAIN SIZE DISTRIBUTION 90 SIEVE AS RECEIVED AS TESTED 3 ~.I 80 ., 2 I .. -1~ 70 1 31.& "2 3, 60 'c-"::-i--" . -I-""" ..... -.... . ~ .. '8 f-'-'+ __ ..l.' :=r:=-= -.----' ~ -~.....:. -:-< ::.:; ;::: #4 I ::8 -I I . :!.':16 W ::> ..J ~50 =30 p: =50 #100 40 #200 .. 05mm .005mml 30 .001mm LIQUID LIMIT PLASTIC LIMIT 20 PLASTICITY INDEX SAND EQUIVALENT 10 SOUTHERN CALIFORNIA SOIL & TESTING, INC. eReo RIVERDALE STREET eAN OIROO, CALIFORNIA IIR'RO '--+-- '::--i--". 1++.,.... ::::r" -,... ... --1--': :.:::t::: , -t,~;;: ~_ .. ,. '::7"' .-:~ ~-I-" .. ~:7-:::": 77= ,~~~! . .:!== J± ..,-t:::::. r:::: ~::::t= .. - EXUDATION PRESSUR~ psi BY RRR DATE 8-26 .. 85 JOB NO. 8421000 Plate No, 1 ,. . ( : .... ( - R-17 ... SAMPLE: Newshire Street, Stat 17+00 -21+50 rEST SPECIMAN A 8 C [) E DATE TESTED 8-22-85 8-22-85 8-22-85 z Compactor Air Pressure psi 350 350 350 zo Initial Moisture % 10.4 10.4 10 •. 4 w-::E~ Moisture at Compaction % 15.0 16.9' 16 0 -u u_ ~o:: Briquette Height in. 2.517 2.492 2.545 CfJal pct 114.6 112.2 112 .• 6 if Density EXUDATION PRESSURE psi 756 267 398 EXPANSION PRESSURE DIAL .0041 .0008 .0030 . ,0:: Ph at 1000 pounds psi 30 36 32 -'w Ph at 2000 pounds psi 66 78 72 -.... al w turns 3.81 4.15 4.40 ~::E Displacement CfJO "R"value 48 39 41 CORRECTED "R" VALUE "R" VALUE AT 300 PSI EXUDATION PRESSURI; = 39 GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 2~ ~I ________ -+ ________ ~ ~I #8 #16 #30 #50 #100 #200 .05mm .005mm .001mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 100 90 80 70 60 40 30 20 10 a 800 SOUTHERN CALIFORNIA SOIL & TESTING. INC. eaee RIVERDALE eTREET .AN DIEDe, CALIFORNIA 8a,aD 11+r-tFF o I=P ~; rll-T'~ -. , :..;.-f---. ... ;......,: - 700 SIX 500 t~ 'f-_~r-~ " ;:-t:~~~:~: ~: __ '"': -:-:;~':.~~ ..::: 1-;.-,. f-:=:'" .• ~~ -... ~ "'.t=+ ... ~." --t---+-==-·to ',.. .... r~;:.:: -:=~--:: 0' -+ .. , 0 t ' '.: .:, I---0_-11-:+,. -.Th-.''-_ ~:f--~I----0. , , 0:.1' t...,.~~--== .'H-o-_"-m;:fi±: ---+~::.t.t:~. ~ . '400 300 200 100 a EXUDATION PRESSURE psi BY RRR JOB NO, 8421000 Plate No, 2 ____________________________ ~r~ I: R-18 SAMPLE: Hardwich Drive Station 20+60 to 25+40± , TEST SPECIMAN A B C D' E DATE TESTED 8/20/85 8/20/85 8/20L85 z Compactor Air Pressure psi 350 350 350 zo Initial Moisture 'ro 7.1 7 1 7 1 w-::E~ Moisture at Compaction % 13.3 14 2 12,5 -u u_ w a::. Briquette Height in. 2.434 2.51 2.532 a.. co : C/)~ Density pet 115.0 115.5 116.4 EXUDATION PRESSURE psi 334 195 756 EXPANSION PRESSURE DIAL + .0012 + .0002 + 0020 • a: L Ph at 1(XX) pounds psi 21 33 20 ~ ~' Ph at 200J pounds psi 43 67 40 ~ ~ Displacement turns 4.35 4 58 4 15 C/) 0 "R" Value 61 42 64 . CORRECTED "R" VALUE 59 "R" VALUE AT 300 PSI EXUDATION PRESSURE = _5:,,7:...-___ _ -, 100 . GRAIN SIZE DISTRIBUTION 90 SIEVEi AS RECEIVED AS TESTED 3 1 ~_I 80 I 2 ! -1~ I 1 ! J, , 70 .~ : 1 I '~ ! ! .1. 1 -8 60 , ::4 I -: w :3 I ::8 I I -i I ::16 I ~50 ::30 ; I p: ::50 I ::100 , 40 ::200 1 .0S,.,ml .00S""ml 30 .001mmj LIQUID LIMIT PLASTIC LIMIT 20 PLASTICITY INDEX SAND EQUIVALENT 10 r-- '---- 0 ---'- 800 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 8R8e RIVEROALI! STRI!I!T .AN OIEQO, CALIFORNIA 111II1RO -i-=-.. ~ .. -... ,c. '" •.••• , .. ,. -.t---~' .. i..L .:c-tc::t:rl-... ·r~:. ...... , ... _.-........ , .. . f""'H"-t·~ .~r-:-' r..--, ~~ ~.f: ..... ~!. ::::a:::: ,_'::-C ,"-_. . ..,...~-:=~: ---..--~-~---_ 1--. -'-f-~- .'" :t:+t EXUDATION PRESSURE -psi Cal avera Hills BY SMS DATE 8-26-85 JOB NO. 8421000 Plate No. 1 --------------------~~.--~----~~~----, $.AMPLE: nAil Street Station 10+00± to 14+70± , " TEST SPECIMAN A B C D E DATE TESTED 811~/8t:> 8/19/85 a/19/85 z Compactor Air Pressure psi .350 350 3~0 zo Initial Moisture % 6.7 6.7 6 7 w-:::dc Moisture at Compaction "lo 11.2 12.1 12,9 -0 o-we: Briquette Height in. 2.52 2.515 2.58 0.. Cl . wit Density pct 119.9 117.1 118.9 EXUDATION PRESSURE psi 470 259 219 - EXPANSION PRESSURE DIAL + .0076 + .0016 ' + .0004 ~ Ph at 1CXX> pounds psi 22 28 31 ---.J .e: -1W Ph at 2CXXl pounds psi 44 55 66 -t-Cl w 4.30 4.50 4.50 ~~ Displacement turns (/)0 "R"Value 61 52 44 CORRECTED "R" VALUE 45 "R" VALUE AT 300 PSI EXUDATION PRESSURE = .,---:5""'5=--____ _ 100 GRAIN SIZE DISTRIBUTION 90 SIEVEi AS RECEIVED AS TESTED 3 2~ I ---;-I 80 1Vz I 70 1 :It. I I· ,:? ,l, I '8 60 ~I-' ~4 i -W ::> -1 ~8 =16 ~50 =30 =50 :;:100 #200 .05",m .005m",1 .001",m LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EOUIVALENT F 40 30 20 10 I--- !-- o 800 SOUTHERN CALIFORNIA SOIL & TESTING. INC. SReD RIVERDAL.E STREET BAN OIEDO, CAL.IFORNIA IIR1RD . ,..- .... ' . """-,-- I--!+" := =;:::-=§::E .. .',,:1-- ,-"':--'~" .t-. '. • , ~-~.-t-.• f::-. . ·:"'t::·~ 1'= -, '--r-::: L_ .-. !:.t::::;t' .- ., "'" -:-:: :':~:'!: r-.: .-. :=--1---::::::l -=t· ,,:::-~!:. =.::! ~--:-'--:..,.. -'. _. --~:.!: ;-;.::::.~:: ";.r:-~f==!:l ~.. .~ .~ ... ....,. '--:-< .• ', • :.-:. ~f= 8::--:. ' .,' --'::.; . , -:-::=:;:::::::; ...... .-_ .. .., . .," "--....... fo-.-I-.••• [":'" -.-.....:..:--:5 .~-I---i-T -~:::--"-r-~: :r::t::::r ::-";r::::, -=:-.::=-.; 700 6 XJ 500 400 300 200 100 0 EXUDATION PRESSURE psi Ca 1 avera Hi 11 s BY SMS DATE 8-26-85 JOB NO. 8421000 Plate NO. 2 ~ ! -. ';" R-20 "F" Street Station 0+00 -9+60 SAMPLE: "DII Street Station 0+00 -2+00 • , , . TEST SPECIMAN A B C D E DATE TESTED 9-04-85 9-04-85 9-04-85 z~ Compactor Air Pressure psi 350 350 350 ~t( Initial Moisture % -4.9 4.9 4 9 -Q Moisture at Compaction % 119 110 10.1 ~a: Briquette Height in. 2.571 2.482 2.398 cn m 119.5 120.2 122.3 rE Density pcf EXUDATION PRESSURE psi 255 322 .677 EXPANSION PRESSURE DIAL +.0001 +.0007 +.0018 .a: Ph at 1000 pounds psi 28 21 18 ~w Ph at 2000 pounds psi 60 44 37 -.... mw turns 4.70 4.30 4.00. ~~ Displacement "R"Value 47 61 68- CORRECTED "R" VALUE 48, 61 66 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 59 100 'tHtH=t: , :~ . Ir-. .. t-+-+--90 " GRAIN SIZE DISTRIBUTION -. ... ..,. ~ SIEVE AS RECEIVED AS TESTED -. 3 80 21j,. -;-:::.-f---=-"-2 . j. -1~ , -'" rrH-h' ..... -4-~ , ' 70 1 34 " " ~ , , 3 60 +t-)8 t ' , #4 w .-: rrr .-.. . -' , , #8 :3 . ' .. , , . #16 ~50 .. ~F-~ #30 p: .. .. #50 . ' #100 40 .. #200 .05mm 1""" 30 '. . 005mm ' h-' . ; , ' +i- .001mm LIQUID LIMIT 20 PLASTIC LIMIT ... " .. PLASTICITY INDEX . ~ SAND EQUIVALENT 10 0 800 700 6 500 400 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL " TESTING. INC. BY RSH DATE 11-7-85 ••• 0 RIVERDALE .TRE.T .AN OIEOO, CALIFORNIA •• 1.0 JOB NO. 8421:000 . liE II Street Station O+vu 4+8 R-21 r: 110 11 Street Station 2+00 3+30 SAMPLE: .~( { TEST SPECIMAN A B C D E DATE TESTED 9-5-85 9-5-85 9-5-85 z~ Compactor Air Pressure psi 350 280 100 w-Initial Moisture % 5.8 5.8 5.8 ~!;( Moisture at Compaction % 11.1 12.0 12.9 ula! ~a: Briquette Height in. 2.43 2.65 2.538 mal ~ Density pet 122.1 117.0 119.1 EXUDATION PRESSURE psi 370 295 159 EXPANSION PRESSURE DIAL +.0003 -.OOO~ -.0005 ,a: Ph 'at 1000 pounds psi 34 43 56 ...IW Ph at 2000 pounds psi 71 95 128 -I-al w 3.91 4.31 4.30 ~~ Displacement turns m,o "R"Value 44 28 13 CORRECTED "R" VALUE 42 31 13 "R" VALUE AT 300 PSI EXUDATION PRESsuRE = 32 100 ttt+t~ -tit .' , -1~, " . ' t' . 90 " GRAIN SIZE DISTRIBUTION ! ,-, -t, SIEVE AS RECEIVED AS TESTED ,. -3 ~ 80 2V-. '''-C!.:':= ~ . , '2 . . 'i71T ,..t - 1~ ~f-+ i', •. r+-'. ' 1 70 " --1--7-~ , . 3;. 4 , 1;2 .. " 60 ,,0- 7's "'+-!--. ' " .. #4 w . , :::l ' , #8 ...I . ' . #16 ~50 ;.., 1--', r ..... ~ #30 F ,-., #50 40 #100 ' . #200 . 05mm ,. . 30 '" .005mm Ii-. ,', L .oP1mm '" LIQUID LIMIT 20 PLASTIC LIMIT .. PLASTICITY INDEX . ... SAND EQUIVALENT ' , 10 , . . ' " 0 800 700 6 500 '4 00 ·200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL Ie TESTING. INC. BY RSH DATE 11-7-85 - 8R80 RIV.ROALI! 8TR •• T 8AN OI.caO, CALIFORNIA 8R1RO JOB NO. 8421000 , " • . R-22 ~ SAMPLE: IIAII Street Station 0+00 -3+80 r-. TEST SPECIMAN A B C D E , DATE TESTED 9-5-85 .9-5-85 9-5-85 z~ Compactor Air Pressure psi 300 200 80 Wi; Initial Moisture % 3 1 3.1 3.1 ~~ Moisture at Compaction % 13 5 14 3 15 2 ,~~ Briquette Height in. 2.559 2.55 2.641 11;; Density pet 116.5 115.0 112.5 EXUDATION PRESSURE psi 482 318 263 EXPANSION PRESSURE DIAL +.0022 +.0017 +.0006 I a:: Ph at 1000 pounds psi 43 52 62 -IW Ph at 2000 pounds psi 103 123 141 ffil-<w Displacement turns 3.93 3.80 3.94 t)~ 26 17 8 ,. "ROO Value CORRECTED "ROO VALUE 28 17 9 "ROO VALUE AT 300 PSI EXUDATION PRESSURE = 15 100 Hm1$ . '~ ,p 90 GRAIN SIZE DISTRIBUTION ' ' ~ .,. , SIEVE AS RECEIVED AS TESTED , , -3 '++ 80 ". 2V-. " ~ 'H ++1 ' 2 -' , .:;--0 1~ .. ,"!+b-+·~ " 70 -~.:: 1 0, 0, ~ , ~ , ' " . ,0 ~ 0' " 343 60 " , ' "-j-p:r.:: #4 W . ::;) , . ", #8 -I #16 ~50 r o. #30 F .. #50 40 #100 #200 .05mm • :r .005mm 30 ; • .001mm ' . LIQUID LIMIT ., 20 PLASTIC LIMIT ~ .' . 0' PLASTICITY INDEX .. SAND EQUIVALENT 10 ,0 0 800 700 6 500 400 200 100 0 EXUDATION PRESSURE psi . ' ~ SOUTHERN CALIFORNIA .. SOIL & TESTING. INC. BY RSH DATE 11-7-85 ••• 0 .,ltVEROALI! .TRI!IET .AN OIEOO, CALIFORNIA •• 1.0 JOB NO. 08421000 -, ' • -j . 118 11 Street ALL 'R-23 SAMPLE: Hqrwtclt Dri'Ye St~tton 10+00 ... 20+40 , ~::. 0 TEST SPECIMAN A B C E " DATE TESTED ~-4-85 9-4-85 9-4-'85 .. z~ Compactor Air Pressure psi Hand 40 180 w-Initial Moisture % 1.2 7.2 7.2 ~t( Moisture at Compaction % 17.9 16.1 14.3 5Q ~f5 Briqoette Height In. 2.753 2.65 2.558 ~ 'DenSity pef 107.3 110.9 115.3 EXUDATION PRESSURE psi 131 199 314 EXPANSION PRESSURE DIAL -.0001 -.0003 +.0004 ,e: Ph'at 1000 pounds psi 12 68 52 :::!~ Ph at 2000 pounds psi 157 143 122 COw Displacement 4.85 4.61 3.95 ~~ turns UJo "R" Value 1 6 16 CORRECTED "R" VALUE 2 6 16 "R" VALUE AT 300 PSI EXUDATION PRESSURE = 15 100 , If:F:Wr$1$ fH " ':, +~,i" • -!-. Ii-H''-'ttE '" , .... ~p::: GRAIN SIZE DISTRIBUTION 9Q ~ ,.,. , . 'r -, " SIEVE AS RECEIVED AS TESTED .. -.. 3 " ~ , T:- 80 t. 21t ++4 : .. : '~ ~. t " 2 " " .. . -I-! ~ "H ~: :t;:::: 1~ ; .... " 70 ~ ''''-' 1 .,' .. ~ ........ - , ' 34 .. " ~ , " . , 60 ' , .. \ , ' .. +i""'!7 t .. ~H-h-" , ......... , ..;.: " ' , ' #4 w . ' .. , :3 '-T' " ' . " --''ri' +:-+1' ' #8 ' , #16 ~50 ,-;-;"!-t'H-'-.... t-" .... tttrt-#30 p: #50 40 #100 .. , #200 , , .05mm 30 .1 ft· ' :fill .005mm +i''i .. . 001mm LIQUID LIMIT :r, PLASTIC LIMIT 20 ~ PLASTICITY INDEX . .. . . --. SAND EQUIVALENT 10 ' ' ... , . " 0 . ' 800 700 6 500 400, 3 200 100 0 EXUDATION PRESSURE psi ~ SOUTHERN CALIFORNIA SOIL " TESTING. .. INC. BY RSH DATE 11-7-85 8.80 RIVERDALE eTREET .AN DIEClO, CALIFORNIA •• 1.0 , JOB NO. 8421000 .. .' CT 83-21 lAt\it s i-If SOUTHERN CALIFORNIA SOIL ANO TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF". 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALlr~ ~2120 ." 678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025' TELE 7-46-4544 December 16, 1985 Pacific Scenes, Inc._ SCS&T 8421000 3900 Harney street Report No. 28 San Diego, California 92110 SUBJECT: Pavement Section Recommendations, Calavera Hills, Unit 10f Villages "0" & "P-1", Carlsb~d, California. Gentlemen: In accordance with your request, this report has been prepared to present the pavement section recommendations fo+, T_~marack Avenue, Newshire Street, Glenbrook Street and Wil.Shir~· Avenue. These recommendations are based on the results of -the R-Valtle samples previously tested and the Traffic Indexes assigne~ by the City of Carlsbad and estimated by our firm. Based on the traffic indexes and the R-Value results, the pave- ment recommendations for the subject development are _as fol- lows: Tamarack Avenue Station ID5+50 to 112+50 Traffic Index = 8 R-Value of Native = 32 R-Va1ue of Class III Base = 73 Thickness of A.C. = 4 1/2 Inches Thickness of Class III Base = 11 Inches SOUTHERN CAL I FOR N I A SOl LAN 0 ;-EST·I N G, I· N C. SCS&T 8421000 December 16, 1985 Tamarack Avenue Station 112+50 to 119+00 Traffic Index = 8 R-Value of Native = 12 R-Value of Class III Base = 73 Thickness of A.C. = 4 1/2 Inches Thickness of Class III Base = 16 1/2 Inches Glenbrook Street Station 8+10 to 13+75 Traffic Index = 5 R-Value of Native = 68 R-Value of Class III Base = 73 Thickness of A.C. = 3 Inches Thickness of Class III Base = 6 Inches Newshire Street Traffic Index = Station 17+00 to 21+50 5 R-Value of Native = 39 R-Value of Class III Base = 73 Thickness of A.C. = 3 Inches Thickness of Class III Base = 6 Inches Wilshire Street Station 13+50 to 17+00 Traffic Index = 6 R-Value of Native = 68 R-Value of Class III Base = 73 Thickness of A.C. = 3 Inches Thickness of Class III Base = 6 Inches Page 2 SCS&T 8421000 December 16, 1985 Page 3 We recommend that all base and the upper 6 inche.s of subgrade be compacted to at least 95% of the maximum dry density. All soft or spongy areas should be removed and be replaced with compacted soil or compacted base material. All materials and methods of construction should also conform with good engi- neering practices and the minimum standards established by the City of Carlsbad. If you should have any questions after reviewing this report, please do not hesitate to contact this office. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Ronald S. Halbert, Project Engineer Reviewed by: Charles H. Christian, R.C.E. #22330 CHC:RSH:pp cc: (4) Submitted (1) City of Carlsbad CT 8'3·21 Utl ;-l.~ i-¥ SOU THE R N CAL I FOR N I A SOl L A -N 0 T EST I N G, INC. 6280 RIVERDALE ST. SAN DIEGO. CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO,. CALIF'. 92120 " 678 ENTERPRISE ST. ESCONDIDO, CAL.IF. 92025· TEL.E 746-4544 December 24, 1985 Pacific Scenes, Inc. SCS&~ S421000 3900 Harney Street Report No. 29 San Diego, California 92110 ATTENTION: Bob Fontana SUBJECT: Pavement Recommendations for Tamarac:k Avenue, Cala- vera Hills, Carlsbad, California. Gentlemen: In accordance with a request from Bob Fontana of your office, we have review our files to determine if we had formuiated the pavement section previously for Tamarack Avenue. In your telephone conversation with Charles H. ChlTistian you had stated that a pavement section of 4 inches of A~C. on 11 inches of Class III Base had been recommended on .a portion of Tamarack Avenue previously. The s'earch of our recorc;ls and a telephone conversation with Robert R.Russell of our office has indicated that we did not prepare the pavement section recom- mendations and it appears that they were supplied by the City ·of Carlsbad. The recommendations presented in Report Number 28 were calcu- lated by the standard Cal trans formula.s for pavement design. The traffic indexes for Tamarack Avenue were supplied by the City of Carlsbad and used for our calc~lations. It is also our SOU THE R N CAL I FOR N I A SOl LAN D T EST I -N G·, INC. SCS&T 8421000 December 24, 1985 Page 2. understanding that a traffic index of 6 was used for the previ- ous pavement section for Tamarack Avenue while we were given a traffic index of 8 to use for calculation of the pavement sec- tion presented in Report Number 28. The calculations for New- shire Street, Glenbrook Street and Wilshire Street showed val- ues below the minimum city requirements and the minimum re- quirements were then recommended in accordance with Table A for Street Design Criteria supplied by the City of Carlsbad. If you should have any questions after reviewing this report, please do not hesitate to contact this office. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Ronald S. Halbert, Project Engineer Reviewed by: Charles H. Christian, R.C.E. #22330 CHC:RSH:pp cc: (2) Submitted (1) SCS&T, Escondido CT e~ .. 2' '14V\;ts i-'" 5 0 U THE R N CAL I FOR N I A 5 0 I LAN 0 T E, '5, TIN G. INC. ,6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P)p.,_BOX 20627 SA'"N DIEG'b, 'CALIF~ 92120 . G 7 BEN T E R P R I 5 EST. ESC 0 N DID D. CAl. I F. 9 2 0 2 5 .. TEL E 7' 4 G -4 5 4 4 February 10, 1985 Pacific Scenes, Inc. 3900 Harney Street San Diego, California 92110 SCS&T 8421000 Report No. 30 SUBJECT: Sewer Pipe Reconmendations, Harwich Drive, Calavera HillS, Unit No.4, Carlsbad, California. Gentlemen: In accordance with the request of George Haviar, this' letter ,has beeh prepared to present our opinion regarding the use of PVC sewer pipe in lieu of the type reconmended on the si te plan drawn by Rick E:ngineer.i-ng ,Company. A review of the grading pl ans prepared by Rick Engineeringtompany' dated April 30, 1985 indiates the following depths of fill associated with the, stations along Harwich Drive. Station Grading Plan 12 + 00 16 + 00 18 + 00 20 + 00 Improvement Pl an, 28 + 00 26 + 00 25 + 00 24 + 00 20 + 00 20 + 00 18 + 00 Approxima'tely ~6 feet fill 12 fee,t fill 16, feet fi'll ',4 feet fi 11 5 feet fill Dayl ight 3 feet fill 5 0 U THE R N c: ALI FOR N 1 A 5 OIL A NOT EST I, N G., ' 1 N C:. SCS&T 8421000 February 10, 1986 Page, 2 Based on the depths of fill it is anticipated that the pipe will be placed in firm natural ground from station 14 + 00 to 20 + 00 and in compacted fill between stations 10 + 00 and 13 + 75. The native soils at the subject site are comprised of sandstones and si 1 tstones of the Santi ago Formati on. Thi s formati on is very clense and standard penetration tests perfonned in, undisturbed material generally exceed 30 blows per foot. In a compacted fill condition, our experience indicates that standard penetration resistance exceeds 20 blows per foot. Our opinion regarding the allowable use of the SDR-35 PVC pipe 1-5 based on the Standard Drawing detail Number S-18 prepared by the City of San Diego. This detail requires that the supporting soils have a minimum standard penetration resistance greater than 13 blows per foot if PVC pipe is to be used. It is our opinion that a PVC pipe type SDR-35 may be used in the range of depth from 5 feet to 20 feet. For depths greater than 20 feet, a heavier PVC pipe or clay pipe will be required. For the backfill of the trench, we recommend a bedding of 3/4 inch maximum crushed rock be used as shown on the following plate. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of' .professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Ronald S. Halbert, Project Engineer DBA: RSH:mw c~: (4) Submitted (l) City of Carlsbad I , i:;> C .. . c: ~ 0 0 -N en .>< ... ... ... .. c:l Co Co ::l -= ~ C .&: ... c: .. ~ .. ... c: . c: 0 "E N ~ -::a .. 0 .. en = c. i:i: , ( Trench Width Invert Elevation NOTE: ' ,(~ , .. C-o ... ~ .. c; :t 0 .-.. e ,c -' 0' e .. > ::I .. e .. ,. X W -::E Ii' min. -S" max. 4" tei 15" pipe 3/4" max. crushed rock encasement 4" min. to S"max. beneath pipe or 1" min. beneath bell, whichever is greater. 1. (.) Indicates minimum relative compaction. Standard Drawing $-18 'k. SOUTHERN CALIFORNIA W SOIL & TESTlNG,INC. Calavera Hills, Unit No.4 ,BY: RSH OAT E,: 2~6-86 JOB NU~BE~: 8421000 .Pl ate No. 1 -·c -r f)3'" 21 lA,.. ;~s j...-If SOU THE R N CAL I FOR N I A SOl LAN D T EST I N 'G, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN OIEG,D, CA:LIF. 92120 . 678 ENTERPRISE ST. ESCONDIDO, CAL-IF. 92025· TEL-E 746-4544 June 19, 1986 Pacific Scenes, Inc. SCS&T 8421000 3900 Harney Street Report No. 31 San Diego, California 92110 SUBJECT: Pavement Design Recommendations, Tamarack Avenue' and Hardwich Drive, Ca1avera Hills, Carlsbad, Ca . .1.i:f,ornia. Gentlemen: In accordance with your request we have prepared this report to present the pavement section recommendations for the subject streets. These recommendations are based on ·the results ,of Resistance Tests (R-Values) performed on representative samples of the subgrade soils. The results of these tests have been presented in previous reports in addi tion to pavement recommendations for Tamarack Avenue. The pavement recommendations for Tamarack Avenue 'as prese;nted in our report entitled "Pavement Section Recommendations· dated December 16, 1985, (SCS&T 8421000, Report ~o. 28), are as follows: Tamarack Avenue Station 105+50 to 112+50. Traffic Index = 8 R-Value of Native Soil = 32 R-Va1ue of Class III Base = 73 SOUTHERN CALIFORNIA SOIL AND TESTING, INC. <-SCS&T 8421000 June 19, 1986 Thickness of A.C. = 4 1/2 Inches Thickness of Class III Base = 11 Inches Tamarack Avenue Station 112+50 to 119+00 Traffic Index = 8 R-Value of Native Soil = 12 R-Value of Class III Base = 73 Thickness of A.C. = 4 1/2 Inches Thickness of Class III Base = 16 1/2 Incnes Page 2 Based on the traffic index assigned by the City of Carlsbad and the R-Value result previously reported in our 'report entitled "Laboratory Test Results" dated August 26, 1985, (SCS&T 8411142, Report No.4), the following pavement recommend'atiops for Hardwich Drive are as follows: Hardwich Drive Station 20+60 to 25+40 Traffic Index = 5 R-Value of Native Soil = 57 R-Value of Class III Base = 73 Thickness of A.C. = 3 Inches . Thickness of Class III Base = 6 Inches The pavement section shown for Hardwich Drive is based on the minimum pavement section required by the City of Carlsbad. The upper six inches of subgrade should be -scarified, moisture conditioned to above optimum moisture-requireme;nts, and compacted to at least 95% of the maximum dry density. All soft or spongy areas should be removed and replaced with compacted fill. The base material should be compacted to at least 95% of its maximum dry density. All materials and .methods of construction should conform with good engineering practices and the minimum standards set forth by the City o! Carlsbad. • r SCS&T 8421000 June 19, 19.86 Page 3 If you should have any questions after reviewing this report, please do not hesitate to contact our office. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Ronald S. Halbert, Project Engineer Reviewed by: Charles H. Christian, R.C.E. #22330 CHC:RSH cc: (3) Submitted (1) City of Carlsbad Engineering Department (1) SCS&T, Escondido CT S3 .... ZJ lAve;-ls 1.. .. tt RECEIVED JUL 101986 CITY OF CARLSBAO :ENGINEERlNG, DEPART MEN r SOUTHERN CALIFORNIA SOIL ANO TESTING.,INC. 6280 RIVERDAL.E ST. SAN DIEGO, CALIF'. 92120 • TELE 290'"4321 • P.O. BOX 20627 SAN CI,EG~, CALIF'. 92120 678 ENTERPRISE ST. ESCONOIOO, CAI..If'. 9:Z0:Z5· T·EI..E 74.6-4544 July 9, 1986 Pacific Scenes, Inc. 3900 Harney Street San Diego, California 92110 ATTENTION: George Haviar SCS&i 8421000 SCS&T 8421142 Report No. 32 SUBJECT: Pavement Section Reconmendations, Ca lavera Hill s, Vill ages 0 and P-l, Unit 4 and Village L-l, Carlsbad, California. Gentlemen: In accordance with a request from Mr. George Haviar of your office, this report has been prepared to summarize the pavement recol1lilendations of Vi llage 0 and P-l and L-l. The pavement sections for Tamarack Avenu~ in Village 0 and P-l and Harwich Drive in Village L-l were presented previously and are pre5ented, herein. The remairrder of the pa~ement sections presented herein are based on Resistance Tests (R-Value) results that were reported previ.ously only as test results. Based on the traffic indexes shown on Table A of the Street Design Criteria prepared by the Cfty of Carl sbad and the R-Va.lue resul ts" the pavement . recommendations for the subject development are as follows: . R EC E I V ED .::5'"7iE"~~ ~77i?N~ 4P~t/t!!D 7-//-B~ ~ JUL :1986 CITY OF CARLSBA[ . Building Department SOUTHERN CALIFORNIA SOIL AND TESTING. INt:. ( SCS&T 8421000 July 9, 1986 Ashby Street, Village 0 and P-1 Entire Street Traffic Index = -4.e5' 5.0 R-Value of Native = 15 R-Value of Class III Base = 73 Thickness of A,C, = 3 Inches * Thickness of Class III Base = +-Inehe! C)" Brittany Way, Vill age 0 and P-1 Station 0+00 to 3+32 Traffic Index = 6.0 R-Value of Native = 32 R-Value of Class II Base = 78 Thickness of A.C, = 4 Inches * . If Thi ckness of Cl as's II Base = oS IAeR9s;k 1 Harwich Drive, Village o and P-l Station 10+00 to 20+40 Traffic Index = 6 R-Value of Native = 15 R-Value of Class II Base = 78 • Tbickness of A,C, = 4 Inches * • Thickness of Class II Base = 9 1/2 IAe"'es /Z Hastings Drive, Village 0 and P-l Station 0+00 to 9+60 Traffic Index = 5.0 R-Value of Native = 59 R-Value of Class III Base = 73 Thickness of A.C. = 3 Inches * Thickness of Class III Base = 6 Inches * Page 2 * Thickness shown in the mi'nimum section required by the City of C~rlsbad for the specified type of street. SCS&T 8421000 July 9, 1986 Landsford Way, Village 0 and P-l Station 0+00 to 4+80 Traffic Index = 5.0 R-Value of Native = 32 R-Value of Class III Base = 73 Thjckness of A,C, = 3 Inche$, * Thjckness of Class III Base = 6 Inches * Milford Place, Village 0 and P-l Station 0+00 to 3+80 Traffic Index = M 5,D R-Value of Native = 15 R-Value of Class III Base = 73 Thjckness of A.C. = 3 Inches * Tbjckness of Class III Base = 7 Ir,"" ~ Sunmerset Way, Vi 11 age 0 and P-l . Station 0+00 to 2+00 Traffic Index = 5.0 R-Value of Native = 59 " .. R-Value of Class III Base = 73 D.~. Ibickness of A,C, = 3 Inches * Thjckness of Class III Base = 6 IncbeS * Summer set Way, Vi llage 0 and P-l Station 2+00 to 3+30 Traffic Index = 5.0 R-Value of Native = 32 R-Value of Class III Base = 73 Thickness of A.C. = 3 Inches * . , Thickness of Class III Base = 6 Inches * • Page 3 * Thickness shown in the minimum section required by the City of Carlsbad for the specified type of street. SCS&T 8421000 July 9, 1986 Edgeware Way, Village L-1 Station 10+00 to 14+70 Traffic Index = 5.0 R-Value of Native' = 55 R-Value of Class III Base = 73 Thjckness of A,C, = 3 Inches * Thickness of Class III Base = 6 Inches * Kensington Court, Village L-1 Entire Street Traffic Index = 5.0 R-Value of Native = 55 R-Value of Class III Base = 73 Thjckness of A.C. = 4 IA6Aes ~ J • ,. Thickness of Class III Base = 6 l°cbe~ * Lessburg Court, Village L-i Entire Stree.t Traffic Index = 4.5 R-Value of Native = 55 R-Value of Class III Base = 73 Thickness of A,C, = 3 Ioches * Thickness of Class III Base = 6 Incbes * Hanover Court, Village L-l Entire Street Traffic Index = 4.5 R-Value of Native = 55 R-Value of Class III Base = 73 Thjckness Of A.C. = 3 Inches * ~ C~1\t Thickness of Class III Base = 6 IOChes * Page 4 * thickness shown in the minimum section required by the City of Carlsb'ad for the specified type of street. SCS&T 8421000 July 9, 1986 Page 5 The pavement section reconmendations for Tamarack Avenue, in Vf1lag-e 0 and P-1, Unit 4, and Harwich Drive in Village L-1, were pre'sentea in a report' entitled "Pavement Design Reconmendations, Tamarack Avenue and Harwich Driven, prepared June 19, 1986. The recommendations presented therein are as follows. Tamarack Avenue Station 105+50 to 112+50 Traffic Index = 8 R-Value of Native Soil = 32 R-Value of Class II Base = 78 4 ~' Thickness of A.~. = 4 1/2 I,,,hes Th " /'B~ 1ckness of Class II Base = 11 IRen!! Tama rack Ave nue Station 112+50 to 119+00 Traffic Index = 8 R-Value of Native Soil = 12 R-Value of Class II Base = 78 Thickness of A. C. = 4 1/~ IAeA-es 4'1 11/ Thickness of Class II Base.= li 1/2 Inenes /~ Harwich Drive Station 20+60 to 25+40 Tra ffi c Indnex = r /g . R-Value of Native Soil = 57 R-Value of Class III Base = 73 Thjckness of Ate. = a lAiMe5. 4 11 Thjckness of Class III Base = 6 Inches The upper six inches of subgrade should be scarified, moisture cond-itioned to above optimum moisture requirements, and compacted to at least 95~ o·f the maximum dry density. All soft or spongy areas should be removed and replaced with compacted fill. The base. material should be compacted to at least 95~ of its maximum dry density. All materials and methods of construction should conform with good engineering practices and the minimum standards set forth by the City of Carlsbad. SCS&T 8421000 July 9, 1986 Page 6 It is our understanding that the City of Carl sbad has requested the use of base material beneath all sidewalks, curbs, and gutters. Two representative samples of the soil s in the areas of the lowest R-Value results were obtained and tested for their expansion indexe's. The results of these tests were 33 and 40, ind'icating that the soils are in low expansion range. Based on these results and field observations of the soils throughout the sites, it is the opinion of Southern Californi.a Soil and Testing, Inc., that the proposed curbs, gutters and sidewal~s in' Villages' 0 and P-1, and L-1 do not need to be underlain by base material. If you should have any questions after reviewing this report, please do not hes5tate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Ronald S. Halbert, Project Engineer Charles H. Christian, R.C.E. #22330 CHC:RSH:mw cc: (4) Submitted (1) City of Carlsba~ (1) SCS&T, Escondido " \0- , -. , . R"14 SAMPLE: Tamarack Avenue, Sta. 105+50 -112+50 . TEST SPECIMAN A 8 C D E' I DATE TESTED 7 -25-851 7-25-85 7-25~85 I :i! Compactor Air Pressure psi 240 120 180 I .,. o· , % 5.0 I 5.0 5 • .0 ! Ui ~ I Initial Moisture -. .... < ' ~o 13.8 15.5 14.'7 I I ! 5 Q I ~iclsture at Compaction ~ ffi; SnaueUe Height in. 2.526 2.625 2.47.9 -.. (J) Lt?jDensity pet 115.8 I 112.1 113.0. I EXUDATION PRESSURE psi 498 I 227 334 I EXPANSION PRESSURE DIAL .0015 I .0005 .0008 : . i:: L Ph at 1CCO pounds psi 31 49 37 ' .. : ~ ~f Ph at 2CCO pounds psi 72 I 110 84 -'-, -: ~ ~ I Displacement turns 4.02 4.10 4.17 I (J) 0 I "A" Value 43 22 35 .. CORRECTED "Aeo VALUE 24 I "A" VALUE AT 300 PSI EXUDATION PRESSUAE = 32 GRAIN SIZE DISTRIBUTION J SIEVE: AS RECE!VED I AS TESTED I 3 I I I 2'1.. I I ~ ... I I 2 ! ... 1 I I 1V: 1 1 I ~ I I .~ I ',. , I I .i I I :3 I =4 I . I =8 , I 1 --I =16 , I I ::30 I -I =50 I =100 I I =200 I I .05,.. ... ! I .005--: I .001-.. ·'1 I LIQUID LIMIT I I PLASTIC LIMIT I PLASTICITY INDEX I I SAND EOUIVALENT I ~:IL.t.tiIWifE;;~;:~:i';;;: ... _----L.o..-...J.,._ -:+:;~.r.:-":-1::::":::':':"":::: :::: .. ; ~:.::.:t::::I::· t::::. :::-: ~.:: .. t::::::. ". . I----~.....:..--;, , ... J ''''.'' ::Z.:::: : :::=t:.::.""I:"""':"'~_ ...... _ ~_ .. ' •• _ ......... . ,_~~ !~_~ .... _ ........ ~ __ ...... 6 ••• 30 10 ,..... ~ ==+"~';'-"r:~""f" -........ -......... ------:-p-=r= ... ...,..... ~t,"':--'-:;:-'-'--. -';'.-l.-' t··...,7:-·· EF-7-~.:.L:' fo-! .... =:-:::: =:i2~:i~':~~~~~:;-' o --"... :l.··_f··_:t_ .. -.... -... _ .. _.,.-.. --_ ...... _ .... _- sec 700 600 500' 400 300 200 100 C EXUOATION PRESSURE psi ~------------------------------------------r-------------~------~--~------------~ saUTHE~N CALlFO~NIA SOIL & TESTING J INC. IIgee R'VEROAl..e STREI!T SAN 011!00, CAI..'I"ORN'A 5Ia,ao BY RRR JOB NO. 8421000 I·OATE 7-31-85 I Pl ate No. 1 J , R-15 ~AMPLE: Tamarack Avenue, Sta. 112+50 -119+00 TEST SPECIMAN A B C D E DATE TESTED 7-25-85 7-25-85 7-25-85 z Compactor Air Pressure psi 100 110 120 Z 0' Irtitial Moisture % 7.0 7.0 7.0 ~ w-~< Moisture at Comp,action 'fo 22.1 20.3 19.4 -u u_ 2.60 2.55 we: BnCluette Height in, 2.58 a.. co (/lc( Density pct 102.1 104.1 107.4 I 1.4 EXUDATION PRESSURE psi 179 370 521 I EXPANSION PRESSURE DIAL .0006 .0023 .0049 I • e: Ph at 1CXX) pounds psi 62 53 46 . ---1 ..J W ' Ph at 2cxx) pounds psi 138 127 111 .CD't:i ~~ Displacement turns 4.08 3.58 3.45 (/)0 "R" Value 9 15 24 - CdRRECTED "R" VALUE 25 I "R" VALUE AT 300 PSI EXUDATION PRESSURE = --=1~2 ____ _ 100 GRAIN SIZE DISTRIBUTION 90 SIEVE' AS RECEIVED AS TESTED 3 I ~_I 80 2 ! -1Vz 1 1 I 70 J.. I '~ I~ I J, I '8 60 =4 I I -=8 =16 I w ::J -oJ ~50 =30 I F =50 I '::100 I 40 =200 I .05,"," , 30 .005",,,,1' ,001",,"' LIOUID LIMIT PLASTIC LIMIT 20 PLASTICITY INDEX SAND EOUIVALENT 10 '":-= .....-,.,. 1-' 0 ~. 800 SOUTHEF=lN CALIFOF=lNIA SOIL & TESTING. INC. .11110 .... V.RO ... Le IITRe.T .... N OIlEOO, C ... LI"ORNI ... 11111110 700 BY 1-++., ' , . ~. __ I-' •• L...... . .. q" .. , ; "++-~f.1;::.::: r..=:. r' • .,.. .., ..... -• .... • ••• : .; .... ..; .-.-~ :::: :::: .• ,' ;i...,;. ..... ~ ··t ...•. " .... ,.-....... . --,",---'--...... -.-· .. H· .. ··:/ , •. -. :-''''F:=.:-':',:: '=::: :::: .; ::2:~-= ==' :':::f:::: j ----.... --,-1--" ... :" " -.. , , .t-~:: =~:_--:::: ':-t----::t:::.:. .=.;;::~ -,-.-... : =-F="--:.:...: ",:: • • --t ' ... *"'l"'~ . . . ~ ----.-.... _. . ':§i' '-:'[':8":' ::;::::::1 ," -. "--", "--1"-' .................... " -t-' '. ' 1:,:"'::..!.:.:.,;..:j '- '---:,..~ , ---,.,.,... . .. --1------_ " ~ , '-r---_f--.-t--,_. -' ___ ',-, -,. , ,.., .... --...,. -----;';;'--==1 .. ,,' " '.;-1-.. - -~.;:;,.... =~-.,.--.. -._ ,1'-:,:::< ... _::.::::. ... ..t: .";:E.::~_:t::-:r:......::: -=.-~: ... t.:.:..--::! 6 Xl fiOO 4CO ' 3CO 200 ,100 a RRR EXUDATION PRESSURE psi CATE 7 -31-85 JOB NO. 8421000 Plate No.2 .~------------------------~ ( ( R-16 SAMPLE: Glenbrook St., Stat 8+10 -13 + 75 &Wilshire Ayen~e, Sta •. 13+50 ~ 17+00 I , - TEST SPECIMAN A ~. C 0 E DATE TESTED 8-22-8:' 8-22-85 8-22-.85 Z' CO(T1pactor Air Pressure psi 3:;0 350 350 --. Z 0 Initial Moisture '-0 7.1 7.1 7.1 w-:::E~ _ Moisture at Compaction % ).?l 14.2 14.7 -u u_ we::: , .Briouette Height in. 2.434 2.465 2.490 a..aJ enrt . Density pet 115.0 113.4 115.4 EXUDATION PRESSURE psi ~!!) . 398 , 259 I EXPANSION PRESSURE DIAL. -.0002 ---... 0002 . I • e::: Ph at 1cx:xJ pounds psi 24 16 21 ---1 ...Jw Ph at 2cx:xJ pounds psi 43 30 38 iIitu ~:::E Displacement turns 4.66 4.20 , -4;54 eno "R"Value 59 72 64 ,. CORRECTED "R" VALUE 57 "R" VALUE AT 300 PSI EXUDATION PRESSURE = _---.~6.:::..8 ___ _ GRAIN SIZE DISTRIBUTION SIEVEi ,AS RECEIVED AS TESTED 3 I 2'1: I ~-I -1'6 I 1 I -+. I "2 I I J. I '8 =4 I -. =8 , =16 I I =30 I I =50 , #100 I . =200 I .05".,,,,1 . 005",,,,1 .001",,,,' . LIOUID LIMIT PLASTIC LIMIT PLASTICITY INDEX 100 . 90 80 ' 70 eo w :3 ~50 Fe . 40 30 20 ." ,;;; . --. ~~ . ..... --' , . • -r~ -.~;r.:.i-!.;-· '. --.-~ I~. •• -:.;,:; ?..:~-~ . -'~'-"'~ , =p.--,.,.. .. .-" -'::+ .... , .... '-: , --. "--..:..t=J .-= --:-.::*-~--. j "'-+'~:;, . ..:.::t.:·· -:~::" I -~t-.. , :;':::-E::: !-:;::1 ·-·::t:7~ : 1::.::: t::::::t '---,"'" r--"' ·'·$-·L:·· .. : : .' •. r.-" _:':f.:2, -':'~-':;::±= ' ,~ ---E-:~= '. .::i::== :-+ ... f-' :==' ,-' .' ~."""'''t::.::.S , r---·t .. -:~ -. --f-'. -+-.• ~. . -"' ,---I .:..;:~ f=-:-~r::=::I SAND EQUIVALENT 10i--r-' . o -' 800 saUTHE~N CAL.IFa~NIA SOIL. & TESTING. INC. ."110 RIVeROAl.1! 8TReeT BAN OleQO, CAI.I"ORNIA 8111110 -i,' ' "-< '--!:t-':::::. -",..,.,. .. tt-~ . • ___ .:.J::::;-. ._:.t::::I:::t. ,-:::::~ """:j:::!: '.'::: -':-:: ~::::; 700 6:0 500 400 300 200 ·100 0 EXUDATION PRESSURE psi BY RRR DATE 8-26 .. 85 JOB NO. 842100a . Pl a-teNo, 1 ,) (' .( ( R-17 .. SAMPLE: Newshire Street, Stat 17+00 -21+50 TEST SPECIMAN A 8 C 0 E DATE TESTED 8-22-85 8-22-85 8-22-85 z Compactor Air Pressure psi 350 350 350· zo Initial Moisture % 10.4 10.4 10.4 w-::E~ Moisture at Compaction % 15.0 16.9 16 0 . C3 g wa: BriQuette Height in. 2.517 2.492 2.545 a..a:l CJlit Density pet 114.6 112.2 112,6 EXUDAilON PRESSURE psi 756 267 398 EXPANSION PRESSURE DIAL • 0041 .0008 . .0030 I a: f1I at ,CCO pounds psi 30 36 32 .-Jw Ph at 2CCO pounds psi 66 78 72 -.... a:l w turns 3.81 4.15 4.40 ~::E . Displacement CJlO "R" Value 48 39 41 . CORRECTED "R" VALUE .. lOR" VALUE AT 3CO PSI EXUDATION PRESSURE == '39 lCO GRAIN SIZE DISTRIBUTION 90 SIEVE! AS RECEIVED AS TESTED 3 1 2~': I ~I SO ,\S I 1 I 70 J, I '. ~ 1 J, , '! 60 =ol I I w :3 =8 , =16 , ~50 =30 I F =50 I 40 #100 I =2CO ! .0s ...... 1 .00 5.-I 30 .co' ...... 1 L1CUID LIMIT 20 PLASTIC LIMIT PLASTICITY INDEX S,1NO EQUIVALENT SOUTHEI=tN CALIFOI=tNIA SOIL & TESTING. INC. 811eo FlIVIEROAI.I! .TRl!aT .AN Claoc, CAI.'''CRNIA .11.,110 .. ~,... ;;.;:. BY JOB NO. ...... . ~~ . c·~~~,.:r:::+::~I::;: :,::t:::: .. .. ~ ~ ...... --,..,+.--::::1:::; ~+-I-~~ ::r.:'i::':"' ::" :::: .. ::: ::::1:::: . . ... :" ._." •. ~ t.::= .-~;-:::J:.::: -r:=r:'·;'·~::-t::':'~f:::: --' .~~. ~~ .. ~:--!==~ ..... f-~ ~-~n .=-t.:=i-~::! -':'-:'r-:':~ -.-~ .: ~-:~ :~=#i~ ~j 3· ._-_ ... '---r"-' .' --.... -f::':.. : ::: l::::- . . , ,----------: .---: -'~ "., ...... . -----·t· .=t -' -,:::.:..-"- :::::t= -"-f:::: .~. i ---t--:-t-'. :--... -. l -r--+-.-... -"'---. ---+--f-,-' .. . ..' "=h---_.-... - . :~ . ,-~-. ---~~ '_.-t--. ----.. _-g .. .. '. '. . T' ....,::':'1-::':... ::-:: , ~" " . :::r-:::;: .. ~ ... ~:f.-E EXUDATION PRE~SURE psi RRR DATE 8 .. 26-85 8421000 Plate No, 2 I '. (c--------"-~--. R-18 So\MPLE:Hardvdch Drive Station 20+60 to 25+40± TEST SPECIMAN A 8 C 0 E DATE TESTED 8/20/85 8/20/85 8/20/85 zl Compactor Air Pressure psi 350 350 350 z o' Imtial Moisture ,"0 7.1 7 1 7.1 w -I ::~ Moisture at Compaction % 13.3 14 2 1?-~ -u u_ ~ ai i Sncuette Height in. 2.434 2.51 2.532 en ~ I Density pet 115.0 115.5 116.4 EXUDATION PRESSURE psi 334 -fg-S 756 I EXPANSION PRESSURE DIAL + .0012 + .0002 + .0020 , c:: L 'Ph at lCCC pounds psi 21 33 -20 -J a5 ~ Ph at 2CCO pounds psi 43 '67 ~40 ~ ~ Displacement turns 4.35 4 58 4.15 en 0 "R" Value 61 42 64 I CORRECTED "R" VALUE 59 "R" VALUE AT 300 PSI EXUDATION PRESSURE = _5~7!...o..-_____ ___ GMAIN SIZE DISTRIBUTION SiEVE' AS RECEIVED AS TESTED :3 ! I 21;_! I 2 ! --1 :1: , 1 ! :;. . '4 , I~ , I ,j 100 90 80' 70 60 _ .... 1---0_ -•• ;;.,t: ..•... , .. ··1·_·· ~"-~~r_~·~-· ............•....... '. ~""r---.... , .. -.-.... -.......... . , _. , ., ........... . ~..:;. ... ; ................... , .. f--. "-ill'~' ...... ·~r .. -· _ .. :,. .::= .:~: r.:,:: :::: ;~~' ~-=-::::t:=··r::::,f.::'::f::::'j _. -_ .. :::~.-.. r-.,.t:.: .... r ... ~ J . ~==r=:l:~:1:·=z::::E.:..:;.: . -_ . --::t:"'::;t~ _ ...... -~~.-.. t ._-'. :t·::-~::::~-:::1 . _~t..--I~ . _. .• ,--' ., ,~--:----r~-.t··-.-._ .. "'_."-...-1---+-'--·-=1:-·-1::::r-··!i··.·! . , .~::=:t:. :::t:~::::,:::: I . -. l ·s i --i--.--!---, =.4. , I =8 ~ I =16 ! =30 : =50 I =~c:o ! =200 ; .05.-... 1 -I -I I w 3 ~50 30 .005-... : .OOl,.. ... j LICUID LIMIT I PLASTIC LIMIT I 20 PLASTICITY INDEX 1 S)'ND ECUIVALENT I SOUTHE~N CALIFCI=1NIA SOIL & TESTING. INC. BaBO ~fV.RCAI.1! I!ITRI!I!T BAN CICOC, CAI.f_CRNfA .a'1ao ---!4 >. t::? --'. ';:'~-=~~ --r:-• ...;,....~.-~ , .;; . r=' ~, EXUDATION PRESSURE psi Cal avera Hills BY SMS DATE 8-26-85 JOB NO. 8421000 Pla;te No. 1 I I I I -. c·· '. • R-19 " . ~AMPLE: IIAII Street Station 10+00± to 14+70:: .' TeST SPEelMAN A B C 0 E DATE TESTED 'd/19/~5 _8/19/85 . 8/1:9/85 . zl Qompactor Air Pressure psi J!:JU 350 350 ffi Q I Inilial Moisture % 6.7 6.7 6.7 ::E~ Moisture at Compaction OJo 11.2 12, 1 12,9 . -u u_ 2.515 2.58 .. ~~i 8ricuetle Height in. 2.52 ; CIlLt Density pet 119.9 117.1 118.9 EXUDATION PRESSURE psi 470 259 219 1 EXPANSION PRESSURE DIAL + .0076 + .0016 + .0004 ; · • a: L Ph at 1CCC pounds psi 22 28 31 a5 ~ Ph at 2CCO pounds psi 44 55 66 ~ ~ Disolacement turns 4.30 4.50' 4 50 . en 0 "R" Value • 61 52 44 CORR!;CTED "ROO VALUE : 45 I · . . "R"VALUE AT 300 PSI EXUDATION PRESSURE = 55 · . . " 100 ....; ---";:m" "'r"w":1 r!' ~.:. .-.... -~ .. ' ............. r-: ..... . ... -.. _ ........ . '. ~i .==$ .... ···~r··r-·I . .. , ... . ... .. ......... o..o. -.~ .. ~:.:: ··-0-.. --..... 90 _._ •• _ ... a •• GRAIN SIZE DISTRIBUTION ~'~g"-r:"T';" -'. . :--._ .::: :::: I SiEVE: AS RECEiVED AS TESTED r::;:.. '.". ;, ....... t ••••• .. " t'::¥4:":::F::: :3 1 BO .--~-. , ...•..... , 2!: t '1-' . ....;~¥::.E: ::r::: 1 .--: :j'-",.. .., .... -r-I ,. · '.,.'. -•....... ~ ,..-=1'-~§:-::::::':1 1~ I ' _ .... :::t,.:'.. •. .. " .... "'1 I 70 -. .. ... _ ........... 1 1 '.' •. ::..1 •.•••.•. -. ~., I ~ . ~' :.:.t=.! I~ 1 .,+-..,.-.:.::.L-;::-:' . _ 1 60 +8 1 . ~ .+-. ·=:::::f'::::i ---<-, .--"..' ",' . I ..... ~ ...... =4 I W · .-~,::.=:-:.::..::::.:..; =8 1 3 .. 1:::: !":':~:: =16 I ~50 -:-+ .. . ~". ::.t::;::; ~:~::=::.:..: -.;: =:30 I I p: ~-.. --.... ~ I . ~ =50 1 .c.o .. :.r:::::==1 ::100 1 . =::.-.--' . -.~:.~ =2001 .. -~-. ~ ~ --.t.:,., .051"''"'1 -..: "r' -,-·t-·d=="=·t =: 30 ~~ -'",' '-:"~ --C: "-.CCSt"'\rn: .. -=:;:-:1:5 • c01".,.,1 -..,... b-~'" . ~-.. . '11 LICUID LIMIT ... .... ----.. 20 . , g$1-' PLASTIC LIMIT '-'--7 I---., --. .~----.. .. Ii. • _. _ ... PLASTiCITY INCEX .- -'-'-.. ;...----~::1:.: . ":j:'"±.E .. SAND ECUIVALENT · , . .-1----_ •. -I - 10 '----0. ," ,,' .-~ :---.... ... _. :..-:~:= . :t::.:~-:-"E.E: . · , ..... .. .," '-, ,--" I -.. ..!. _ .' ~'_: . .::+ ~t.:.J::.:·t-::::E_::.- 0 .. _-'--.~ .-~t._"1::=:t::.:.r-.1.' ._.::t: ... _-. .• _ BOO 700 6<:0 500 0400 300 200 100 0 EXUDATION PRESSURE psi ~ SOUTHE~N CALIFO~NIA Calavera Hills SOIL & TESTING, INC. BY SMS CATE 8-26-85 .511112 R'VIIRCAI..I! IITRIII!T IIAN 01111212. CAI..I,.CRNIA 1151'5112 JOB NO. 8421000 Plate No~ 2 -----.-:-.-''--'~.-... ... ... -... ~ .. , .. .... ( ( •• ItFIt Street Station 0+0.0. -9+60. R-2o. SAMPLE: liD" Street Station 0.+0.0. -2+0.0. (' TEST SPEelMAN A B C D DATE TESTED 9-=0-4-85 9-04-85 9-04-85 z Compactor Air Pressure psi 350. 350 zo Initial Moisture % 4.9 4 9 w-::dc Moisture at Compaction % 11 9 11.0 -u u_ 2A82 ~a: Briquette Height in. 2.571 (/lco pct 119.5 120.:2 it Density 350 4 9 10.1 2.39a 122.3 EXUDATION PRESSURE psi 255 322 677· EXPANSION PRESSURE DIAL +.0.0.0.1 +.0.0.0.7 +.0018 Ie:: Ph at 1000 pounds psi 28 21 18 ...Jw Ph at. 2000 pounds psi 60 44 -I-COw . turns 4.70 '4.30. ~~ Displacement (/l0 "R"Value 47 61 37 .·4.00 68~· CORRECTED "R" VALUE '. 48-61 --'66 "'.,' .' "A" VALUE AT 300 PSI EXUDATION PRESSURE = _:·_·,:::,59:!..-____ ....,..-_· ..... -· GRAIN SIZE DISTRIBUTION SI~VE AS RECEIVED AS TESTED 3 2~ I _________ ~----__ --~ ~.,... 2 1~ 1 #4 #8 #16 . #30 #50 .' #100 #200 .05mm .~5mm .001mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT ' .. . . . . 90 BO 70 60 w 3 ~50 p: 40 30 20 10 o BOO SOUTHERN CALIFORNIA SOIL & TESTING. INC. ••• 0 ","'.ROAL •• TR •• T .AN Ol.ao, CALI~ORNIA •• '.0 < ........... .. _. ~ :; .- ._.0..-.' . -r--- -- .--r-- t- .. . . ..,.... .. 700 6eo 500 100 o EXUDATION 'PRESSURE psi BY RSH 'DATE 11-7-85 JOB NO. 84210.0.0. .-_. ~ --.. -----.-.--_.-.. --.-=--=.=-.~--~----.-..::-'--................ liE II Station ( 4+8 C, ." Street O+vv R-21 .. "0" Street Station 2+00 3+30 SAMPLE: , . TEST SPECIMAN A B C D E DATE TESTED 9-5-85 9-5-85 9-5-85 z Compactor Air Pressure psi 350 280 100 zo Initial MOisture % 5.8 5.8 5.8 w-::dc Moisture at Compaction % 11.1 12.0 12.9 -Q Q-~a: Briquette Height In. 2.43 2.65 2.538 (/)eD pet 122.1 117.0 119'.1 £ Density EXUDATION PRESSURE psi 370 295 159 EXPANSION PRESSURE DIAL +.0003 -.0003 -.0005 ,0: ~ Ph at ,0:0 pounds psi 34 43 5-6 ...JW Ph at 20:0 pounds psi 71 95 128 -.... CXl W turns 3.91 4.31 4.30 ~~ Displacement (/)0 "R"Value " 44 '28 ' 13 CORRECTED "R" VALUE 42 31 13 .• r·· 0 . . . . '32 " . '''R'' VALUE AT 300 PSI EXUDATION PRESSURE = , " , , -100 $ t;:g. .. ~ .... ~ Ii-U~ tt'tH, ~; , . , . '''' ';J •• . , 90 GRAIN SIZE DISTRIBUTION -,..-.. .. . ~ , SIEVE AS RECEIVED AS TESTED ... '. . " 3 80 ' . 21,t.. --' --t-. .~ ~ .. " , , 1--;" .1-- 2 ' " . , ~ .~ r---~ .1.-....:. 1~ 70 " .. . , 1 .. ~ '- ~ .. \ 60 . " , , #4 w . , #8 3 #16 ~50 " . ...:., p: :-r'" ...,. f--#30 #50 ,40, .. ~ #100 " :. : ••• ~. !."- #200 ' , " .. .. '.05mm 30 -fE:!-i- .005mm .. ....... Ho,:",:; . ..i-. .., ~..:ij: .001mm ~ H:-,~ .. ~-'" "- LlaUID LIMIT . . , .. ' . ,. PLASTIC LIMIT 20 -- PLASTICITY INDEX .. .. " i' SAND EaUIVALENT ,. 10 .. .. .... +-.. ' -~ -, ,.. , . .- 0 . .. ,..~;..... .. BOO 700 6(x) 500 400 300 200 100 0 EXUDATION PRESSURE psi -- ~ SOUTHERN CALIFORNIA SOIL & TESTING, INC. BY RSH DATE 11-7-85 .. ••• e RIV.RCALI! .TRI!.T .AN Claoc, CALII"CRNIA •• 1.e JOB NO. 8421000 . ,,). >I 1.: R-22 ~ . SAMPLE: "AII Street Station 0+00 -3+80 ". S TEst SPECIMAN A E' C D CATETESTED 9-5-85 9-5-85 z Compactor Air Pressure psi 300 200 zo Initial Moisture % 3 1 3 1 w-~~ Moisture at Compaction % 135 14.3 -0 0_ ~a: Briquette Height In. 2.559 2.55 en QJ it Density pet 116.5 115.0 80 3.1 15.2 2.641 112.5 EXUDATION PRESSURE psi 482' 318 . 263 EXPANSION PRESSURE DIAL +.0022 +.0017 +.0006 ,a: pt, at lOCO pounds psi -43 52 ...Jw Ph at 20c0 pounds psi 103 123 -~ QJ w turns 3.93 ·3.80 ~~ Displacement enO "R"Value 26 '17 62 ·141 '3.94 .' 8 CORRECTED "R" VALUE . ·2B ., 17 9 " , "R" VALUE AT 300 PSI EXUDATION PRESSURE = _1:,.:5:!,-....-___ .......,. GRAIN SIZE DISTRIBUTION SIEVE. AS RECEIVED AS TESTED 3 21j.. ~.~----.----~---------; 2 1~ #4 #8 #16 #30 #50 #100 #200 .0Smm .00Smm .001mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 90 80 70 60 40. ,. .. - 30 20 10 o 800 .. . .-+ .:-;i. ~ ... ...... . : ... .. -~ .. . -..--- . ... ~-I----• 700 6 Xl 500' -400 300 . 200 100 EXUDATION Pf\ESSUFiE psi '------- o ~-------.-------------------------~--------. .-.------------------------.---.~ SOUTHERN CALIFORNIA SOIL & TESTING. INC. ••• 0 III,V.Ra ... L •• TR •• T .... N ell.cae, C"'L,~eRN'''' •• 1.0 BY RSH CATE 11';' 7 -85 JOB NO; 8421000 i II I , ---. ./ I "8 11 Street ALL ,_ I -) , , .. , Ha,rwtch. Drtfe .: St~ tton 10+00 pO 20t40 SAMPLE: R-23. '( .. TEST SPECIMAN A B C . DATE TESTED 9-4-85 9-4-85 9-4-85 z Compactor Air Pressure psi Hand 40 180 zo Initial Moisture % 7. _2 7.2 7.2 w-::d( Moisture at Compaction % 17.9 16.1 14.3 -u u_ ~o:: Briquette Height In. 2.753 ·2.65 2.558 (l)1D pet 107.3 110.9 115.3 if Density EXUDATION PRESSURE psi Ul 199 314· EXPANSION PRESSURE DIAL -.0001 -.0003 +.0004 .0:: Ph at 1CXX) pounds psi n. 68 52 ..Jw Ph at 2000 pounds psi 157 143 -122 -..,. IDw Displacement turns 4.85 4.61 3.95 ~:::!E " (1) .• 0 "R"Value 1 6 . '. :·16 CORRECTED "R" VALUE 2 6 . .. ,. -16 .' '. ., ~ . ~ ~ . "R" VALUE AT 300 PSI EXUDATION PRESSURE = ~ -';;15 - GRAIN SIZE DISTRIBUTION SIEVE AS RECEIVED AS TESTED 3 2V-~. 2 1~ 1 \ ~ \ #4 #8 #16 #30 #50 #100 #200- • 05mm .00Smm .OO1mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SAND EQUIVALENT 90 80 70 eo w 3 ~50 F 40 ........... :.. ,. 30 20 10 o 800 SOUTHERN CALIFORNIA selL & TESTING. INC. ••• 0 ""V.ROAL •• TR •• T .AN Ol.ao, CALIJOORNIA •• 1.0 . . ....... 700 " .. ' .. ' . ..... ' .. ~++. -.,. 4o++-:!;...+-~ f.i.. 6XJ 500 .=-r-.' ---~ EXUDATION PRESSURE, psi BY RSH DATE 11-7-85 JOB NO. 8421000 ~f-- o ~\ .' , -CTe~ .. :l\ . f...t~ ',tc; 1.-4- SOU THE R N CAL 1 F' 0 R N ,I A 5 OIL· AND T EST 1 N G.I N C. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P,~D. BDX 20627 SAN' OlltGO, 9ALIF". 92120 678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025' TELE 746-4544 September 23, 1986 Pacific Scenes, Inc. 3900 Harney Street 'San Die.go, California 92110 ATTENTION: Mr. Bob Fontana , SCS& T 8421000 Report No •. 33 SUBJECT: Stormdrain Cutoff Walls, Calaveras Hi'lls ,SUbd;:viSion, Carlsbad, California. Gentlemen: In accordance with your request, this letter has been .prepared to address the need for stormdrain trench cutoff wall s where three existing' stormdrains extend down fill slopes at the subject.p'roject.· The stormdrains in question are shown on .Sheet· 13A ·of Unit 1 and 12A and 13 of Unit 2 of the plans for the improvements of offsite stormdrain in 'Vi'l1~ges "0" and liP_I". These plans were prepared by Rick Erigi·neering Company and approved by the City of Carlsbad. The slopes were constructed between April and ~ugu.st of 1985 ~nd the stormdra ins i nsta 11 ed in October and November of 1985. Southern Calf forni a So11 and Testi ng , Inc., provi ded the compaction testing arid the gra(U ng observation during the mass grading .operation and tested the stormdrain. backfill. During the construction of the stormdrain, the standard cutoff walls {San Diego County Regional Standard Drawing S-lO} as shown 'on the approved plans were omitted. The purpose of these cutoff'wa1ls are to prevent the trench backfill from washing out and exposing the ptpe. SOU THE R N CAL 1 F" 0 R N 1 A $ OIL AND T EST 1 N G.. ·1 N C:. SCS&T 8421000 September 23, 1986 Page 2 A recent inspection was made of the slopes where the three stormdrains were installed. This inspection indicated that no erosion or washing out of the stormdrain backfill has occurred in the time since they were installed and' that vegetation is well estabished over most of the backfill material .. Further, this observation and review of our records indicated that the soils used in the fill and the backfill consist of very rocky metavolcanic soils which have low erosion characteristics. Based on our observation and experi ence J it is our opi ni on that the cutoff walls are not necessary for this case. This opinion assumes that the drai-n and berm at the top of the slope will be maintained such that runoff from the building pads and streets is not allowed to. flow over the slope. If you should have any questions after reviewing this .report, please. do not hesitate to contact this office. This opportunity to be of professional service i's sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & rESTING, INC. Charles H. Christian, R.C.E. #22330 CHC:mw cc: (4) Submitted (2) Rick Engineering (1) SCS&T, Escondido SOU T f:i ERN CAL 1 FOR N 1 A 5 OIL A NOT EST -,I NG, 1 N C. 6·280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 . 6 7 B E: N T E: R P R I 5 E: 5 T. E: 5 CON 0 I 0 0, CAL I F. '3 2 0 2 5 • T E: L E: 7 4 6 -'4 5 4 4 September 30, 1986 Pacific Scenes, Inc. 3900 Harney Street San Di ego, Ca 1i forni a 92110 ATTENTION: Mr. Bob Fontana SCS&T 8421000 Report NQ., 34 SUBJECT: Stormdrain Cutoff Walls, Calaveras Hills SUbdivision, Harwich Drive, Carlsbad, California. REFERENCE: Letter by Southern California Soil and Testing, Inc., r~,gatding Stormdrain Cutoff Walls, Calaveras Hi'lls Subdivision, Carlsbad, California, dated September 23, 1986. Gentlemen: This report has been prepared at your request to further address the lack of cutoff walls for three stormdrains which were constructed at the s.ubjec.t site. The referenced report addressed the eros;'on characteristic of the soil s and presented the opinion that the cutoff wall s were not necessary due to possible erosion of the backfill material. We now understand that. the City Engineering Department would like our opinion in regards to the need for this cutoff walls to stabilize the pipe for lateral forces caused by flow within the pipe. Lateral forces in pipes are generally caused by changes in direction· of the pipe where unbalanced internal pressure can occur •. The stormdrain pipe are SOU THE R N CAL 1 FOR N 1 A 5 OIL .A NOT EST I NoG ,_ INC. SCS& T 8421000 September 30, 1986 Page 2 not pressure vessel s and therefore shou1 d not be subject to very 1 a-rge forces resulting from this condition. Where changes in vertical direction -occur, all three pipes have catch basins that provide support for any such unbalanced forces. Two of the stormdrains have no change in horizontal direction. The third pipe, located between Lots 265 and 222, has a relatively slight horizontal curve where it extends down a slope. (Radfus equals 150 feet) However, where this curve occurs, the pipe trench is in natural ground, which in that area is metavol canic rock and very dense soil s produced by weathered metavolcanic rock. This material has a very high lateral load capacity and should provide more than adequate support for the pipe. Since no other horizontal curves exist in the pipe, no other areas are expected to experience any lateral loading. Based on the above we conclude that the backfill soils, structural fill materials and the native soils are all capable of providin~ adequate support for the three stormdra i ns wi thout the cutoff wa 11 s. Therefore, it is our opinion that the cutoff walls are not necessary in this case. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely app'reciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. ~II&-ti: Charles H. Christian, R.C.E. #22330 CHC:mw cc: (4) SUbmitted (2) Rick Engineering (I) SCS&T, Escondido i i " 0TB3-21 CA'1 ;ts 1 .. tt SOU :r HER N CAL 1 FOR N 1 A SOl LAN PTE S T 'I N G, 'I N C:. 6280 RIVERDALE ST. SAN DIEGO, CALIF'. 92120 • TELE 280-4321 • P.'C. 'BOX 20627 SAN' DIEGO, CALIF. 92120 676 ENTERPRISE ST. ESCONDIDO, CALIF. 92025 "'TELE 746-4544 December 1, 1986 Pacific Scene, Incorporated 3900 Harney Street San Diego, California 92110 SCS&T 8421000 Repor.t No. 34 SUBJECT.: Report of In-Place Density Tests, Site Improvements, Calavara Hills., Village 0 and 'P-l, Unit 4 and Villa~e L-i, Carlsbad~ California. Gentlemen: In accordance with your request, this .report has been prepared to report the results of the in-place density tests perfqr}Iled in the sewer, storm drain, w.ter and joiht utility ~rench backfills, and roadway subgrade and ba'se materials .at tll,e subject site by Southern California Soil & Tes.ting ,. Inc. The.se tests were performed between April 15 1985 and December 30, 1985. Field density tests were taken by Southern California Soil & Testing, Inc. at various locations in the site i~prqvements. Test locations were chosen by our .field representp.tive.. The results and location~ __ of the field tests are described on the attached plates. SOUTHERN CAL 1 FOR N 1 A 5 0. 1 LAN D. T EST 1 N G, 1 N C. SCS&T 8421000 December 1, 1986 Page 2 Maximum dry density determinations were performed on representative samples of the soils used in the compacted backfill and roadways according to A.S.T.M. Test 1557-78, Method C. The results of these tests were used in conjunction with the field density tests to determine the percent of relati ve compaction of the compacted backfill a,nd roadways. If you have any questions after reviewing our report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Project Supervisor elt/l~ Charles H. Christian, R.C.E. #22330 CHC/DH/rr cc: (4) Submitted (1) SCS&T, Escondido ~. .r-' Plate No. 1 DATE 12-1-86 .. JOB NO,. 8421000 '-\' Sewer Trench Backfill ELEV. OR DRY DEN. .,. TEST DEPTH OF MOIST. LB'S. , SOIL RELATI.\ NO. DATE LOCATION TEST,FT .,. cu., FT. TYPE COMP. . S-l 6-3-SS Lot 141/142 150.5 13.6 109.1 3 89.3 S-2 6-3-85 Simsbury Ct., Sta. 14+80 156.0 17.6 110.0 3 90.0 S-3 6-6-85 Retest of No. S-l 150.5 12.0 115.1 :3 94.2 S-4 6-6-85 Simsbury Ct., Offsite, 152.0 12.-6 118.3 3 96.8 Sta. 17+00 S-5 6-6-85 Simsbary Ct., Off~ite, 152.0 11.1 115.0 1 95.9 Sta. 17+50 S-6 6-6-85 Simsbury Ct., Offsite, 148.0 9.3 116.6 3 95.,4 Sta. 17+70 S-7 6-6-85 Simsbury Ct., Offsite, 150.0 11.1 111.7 :3 91!4 Sta. 17+90 S-8 6-6-85 Simsbury ct., Offsite, 152.0 11.4 113.1 3 92.6 Sta. 18+05 S-9 6-6-85 Simsbury Ct., Offsite, .154.0 11.1 110.3 1 ~1.7 Sta. 17+00 S-10 6-12-85 Simsbury Ct., Offsite, 143.5 17.6 99.4 3 81.3 Sta. 16+75 S-11 6-12-85 Simsbury Ct., Offsite, 145.5 11.1 96.8 3 . 79.6 Sta. 16+75 S-12 6-12-85 Simsbury Ct., Offsite, 158.5 14.9 103.9 2 91.0 Sta. 14+00 S-13 6-12-85 Simsbury Ct., Offsite, 160.0 9.9 115.9 12 94.9 Sta. 14+10 . S-14 6-12-85 Lot 137, Lateral 155.0 8.7 105.6 12 86.4 S-15 6-12-85 Lot 156, Lateral 156.0 12.4 113.7 12 93.0 S-16 6-13-85 Simsbury Ct., Sta. 12+90 159.5 . 14.9' 102.9 2 90.4 S-17 6-13-85 Simsbury Ct., Sta. 11+80 164.0 11.1 110.6 12 90.5 S-18 6-13-85 Lot 130, Lateral 169.0 11.1 107.0 2 93.7 S-19 6-13-85 Lot 130, Lateral 170.5 17.6 112.8 12 92.3 S-20 6-13-85 Simsbury Ct., Sta. 11+10 169.0 13.6 114.5 12 93.7 S-21 6-13-85 Simsbury Ct., Sta. 11+15 170.5 13.6 113.4 12 92.8 S-22 6-14-85 Lot 163, Lateral, 172.0 11.1 . 106.9 2· 93.6 S-23 6-14-85 Lot 163, Lateral 174.0 9.9 115.5 12 '94.5 S-24 6-24-85 Greenwich St., Sta. 14+80 218.5 13.6 i08.1 1 90.2 S-25 6-24-85 Greenwich St., Sta. 13+75 218.5 14.9 104.4 1 91.4 S-26 6-24-85 Greenwich St., Sta. 12+90 219.5 l3.6. 110.1 1 91.8 I . ."' i > to" Plate No. 2 DATE 12-1-86 JOB NO. '84~1000 page 2 ~ewer Trench Backfill ELEV. OR DRY DEN. .,. TEST 'DEPTH OF MOIST. LBS. I SOIL RELATI\ NO. DATE LOCATION TEST,FT 0'. CU. FT. TYPE CO"'''!·P. . S-27 6-24-:-85 Lot 40, Lateral 219.5 8.7 106.7 1 ·.92.8 S ... 28 6-24-85 Greenwich St., Sta. 9+30 222.0 14.9 107.4 9 91.2 S-29 6-24-85 Greenwich st., Sta. 11+90 222.5 16.3 111.1 1 . 92.7 S-30 6-24-85 Lot 57, Lateral 224.0 11.1 107.3 1 90.0 S-31 6-24-85 Greenwich St., Sta. 8+55 224.0 9.9 111.0 1 92.8 S-32 6-24-85 . Lot 7, Lateral 222.5 9.9 102.8 2 90.0 S-33 6-25-85 Lot 15, Lateral 227.5 11 .• 1 110.'2 1 . 91.9 S-34 6-25-85 Greenwich St., Sta. 11+00 225.5 8.7 111.7 1 93.1 5-35 6-25-85 Greenwich St., Sta. 12+90 .218.0 8.1 110.0 1 91. 7 S-36 6-25-85 Greenwich St., Sta. 6+80 223.5 12.4 107.8 1 90.0 S-37 6-25-85 Greenwich St., Sta. 29+60 183.0 13.6 105.4 2 92.3 S-38 6-25-85 Greenwich st., Sta. 6+80 184.5 13.6 112.2 3 91.8 S-39 6-25-85 Greenwi ch St., Sta. 28+00 192.5 9.9 107.7 2 94.j S-40 6-25-85 Greenwich st., Sta. 27+30 197.0 12.4 112 .• 2 '6 92.4 S-41 6-25-85 Lot 46, Lateral 203.0 14.3 115.2 3 . 94.3 S-42 6-25-85 Lot 46, Lateral 213.0 11.1 110.0' 3 90.0 S-43 6-25-85 Lot 46, Lateral 197.5 12.4 109.3 6 90.0 5-44 6-25-85 Lot 46, Lateral 218.0 13.6 111.1 6 91.5 5-45 6-26-85 Lot 46, Lateral 197.0 14.9 110.1 3 90.1 5-46 6-26-85 Lot 104, Lateral 188.0 14.9 104.0 2 91.1 5-47 6-26-'85 Lot 109, Lateral 185.5 16.3 110.4 4 90.6 5-48 6-26-85 Cheshire St., Sta. 25+55 205.0 .11.1 118.9 3 97.3 S-49 6-26-85 Cheshire st., Sta. 23+45 213.0 13.6 100.2 10 82.9 S-50 6-26-85 Cheshire st., Sta. 24+15 210.0 14.9 104.6 2 91.6 5-51 6-26-85 Lot 121, Lateral 213.0 14.9 113.5 12 91.4 . S-52 6-26-85 Lot 93, Lateral 216.0 13.6 99.7 10 82.5 ," j .' Plate No. 3 DATE 12-1-86 JOB No. 842iOOQ Page 3 Sewer Trench Backfill ELEV. OR DRY DEN. ·/~ TEST DEPTH OF MOl ST. LBS. I ~OIL 'RELA,TJ NO. DATE LOCATION TEST,FT ·f. CU .. FT. TYPE COMP. S-53 6-26-85 Lot 99, Lateral 199.0 12.4 . 110.8 10 . 91.7 S-54 6-26-85 Retest ofoNo. S-49 213.0 13.6 95.0 .9 80.7 S-55 6-26-85 Retest of No. S-52 216.0 13.6 100.7 10 83.3 S-56 6-26-85 Lot 113, Lateral 197.5 14.9 111.7 4 91.6 S-57 6-27-85 Retest of No. S-54 213.0 14.9 UO.1 10 91.1 S-58 6-27-85 Retest of No. S-55 216.0 12.4 111.2 1 92.7 S-59 6-27-85 Tamarack Ave., Sta. 90+75 208.0 11.1 107.2 2 95.4 S-60 6-27-85 Tamarack Ave., Sta. 90+75 196.5 9.9 110.9 1 92.4 S-61 6-28-85 Tamarack Ave., Sta. 93+00 ·177.5 13.6 102.1 9 87.6 S-62 7-2-85 Retest of No. S-10 143.5 14.9 110 .. 6 9 94.0 S-63 7-2-85 Retest of No. S-11 145.5 11.1 113.4 10 93.9 S-64 7-2-85 Retest of No. S-14 155.0 11.1 118.6 7 96.7 5-65 7-2-85 Lot 137, Lateral 158.0 9.9 107.2 9 91.1 5-66 7-2-85 Retest of No. S-61 177 .0 12.4 10.6.9 9 90.8 S-67 7-16-85 Retest of No. S-1 143.5 20.5 105.9 9 90.0 S-68 7-16-85 Lot 146, Lateral 146.5 14.9 103.8 2 '90.9 S-69 7-16-85 Simsbury Ct., Sta. 150.0 19.0 116.6 5 93.1 S-70 7-16-85 Lot 148, Lateral 146.0 13.6 111.1 10 92.5 S-71 7-16~85 Lot 178, Lateral 154.0 22.7 103.1 10 90.3 S-72 7-16-85 Lot 178, Lateral 156.0 16.3 110.6 7 90.2 S-73 7-16-85 Simsbury Ct., Manhole #3 157.0 25.0 93.4 5 79.0 S-74 7-16-85 Simsbury Ct •. ,. 'Manhole #3 157.5 13.6 118.6 5 94.6 S-75 7-16-85 Lot 173. Lateral 160.0 12.4 1'07.2 2 93.9 S-76 ' 7-16-85 Lot 173, Lateral 162.0 11.1 103.9 2 91.0 S-77 7-17-85 Lot 169, Lateral 162.0 17.6 105.9 9 90.0 S-78 7-17-85 Lot 169, Lateral 165.0 11.1 114.2 7 90.2 ,. 8421080 Plate No. 4 DATE 12-1-86 JOB NO. page 4 'Sewer Trench Backfill ELEV. OR DRY DEN. .,. TEST DEPTH OF MOIST. LBS. I SOI,L RELATI NO. DATE LOCATION TEST,FT 0,. cu. FT. TYPE ·COMP. • S-79 7-17-85 Simsbury Ct., Sta. 25+75 164.5 l2.4 116.6 10 ·,96.6 S-80 7-17-85 Lot 181, Lateral 163.0 15.9 111.7 10 92.5 $-81 7-17-85 Lot 181, Lateral 166.0 10.5 104.2 2 90.7 $-82 7-17-85 Simsbury Ct., Sta. 26+80 164.0 11.7 103.8 2 90.9 S-83 7-22-95 Retest of No. S-73 157.0 14.9 114.7 5 91.5 S-84 7-22-85 Simsbury Ct., Sta. 24+00 160.0 12/4 103.3 2 90.5 $-85 7-22-85 Simsbury Ct., Manhole #4 161.0 11.1 93.5 2 81.9 $-86 7-22-85 Tamarack Ave., Sta. 96+03 174.0-9.6 109.8 1 91.6 S-87 7-22-85 Tamarack Ave., Sta. 98+00 , 184.0 15.6 106.2 9 90.2 S-88 7-22-85 Tamarack Ave., Sta. 99+55 191.5 10.8 110.8 10 91. 7 S-89 7-22-85 Tamarack Ave., Sta. 10+25 209.0 12.4 90.4 12 73.7 S-90 7-22-85 Tamarack Ave., Sta. 103+00 227.0 15.6 96.1 9 81. 7 S-91 7-22-85 Tamarack Ave., Sta. 104+4 ~ 243.0 10.5 102.8 10 83.2 S-92 7-22-85 Lot 198 264.0 16.3 112.8 10 93.4 S-93 7-22-85 Retest of No. $-85 161.0 11.1 103.9 2 91.·0 S-94 7-23-85 Lot 198 281.5 14.9 109.7 10 90.8 S-95 7-23-85 Lot 198 254.0 11..1 107.5 9 91.3 $-96 7-23-85 Retest of No. S-91 243.0 13.6 111.8 9 95.0 S-97 7-23-85 Retest of No. S-90 227.0 17.6 112.0 9 95.2 S-98 7-23-85 Retest of No. S-89 209.0 13.6 113.8 1 94.2 S-99 8-19-85 Simsbury Ct •. , Manhole #2 150.0 12.0 1l0.2 1 90.7 $-100 .8-19-85 Simsbury ct., Manhole #2 152.5 11.5 103.5 2 90.6 S-101 8-20-85 Tamarack Ave., Manhole #2 10.5 106.,1 ' 9 90.7 S-102 8-30-85 Seabury Ct., Sta. 282.0 11.1 96.5 9 82.0 S-103 8-30-85 Seabury Ct., Sta. 3+50 283.5 17.6 111.2 10 92.0 S-104 8-30-85 Seabury Ct., Manhole #8 288.5 13.6 103.2 2 90.4 Plate No. 5 DATE 12-1-86 JOB NO. 8421000 Page 5 'Sewer Trench Backfill ELEV. OR DRY DEN. .,. TEST DEPTH OF MOIST. LBS, , SOIL RELATI\ NO. DATE LOCATION TEST,FT ., . CU. FT. TYPE COMP. S-105 8-30:-85 Seabury Ct., Sta. 286.0 . 3+80 11.1 110.7 9 .91.6 S-106 8-30-85 Lot 193, Lateral 289.0 12.4 112.9 10 93.5 S-107 8-30-85 Seabury Ct., Sta. 6+25 292.0 14.9 103.4 2 90.5 S-108 8-30-85 Retest of No. S-102 282.0 11.1 103.1 2 90.3 S-109 8-30-85 Seabury Ct., Sta. 7+20 295.0 13.6 107.6 9 91.4 S-110 8-30-85 Lot 25, Lateral 288.0 17.6 106.5 9 90.5 S-111 8-30-85 Seabury Ct., Sta. 10+00 299.0 11.6 106.7 9 " 90.7 S-112 8-30-85 Seabury Ct., Sta. 9+70 303.0 12.4 106.1 9 90.1 S-113 8-30-85 Seabury Ct., Sta. 9+40 305.0 13.0 112.2 6 92.4 S-114 9-4-85 Milford Pl., Sta. 12+00 301.0 10.9 104.2 2 91.2 S-115 9-4-85 Lot 217, Lateral 302.0 12.2 104.2 2 9f.2 S-116 9-4-85 Milford Pl., Sta. 13+25 300.5 12.0 103.6 2 90.7 S-117 9-4-85 Milford Pl., 5ta. 14+70 301.0 15.2 109.3 10 90.5 5-118 9-4-85 Lot 220, Lateral 301.0 11.7 106.3 9 90.2 S-119 9-4-85 Stockton Pl., Sta. 11+88 300.5 11.8 106.4 9 90.4 5-120 9-5-85 Lot 208, Lateral 298.0 8.2 108.5 9 92.1 S-121 9-5-85 Stockton Pl., Sta. 10+45 296.0 10.8 108.0 9 91.7 S-122 9-5-85 Tamarack Ave., Sta. 105+2 254.0 12.1 109.6 10 90.7 S-123 9-5-85 Tamarack Ave., Sta. 106+6p 270.0 11.7 108.8 10 90.0 S-124 9-5-85 Lot 186, Lateral 298.0 13.2 110.8 10 91.6 S-125 9-5-85 Lot 206, Lateral 289.0 13.0 107.6 9 91.5 S-126 9-11-85 Tamarack Ave., Sta. 108+0D 281.0 10.5 105.7 2' 92.5 S-127 9-11-85 Tamarack Ave., Sta. 108+6 285.0 11.1 104.5 2 91.5 S-128 9-11-85 Tamarack Ave., Sta. 109+2 ) 287.0 12,8 116.5 14 90.2 S-129 9-12-85 Tamarack Ave., 5ta. 110+3P 295.0 12.1 116 .• 7 14 90.4 S-130 9-12-85 Tamarack Ave., Sta. 111+5) 301.0 12.4 116.6 14 '90.4 Plate No. 6 DATE 12-2-86 . Sewer Trench Backfi 11 ELEV. OR TEST DE PTH OF MOl ST. NO. DATE lOCATION TEST,FT .,. S-131 9-12-85 Tamarack·Ave., Sta. 111+5D 304.0 11.6 S-132 9-13-85 Newshire St., Sta. 21+66 226.0 13.3 S-133 9-13-85 Newshire St., Sta. 20+90 231.0 15.6 S-134 9-13-85 Newshire St., Sta. 19+80 239.0 15.9 S-135 9~13-85 Newshire St., Sta. 19+55 241.0 15.8 S-136 9-13-85 Newshire St., Sta. 18+86 245.0 14.2 S-137 9-13-85 Newshire S~., Sta. 18+60 246.0 13.6 S-138 9-13-85 Newshire St., Sta. 18+20 248.0 13.5 S-139 9-13-85 Newshire St., Sta. 17+55 -250.0 13.4 5-140 9-16-85 Newshire St., Sta. 16+95 249.0 14.2 S-141 9-16-85 Wilshire Ave., Sta. 16+60 247.0 15.0 S-142 9-16-85 Wilshire Ave., Sta. 16+10 249.0 13.7 5-143 9-16-85 Wilshire Ave., Sta. 15+95 249.0 14.5 S-144 9-16-85 Wilshire Ave., Sta. 15+10 244.0 13.6 S-145 9-16-85 Glenbrook St., Sta. 9+65 240.0 12.4 S-146 9-16-85 Glenbrook St., Sta. 8+30 241.0 13.2 S-147 9-16-85 Glenbrook 5t., Sta. 8+60 241.0 12.3 S-148 .9-16-85 Glenbrook st., Sta. 8+95 242.0 12.7 S-149 9-16-85 Glenbrook st., Sta. 8+90 242.0 13.2 'S-150 9-16-85 Wilshire Ave., Sta. 14+12 240.0 14.6 S-151 9-16-85 Wilshire Ave., Sta. 14+56 241.0 14.5 S-152 9-16-85 Wilshire Ave., Sta. 14+4C 239.0 10.3 S-153 9-16-85 Wilshire Ave., Sta. 13+4C 235.012.5 S-154 9-16-85 Wilshire Ave., Sta. 12+2C 230.0 11.4 5-155 9-17-85 Glenbrook St., Sta. 10+3C 239.0 12.2 5-156 9-17-85 Glenbrook st., Sta. 11+0: 241.0 14.5 JOB NO. 8421000 Page 6 DRY ·DEN. lBS. I CU. FT. 116.5 103.3 104.2 104.6 110.3 - 104.8 104.7 106.3- 106-.6 11-0.3 106.8 111.7 110.4 112.5 110.5 107.0 104.2 104~6 114.7 107.8 115.1 108.0 106.6 107.9 102.9 113.9 0'. Sail RELATI TYPE ,COMP. 14 -. 90.3 2 90.5 2 91.2 2 91 .. 6 3 90.3 2 91. 7 2 91.7 2 93.1 2 93.3 3 90.3 9 90.7 3 91.4 3 90.4 3 92.1 3 . 90.5 2 93.7 .2 91.3 2 91.6 3 93.9 9. 91.6 3 94.1 3 ~1.8 3 90.6 3 91.1 2 90.1 3 93.2 Plate No. 7 12-2-86 r, ,8421000 DATE , JOB NO. I'li,ge 7 \ .. . Sewer Trench 8ackfi 11 ELEV. OR-DRY DEN. .,. TEST DEPTH OF MOIST. LBS. I . SOIL RELATI, NO. DATE LOCATION TEST,FT . ,. cu. FT . TYPE COMF. S-157 9-17-85 Glenbrook st., Sta. 11+15 240.0 13.3 114.6 3 '93.8 S-158 9-17-85 Glenbrook St., Sta. 11+80 241.0 11.6 107.1 2 93.7 S-159 9-17-85 Glenbrook St., Sta. 12+40 239.0 14.4 107.0 ,2 93.7 S-160 9-17-85 Glenbrook St., Sta. 12+50 238.0 12.5 9.7.2 2 95.2 S-16i 9-17-85 Glenbrook St., Sta. 3+10 239.0 13.2 114.2 3 93.4 S-162 9-17-85 Glenbrook st., Sta. 13+15 239.0 12.5 110.4 3 90.3 S-163 9-17-85 Glenbrook St., Sta. 13+50 238.0 14.4 106'.5 2 93.3 S-164 9-17-85 Glenbrook St., Sta. 13+45 238.0 14.5 105.6 2 92 .• 5 S-165 11-15-85 Harwich Ave., Offsite 330.0 15.3 124.9 15 96~8 Sta. 15+95 S-166 11-15-85 Harwich Ave., Offsite 308.0 14.6 125.8 15· 97.5 Sta. 15+95 S-167 ·11-15-85 Harwich Ave., Offsite 332.0 11.1 123,.2 15 95.5, Sta. 15+95 S-168 11-18-85 Harwich Ave., Offsite 260.0 19.0 107.3 9 ' 91.2 Sta. 15+95 Plate'No. 8 DATE 12-2-86 JOB NO. 8421000 page 8 'Stormdrain Trench Backfill ELEV. OR DRY DEN.. -,- TEST DEPTH OF MOIST. LBS. , SOIL RELATI\ NO. DATE LOCATION TEST,FT -,-CU. FT . tYPE COMPo . SO-lA 4-15,",85 Oump Station Unit 2 136.5 9.9 110.4 2 96.1 SO-2A 4-15-85 Oump Station Unit 2 139.0 9.3 106.3 2 93.1 SO-3A 4-16-85 Oump Station Unit 2 137.0 9.9 103.6 2 90.8 SO-4A 4-16-85 Oump Station Unit 2 139.5 9.9 104.7 2 91.7 SO-5A 4-16-85 Oump Station Unit 2 141.0 9.3 108.3 2 94.8 SO-6A 4-16-85 Oump Station Unit 2 141.0 9.3 107.2 2 93.9 SO-7A 4-16-85 Oump Station Unit 2 139.0 10.5 109.4 2 95.8 SO-8A 4-25-85 Tamarack Ave., Sta. 98+50 125.5 17.0 107.3 2 94.0 Offsite SO-9A 4-25-85 Tamarack Ave., Sta. 98+50 . 128.5 19.0 105.3 2 92.2 Offsite SO-I 7-3-85 Greenwich St., Sta. 6+20 226.0 9.9 120.9 12 97.2 SO-2 7-3-85· Lot 8 228.5 6.4 122.,2 12 97.4 SO-3 7-3-85 Lot 114/115 196.0 11.1 112.8 12 . 90.7 SO-4 7-3-85 Lot 114/115 206.0 11.1 110.8 10 91.7 SO-5 7-3-85 Lot 108 189.0 11.7 103.1 ' 2 90.3 SO-6 6-19-85 Lot 114/115 Offsite '142.0 12.4 111.8 4 91.7 SO-7 6-19-85 Tamarack Ave., Sta. 95+4~ 157.0 13.6 118.4 12 95.2 Offsite SO-8 6-19-85 Tamarack Ave., Sta. 95+4~ 155.0 13.6 106.,4 2 93.2 Offsite SO-9 6-19-85 Lot 114/115 Off$ite 156.0 8.7 111.0 7 90.6 SO-10 6~19-85 Tamarack Ave., Sta. 95+4f 140.0 16.3 114.1 4· 93.6 Offsite (Lot B-3) SO-II 6-25-85 Tamarack Ave., Sta. 95+4 218.5 8.7 98.3 1 82.0 Offsite (Lot B-3) SO-12 6-25-85 Lot 114/115 Offsite 179.5 13.6 112.2 7 91.5 SO-13 6-25-85 Lot 114/115 Offsite 197.0 12.4 119.6 12 96.1 SO-14 6-25-85 Lot 114/115 Offsite 155.5 11.1 1'14.7 7 93..6 SO-IS 6-25-85 Lot 108 214.5 13.6 122.2 3 '100.0 SO-16 6-25-85 Retest of SO-II 218.5 9.9 116.7 1. 91.4 Plate No. 9 12-2-86 /' DATE JOB NO. 8421000 Page 9 '5tormdrain Trench Backfill ELEV. OR DRY DE::N. ./. TEST DEPTH OF MOIST. LBS. J SOIL RELATJ\ NO. DATE LOCATION TEST,FT ./. cu. Fl. TYPE COMP. 50-17 6-27-85 Lot 8 265.5 11.0 113.3 1 . 94.5 50-18 6-27-85 Lot 8 218.5 12.0 123.1 12 98.9 50-19 6-28-85 Tamarack Ave., 5ta. 91+25 192.0 10.0 106.6 2 , 93.4 50-20 6-28-85 Tamarack Ave., 5ta. 91+25 193.0 11.0 100.6 2 91.0 50-21 7-1-85 Lot 8 217.0 11.1 109.2 10 90.4 50-22 7-1-85 Lot 108 198.0 12.4 111.8 7 91.2 50-23 7-1-85 Lot 96/97 202.0 13.6 120.8 7 98.6 50-24 7-1-85 Lot 96/97 205.5 11.1 117.0 1 95.4 50-25 7-1-85 Tamarack Ave., 5ta. 91+2! 189.0 13.0 109.5 10 90.6 50-26 7-3"-85 Lot 108 194.0 11.1 108.7 9 92,:3 50-27 7-8-85 Tamarack Ave., Sta. 95+41 170.0 13.6 _ 120.1 7 95.8 Offsite (Lot 8-3) 50-28 7-8-85 Tamarack Ave., 5ta. 95+4 174.0 13.6 120.4 7 96.1 Offsite (Lot 8-3) 50-29 7-8-85 Tamarack Ave., Sta. 95+4 174.0 13.6 121.1 7 95.3 Offsite (Lot 8-3) SO-30 7-9-85 Tamarack Ave., Sta. 95+4 145.0 11.1 .118.8 5 94.8 Offsite (Lot 8-3) 50-31 7-9-85 Tamarack Ave., Sta. 95+4 148.0 12.4 [08.4 4 90.1 Offsite (Lot 8-3) 50-32 7-9-85 Lot 114/115 Offsite 150.0 12.4 120.4 5 96.0 50-33 7-9-85 Tamarack Ave., Lot 8-3 147.0 13.0 118·.9' 5 94.9 Offsite 50-34 8-8-85 Lot 145 14.0 9.8 111.7 12 90.1 SO-35 8-8-85 Lot 145 141.0 11.1 123.0 12 98.9 SO-36 8-8-85 Lot 145 117.0 9.8 109.3 1 91.2 50-37 8-8-85 Lot-145 111.0 12.4 109.6 1 91.4 50-38 8-8-85 Lot 145 143.0 11.7 109.8 1 91.5 50-39 8-8-85 Lot 145 131.0 9.8 113.1 1 94.3 50-40 8-13-85 Storm Orain "A" Unit 3 270.0 11.7 113.1 12 90.9 50-41 8-13-85 Milford Pl., 5ta. 14+95 301.0 16.3 103.1 2 90.3 Plate No. 10 DATE 12-2-86 JOB NO., 8421000 Page 10 . Stormdra inTrench Backfi 11 ELEV. OR DRY DEN. -,- TEST DEPTH OF MOIST. LBS. J SOIt-RELATI' NO. DATE LOCATION TEST,FT .,. CU. FT., TYPE COMP. SO-42 8-14-85 Storm Drain liB", Unit 3 300.0 13.6 1Q8.6 1 90.6 SO-43 8-14-85 Tamarack Ave., sta. 104+9( 250.0 13.6 115.2 7 94.3 Offsite SO-44 8-15-85 storm Drain IIA", Unit 3 283.0 19.0 102.4 10 84.8 SO-45 8-15-85 Storm Drain "A", Unit 3 285.5 12.4 111.6 10 92.4 SO-46 8-15-85 Tamarack Ave., Sta. 104+9C 250.0 11.5 il1.6 6 91.9 SO-47 8-20-85 Offsite Tamarack Ave., Sta. 95+00 175.0 11.4 106:2 9 90.2 Offsite 50-48 8-20-85 Tamarack Ave., Sta. 95+00 174.5 15.6 103.9 2 91.0 SO-49 8-20-85 Offsite Tamarack Ave., Sta. 95+00 174.0 10.8 117.6 7 95.9 Offsite SO-50 8-20-85 Tamarack Ave., Sta. 95+00 . 176.5 9.3 111.2 7 90.7 Offsite SO-51 8-20-85 Retest of No. SO-44 283.0 13.0 106.3 9 90.3 SO-52 8-20-85 Milford Pl., Sta. 12+50 303.0 14.9 109.0 4· 90.2 SO-53 8-30-85 Seabury St., Sta. 2+90 283.5 16.3 96.8 10 80.1 SO-54 8-30-85 Seabury St., Sta. 2+90 282.5 16.3 103.8 2 90.9 SO-55 8-30-85 Retest of No. SO-53 283.5 14.9 110.8 10 91.7 SO-56 9-13-85 Storm Ora;n "C II , Unit 3 267.0 14.5 109.9 ' 4 90.1 SO-57 9-13-85 Storm Drain "C", Unit 3 274.0 13.9 111.6 4 91.5 SO-58 9-13-85 storm Drain "C", Unit 3 288.0 13.7 111.1 4 91.1 ' SO-59 9-13-85 Storm Drain "C", Unit 3 302.0 12.7 10g.6 10 90.7 SO-60 9-18-85 Lot 70/71 240.0 14.2 106.9 2 93,9 SO-61 9-19-85 Lot 96/97 213.0 10.4 103.0 2 90.0 SO-62 9-19-85 Lot 96/97 234.0 12.3 107.7 2 94.3 50-63 9-19-85 Lot 96/97 219.0 13.6 107.6 2 94 ..• 2 SO-64 9-19-85 Lot 70/71 (Curb Inlet) '239.0 11.3 103.1 2 90.,3 SO-65 9~19-8fi Lot 22/23 243.0 13.5 107.2 2 93.8 50-66 9-19-85 Lot 22/23 236.0 13.3 111.2 2 91.0 SO-67 9-19-85 Lot 22/23 220.0 13.3 112.0 3 91.7 Plate No. 11 DA T E __ ..::..1:::...2 --==2~-8~6::--_ Stormdrain Trench 8ackfill TEST NO. SG-68 SO-69 SO-70 SO-71 SO-72 SO-73 SO-74 SO-75 SO-76 SO-77 SO-78 SO-79 SO-80 SO-81 SO-82 SO-83 SO-84 SO-85 SO-86 SO-87 SO-88 SO-89 SO-90 SO-91 SO-92 SO-93 DATE 10-21-85 10-21-85 10-21-85 10-21-85 10-21-85 10-21-85 10-21-85 10-23-85 10-23-85 10-23-85 10-23-85 10 ... 23-85 10-23-85 10-23-85 10-23-85 10-24-85 10-24-85 10-24-85 10-24-85 10-25-85 10-25-85 10-25-85 10-25-85 11-15-85 11-15-85 11-15-85 ELEV. OR DEPTH OF MOIST. LOCATION TEST,FT .,. Lot 118 301.0 12.3 Lot 118 298.0 13.4 11811 st., Segement 9 338.0 11.2 118 11 st., Segement 9 336.0 12.3 Village ilL-III, Unit 2 336.0 11.4 Village "L-1", Unit 2 338.0 12.3 Village ilL-III, Unit 2 340.0 10.0 Lot 118, Segement 3 296.0 12.3 Offsite Lot 118, Segement 4 ' 274.0 12.7 ' Offsite 11811 St., Segement 5, 294.0 12.5 Offsite 118" st., Segement 5, 270.0 13.4 Offsite Lot 118 300.0 12.4 Lot 118, Curb Inlet 298.0 12.3 IIAII st., Segement 1 297.0 13.3 Lot 126, Curb Inlet 298.0 13.7 Harwich Dr •• Sta. 9+90 342.0 10.6 Harwich Dr., Sta. 10+80 343.0 12.1 Harwich Dr., Sta. 11+10 341.0 11.2 Harwich Dr., Sta. 11+68 339.0 11.6 "8 11 St., Curb Inlet 334.0 12.1 118" St., Segement 6 ' 330.0 11.1 Offsite Harwich Dr., Sta. 10+80 342.0 11.1 Harwich Dr., Sta. 9+48 342.0 '12.1 Harwich Dr., Sta. 20+20 317.0 13.0 Offsite Harwich Dr., Sta. 20+20 306.0 16.3 Offsite Village ilL-I", Slope 327.0 8.7 JOB NO. 84',1000 Page I: DRY DEN. LBS. , CU. FT. 112.7 113'.0 117.0 113.3 113.6 116.1 116.4 116.0 116,.1 117.3 116.6 116.9 118.3 117.4 117.5 116.3 116.2 116.7 116.6 111.2 ' 111.1 116.8 116.4 118.2 118.9 106.2 SOIL TYPE 3 3 , 15 7 7 15 15 15 15 15 15 15 15 15 15 15 15 15 15 3 3 15 15 1$ 15 15 .,. RELATI'v ' COM.P. 92.2 92.4 90.7 92.4 92.5 90.0 90.2 90.0 90.0 90.9 90.4 90.6 91.7 91.0 91.1 90.2 90.0 " 90.4 90.4 91.0 90.-9 90.5 90.2 91.6 92.2 82.3 Plate No. 12 12-2-86 ~ .. 8421000 Page 12 DATE JOB NO. 'Stormdrain Trench Backfill ELEV. OR DRY DEN. ./. TEST DEPTH OF MOIST. LBS. / SOIL RELATfI NO. DATE LOCATION TEST,FT .,. CU. FT . TYPE COMP.. 11-18-85 . SO-94 Harwich Dr., Sta. 15+02 327.0 12.4 125.6 15 .97..4 Offsite SO-95 11-18-85 Harw; ch Dr., Sta. 15+02 330.0 14.0 121.6 15 94.3 Offsite SO-96 11-18-85 Harwich Dr., Sta. 15+02 275.0 12.7 111.7 15 93.9 Offsite SO-97 11-18-85 Retest of No. SO-93 306.0 13.6 123.6 15 95.8 SO-98 11-18-85 Harwich Dr., Sta. 15+02 213.0 9.3 120,.5 5 96.2 Offsite SO-99 11-18-85 Village ilL-III, Parking Lo1 338.0 10.9 120.5 15 93.4 SO-100 11-18-85 Village ilL-I", Parking Lot 337.0 12.4 116.7 5 93.1 SO-101 11-18-85 Harwich Dr., Sta. 15+02 229.0 11.1 107.4 9 91.2 Offsite SO-102 11-21-85 Storm Drain "B" 307.0 12.4 107.9 9 91.7 SO-103 11-21-85 Storm Drain "B" 310.0 13.0 110.2 9 93.6 SO-104 11-21-85 Storm Drain "B" 313.0 13.0 111.7 9 94.9 SO-105 11-22-85 Storm Drain "B" 313.0 14.3 117.3 9 99.7 Piate No. 13 DATE 12-1-86 , JOB NO, 8421000 Water Trench Backfill ELEV. OR DRY DEN. ' .'.' TEST DEPTH OF MOIST. LBS. I SOIL RELATI' NO. DATE LOCATION TEST,FT 0/0 CU. FT. TYPE COMP. . W-1 6-28-85 Tamarack Ave., Sta. 91+25 192.0 11.1 106.6 2 93.4 W-2 6-28-85 Tamarack Ave., Sta. 88+90 207.0 11.1 110.8 9 94.2 W-3 6-28-85 Tamarack Ave., Sta. 86+10 222.5 8.7 120.8 12, 97.1 W-4 6-28-85 Tamarack Ave., Sta. 83+65 221.5 1?.4 114.4 1 95.4 W-5 6-28-85 Tamarack Ave., Sta. 81+25 215.5 13.6 120.2 12 96.7 W-6 7-9-85 Greenwich St., Sta. 15+00 219.5 13.6 116.7 1 97.4 W-7 7-9-85 Lot 49, Lateral 219.5 14.9 105.0 1 90 .• 5 W-8 7-9-85 Lot 44, Lateral 219.5 12.4 124.3 12 98.0 W-9 7-9-85 Greenwich St., Sta. 12+40 . 225.0 14.9 112.1 1 93.5 W-lO 7-9-85 Lot 33, Lateral 229.0 12.4 118.3 12 95.1 W-ll 7-9-85 Greenwich St., Sta. 9+60 229.0 9.9 114.2 1 95.3 W-12 7-9-85 Greenwich St., Sta. 6+90 227.0 11.1 113.2 1 94.4 W-13 7-9-85 Lot 4, Lateral 229.0 11.1 117..3 10 97.1 W-14 7-9-85 Lot 10. Lateral 227.5 13.0 113.1 10 93.6 W-15 7-10-85 Wilshire Ave., Sta. 12+80 235.0 11.1 1':04.6 9 88.9 ·W-16 7-12-85 Cheshire St., Access Hole 219.0 16.3 113.3 12 91.1 18 W-17 7-12-85 Lot 92, Lateral 218.0 11.1 107.9 1. 90.0 W-18 7-12-85 Lot 90, Lateral 223.0 9.9 96.3 2 84.3 W-19 7-12-85 Lot 124, Lateral 221.0 13~6 ' 114.7 12 92 .• 2 W-20 7-12-85 Lot 120, Lateral 212.0 12.4 . 11.0·.5 10 91.5 W-21 7-12-85 Cheshire St., Sta. 24+80 212.0 9,9 110.2 10 91.2 W-22 7-12-85 Lot 98, Lateral 202.5 11.1 104.1 2 91..2 W-23 7-12-85 Cheshire St., Sta. 27+90 196.0 11.1 95.2 2 83,4, W-24 7-12-85 Lot 111, Lateral 192.5 9.9 113.5' '7 92.6 W-25 7-12-85 Cheshire St., Sta. 29+80 186.0 8.7 109.3 2 95.7 W-26 7-15-85 Lot 109, Lateral 188.5 11.7 '120,.4 5 96.l Plate No. 14 DATE 12-1-86 JOB NO. 8421000 'Water Trench Backfill ELEV. OR DRY DeN, -I. TEST DEPTH OF MOIST. LBS. J SOIL RELATI\ NO. DATE LOCATION TEST,FT . ,. cu. FT . TYPE COMP. W-27 7-15-85 Retest of No. W-23 196.0 11.1 105.5 2 92.4 W-28 7-17-85 Retest of NOi W-18 223.0 9.9 103.·6 2 '90.7 W-29 7-17-85 Retest of No. W-15 235.0 11.1 107.6 9 91.4 W-30 8-9-85 Simsbury Ct., Sta. 12+85 164.0 15.6 109.6 9 " 93.1 W-31 8-9-85 Simsbury Ct., Sta.· 16+35 151.0 12.4 111.1 9 94.4 W-32 8-9-85 Simsbury Ct., Sta. 20+30 149.0 11.1 100.7 9 85.5 W-33 8-9-85 Simsbury Ct. '. Sta. 24+10 164.0 12.4· 103.6. 6 85.4 W-34 8-9-85 Simsbury Ct., Sta. 26+40 164.0 11.1 110.6 9 94.0 W-35 8'-9-85 Simsbury Ct., Sta. 11+50 165.0 13.6 106.1 9 . 90.2 W-36 8-12-85 . Simsbury Ct., Sta. 17+05 148.0 19.0 112..4 9' 95.4 W-37 8-12-85 Simsbury Ct., Sta. 15+70 150.0 13.6 111.5 9 94.8 W-38 8-12-85 Simsbury Ct., Sta. 14+90 160.0 11.1 101.2 9 86.0 W-39 ' 8-12-85 Simsbury Ct., Sta. 13+70 161.0 11.1 117.5 ' 9 99.8 W-40 8-12-85 Simsbury Ct., Sta. 12+60 '162.0 13.0 114·.2 9 97.0 W-41 8-12-85 Simsbury Ct., Sta. 18+10 148.0 16.3 112.2 9 95.3 W-42 8-12-85 Simsbury Ct., Sta. 19+80 150.0 11.1 99.7 6 81.2 , W-43 8-12-85 Simsbury Ct., Sta. 22+60 160.0 12.4 1'08.9 ,6 90.0, W-44 8-12-85 Simsbury Ct., Sta. 24+60 162.0 12.4 103.7 2 90.8 W-4S 8-12-85 Simsbury Ct., Sta. 26t30 16'5.0 22.0 108.1 9 91.8 W-46 8-12-85 Retest of No. W-38 160 .• 0 11.1 111.2 9 94.4 .' W-47 8-12-85 Retest of No. W-42 149.5 12.4 105.3 9 90.0 W-48 8-12-85 Retest of No. W-32 150.0 11.1 106.0 9 90.1 W-49 8-13-85 Simsbury Ct., Sta. 11+10 173.5 12.4 117.2 9 99.6 W-50 8-13-85 Simsbury Ct., Sta. 11+10 173.5 15.6 106.6 9 90.5 W-51 8-13-85 Retest of No. W-33 164.0 12.9 114.5 4 94.0 W-S2 10-3-85 Tamarack Ave., Sta. 110+75 300.0 11.6 107.9 2 94.5 Plate No. 15 DATE 12-1-86 f JO'B, NO. 8421000 ,Water Trench Backfill ELEV. OR DRY DEN. -I. TEST DEPTH OF MOl ST. LBS. / SOIL RELATIY NO. DATE LOCATION TEST,FT .,. cu. FT. TYPE . COMP. . 108+5C W-53 10-3-85 Tamarack Ave., Sta. 286.5 12.6 112.6 3 92.2 W-54 1()-3-85 Tamarack Ave., Sta. 107+0( 274.0 12.5 111.9 3 91.5 W-55 10-3-85 Tamarack Ave., Sta. 105+5( 258.0 14.5 111.2 3 91.0 W-56 10-3-85 Tamarack Ave., Sta. 103+5( 236.0 12.3 113.5 3 92.9 W-57 10-3-85 Tamarack Ave., Sta. 101+5( 212.0 12.2 112.1 3 91.7 W-58 10-3-85 Tamarack Ave., Sta. 99+70 196.0 12.5 113.1 3 92.5 W-59 10-3-85 Tamarack Ave., Sta. 10+50 182.0 14.2 112.5 3 92.1 W-60 10-3-85 ' Tamarack Ave., Sta. 11+30 158.0 13.4 112.4 3 91.7 W-61 10-3-85 Tamarack Ave., Sta. 98+68 .142.0 13.0 114.6 3 92.0 W-62 10-3-85 Tamarack Ave., Sta. 98+68 124.0 11.6 114.0 3 9~.8 W-63 10-7-85 Milford Pl., Sta. 10+75 305.0 12.3 111-.3 3 93.3 W-64 10-7-85 Milford Pl., Sta. 11+50 306.0 12.2 111.7 3 ' 91.1 W-65 10-7-85 Milford Pl., Sta. 12+50 304.0 13.2 111.4 3 91.4 W-67 10-7-85 Milford Pl., Sta. 14+00 304.0 12.5 1l1.4 3 91.2 W-68 10-7-85 Milford Pl., Sta. 9+50 305.0 11.6 i12.8 3 92.3 W-69 10-7-85 Milford Pl., Sta. 7+80 300.0 13.2 1l0.7 ' 3 90.6 W-70 10-7-85 Milford Pl., Sta. 7+70 300.0 14.5 1l1.0 ' 3 90.9 W-71 10-7-85 Seabury St., Sta. 5+75 293.0 11.6 110.4 3 90.3 W-72 10-7-85 Seabury St., Sta. 5+70, 293.0 12.5 111.0 3 90.8 Lateral W-73 10-7-85 Seabury St., Sta. 3+75, 286.0 12.5 111.5 3 91.2 W-74 10-7-85 Seabury St., Sta. 3+70, 286.0 12.4 112.9 3 92.4 Lateral W-75 10-8-85 Seabury St., Sta. 4+11, 287.0 12.3 1l0.2 3 90.2 Lateral W-76 10-8-85 Seabury St., Sta. 4+91, 290.0 12.5 1l2.8 3 92.3 Lateral W-77 10-8-85 Stockton Pl., Sta. 10+65 299.0 12.4 1l0.4 3 '90.3 W-78 10-8-85 Stockton Pl., Sta. 11+40 302.0 11.4 1l1.2 3 91.0 Plate No. 16 DATE 12-1-86 JOB NO . 8421000 . ,Water Trench Backfill ELEV. OR DRY DEN. -I. TEST DEPTH OF MOIST. LBS. J SOIL R,E LAT I \ NO. DATE LOCATION TEST,FT -I. cu. FT. TYPE COMP. . W-79 10-8-85 Stockton Pl., Sta. 12+15 305.0 12.7 110.4 3 90.4 W-80 10-8-85 Stockton Pl., Sta. 11+05, 301.0 11.4 110.6 3 90.5 . Lateral W-81 10-8-85 Stockton Pl., Sta. 11+40, 302.0 12.7 110.9 3 90.7 Lateral W-82 10-8-85 Stockton Pl., Sta. 12+17, 305.0 12.4 110.9 3 90.7 Lateral W-83 10-8-85 Stockton Pl., Sta. 13+70, 304.0 12.4 110.1 3 90.0 Lateral W-84 10-8-85 Stockton Pl., Sta. 14+90, 303.0 12.6 110 •. 2 3 90 .. 1 Lateral W-85 10-17-85 Glenbrook St., Sta. 9+60 244.0 12.5 104.0 2 91.0 .. W-86 10-17-85 Glenbrook st., Sta. 9+00 243.0 11.3 107.6. 2 94.2 W-87 10-17-85 Glenbrook St., Sta. 8+20 .242.0 12.5 111.4 3 91.2 W-88 10-17-85 Glenbrook St., Sta. 9+55 244.0 11.1 107.8 2 94.4 W-89 10-17-85 Glenbrook St., Sta. 8+30 242.0 12.6 112.1 3 91.8 W-90 10-17-85 Glenbrook St., Sta. 8+25 242.0 12.1 107.8 2 94.4 W-91 10-17-85 Glenbrook St., Sta. 8+75 243.0 13.6 111.4 J 91.2 W-92 10-17-85 Glenbrook st., Sta. 13+55 240.0 12.4 114.2 3 93.4 W-93 10-17-75 Glenbrook st., Sta. 12+95 240.0 12.9 108.4 2 94.9 W-94 10-17-85 Glenbrook St., Sta. 13+60 240.0 13.8 107.9 2 94.4 W-95 10-17-85 Glenbrook St., Sta. 13+10 240.0 12.3 109.5 2 95.9 W-96 10-17-85 Glenbrook St., Sta. 10+70 244.0 13.3 107.8 2 94.4 W-97 10-17-85 Glenbrook St., Sta. 11+70 242.0 12.6 107.9 2 94.5 W-98 . 10-17-85 Glenbrook St., Sta. 11+35 243.0 13.6 106.6 2 93.4 W-99 10-17-85 Glenbrook St., Sta. 11+15 243.0 12.2 113.8 3 93.1 Lateral .W-IOO 10-18-85 Wilshire Ave., Sta. 13+75 241.0 12.5 108 .• 7 3 95.1. W-101 10-18-85 Wilshire Ave., Sta. 14+80 246.0 12.4 111.5 3 91.2 W-102 10-18-85 Wilshire Ave., Sta. 16+20 252.0 \ 12.6 111.7 3 91.4 W-103 10-18-85 Newshire St., Sta. 16+90 253.0 13.2 . 111.7 3 91'.4 W-I04 10-18-85 Newshire St., Sta. 17+70 252.0 11.6 113.7 . 3 93.0 Plate No. 17 DATE 12-1-86 JOB NO • 8421000 . Watei Trench Backfill ELEV. OR DRY DEN. .,. TEST DEPTH OF MOIST. LBS. J SOIL, RELATI\ NO. DATE LOCATION TEST,FT .,. CU. FT. TYPE COMP. W-105 10-18-85 Newshire St., Sta. 17+35 253.0 11.4 113.2 3 92.7 Lateral W-106 10-18-85 Newshire St., Sta. 18+10 251.0 12.,6 112.6 3 92.2 Lateral W-107 10-18-85 Newshire St., Sta. 19+10 246.0 13.3 .108~9 2 95.3 W-108 10-18-85 Newshire St., Sta. 20+20 239.0 13.5 109.4 2 95.8 W-109 10-18-85 Newshire St., Sta. 19+50 244.0 13.6 108.3 2 94.8 W-110 10-18-85 Newshire St., Sta. 21+60 230.0 12.4 113.4 3 92.8 ' W-111 10-18-85 Tamarack Ave., Sta. 112+1 5 310.0 11.5 114.7 3 93.8 W-112 10-18-85 Tamarack Ave., Sta. 113+8 317.0 12.7 ' 111.3 3 91.0 'W-113 10-18-85 Tamarack Ave., Sta. 115+0 324.0 12.3 113.2 7 92.3 W-114 ' 10-18-85 Tamarack Ave., Sta. 116+0 329.0 13.6 113.3 7 92.4 W-115 10-18-85 Tamarack Ave., Sta. 118+0( 340.0 13.2 112.2 7 91.5 Plate No. 18 DATE 12-1-86 JOB NO. 8421000 -Joint Utility Trench Backfill ELEY. OR DRY DEN, -I. TEST DEPTH OF MOIST. LBS. I SOIL R~l,.Anv NO. DATE LOCATION TEST,FT 0,. cu. FT. TYPE COMP. J-1 9-27-85 Tamarack Ave., Sta. 94+50 178.5 15.2 105.6 2 92.5 J-,2 9-27'-85 Tamarack Ave., Sta. 96+50 178.5 15.5 106.7 2 93.4 I J-3 9-27-85 . Tamarack Ave., Sta. 95+70 177 .5 15.4 107.9 2 94.4 I J-4 9-27-85 Simsbury Ct., Sta. 11+20 175.5 14.1 . 107.2 2 93.9 J-5 9-27-85 Simsbury Ct., Sta. 12+00 169.0 12.8 109~9 2 96.2 J-6 9-30-85 Tamarack Ave., Sta. 94+10 179.0 12.3 114.2 3 93.4 J-7 9-30-85 Tamarack Ave., Sta. 97+25 181.0 14.9 112,.8 3 92'.3 J-8 9-30-85 ' Simsbury Ct., Sta. 11+25 177 .0 13.7 112.4 3 91.9 J-9 9-30-85 Hamden Way, Sta. 11+10 167.5 12.8 113.0 3 92.4 J-lO 9-30-85 Hamden Way, Sta. 11+50 168.0 14.5 112.5 3 92.1 J-11 9-30-85 Simsbury Ct., Sta. 26+60 165.5 11.6 114.4 3 93.6 J-12 9-30-85 Simsbury Ct., Sta'. 26+70 167.5 13.3 113.0 3 92~5 J-13 9-30-85 Simsbury Ct., Sta. 25+65 165.0 14.4 112.,2 3 91.8 J-14 9-30-85 Simsbury Ct., Sta. 24+40 164.0 14.6 112.6 3 92.1 J-15 9-30-85 Simsbury Ct., Sta. 24+10 165.0 11.3 114.5 3 9j.7 J-16 9-30-85 Simsbury Ct., Sta. 21+85 158.5 14.2 109.9 4 90.2 J-17 ' 9-30-85 Simsbury Ct., Sta. 21+70 159.0 13.9 112.1 4 91..9 J-18 9-30-85 Simsbury Ct., Sta. 19+25 151.5 ' 13.4 113.7 3 93.0 J-19 9-30-85 Simsbury Ct., Sta. 19+25 152.0 13.6 112.0 3 91.7 J-20 9-30-85 Simsbury Ct., Sta. 18+55 150.5 14.2 111.9 3 91.5 ' J-21 9-30-85 Simsbury Ct., Sta. 16+15 163.0 14.2 112.1 ,3 91.7 J-22 9-30-85 Simsbury Ct., Sta. 16+00 163.0 15.4 112.7 3 92.2 J-23 9-30-85 Simsbury Ct., Sta. 15+80 171.5 15.4 112.6 3 92.1 J-24 9-30-85 Simsbury Ct., Sta. 13+10 164.0 14.3 1i1.3 3 91.1 J-25 9-30-85 Simsbury Ct., Sta. 13+00 164.5 13.3 112.5 3 92.0 J-26 9-30-85 Simsbury Ct., Sta. 13+30 167.0 14.5 113.4 3 92.8 Plate No. 19 DATE 12-1-86 JOB NO-. ~-8421000 . Joint Utility Trench Backfill ELEY. OR DRY DEN, .,. TEST DEPTH OF MOIST. .LBS. / SOIL RELATI'. NO. DATE LOCATION TEST,FT ./. cu. FT. TYPE .COMP. J-27 11-20-85 Mil ford Ct., Sta. 11+00 306.0 13.6 . 112.2 6 92.4 J-28 11-20-85 Mil ford Ct., Sta. 13+50 304.0 13.0 114.2 6 94.1 J-29 11-20-85 Seabury Ct., Sta. 7+90 299.5 14.3 113.8 6 93.7 J-30 11-20-85 Stockton Pl., Sta. 11+20 300.5 13.6 111.9 6 92.2 J-31 11-20-85 Seabury Ct., Sta. 4+90 290.0 14.3 ~09.8 6 90.4 J-32 11-20-85 Stockton Pl., Sta. 11+60 300.0 13.0 111.8 6 92.1 J-33 11-20-85 Seabury Pl., Sta. 3+70 299.0 14.9 114.7 6 94.5 J-34 12-9-85 Wilshire Ave., Sta. 12+40 248.5 12.4 118 . .8 12 95.9 J-35 12-9-85 Glenbrook Ave., Sta. 8+70 . 243.5 14.3 121.2 12 97.4 J-36 12-9-85 Glenbrook Ave., Sta. 8+90 242.5 10.5 116.7 12 93.8 J-37 12-9-85 Glenbrook Ave., Sta. 11+8D 243.5 14.3 ll4.2 6 -94.1 J-38 12-9-85 Glenbrook Ave., Sta. 11+8~ 242.5 11.1 11.6.6 6 96.0 J-39 12-9-85 Newshire St., Sta. 17+00 250.5 13.6 109.9 9 93.4 J-40 12-9-85 Newshire St., Sta. 19+20 246.0 15.6 108.9 6 92.5 Plate No . 20 OATE _____ 12_-_1-_8_5 __ _ . Roadway Subgrade ELEV. OR TEST DEPTH OF MOIST. NO. DATE LOCATION TEST,FT ./. . SG-l 8-13-85 Greenwich St., Sta. 6+70 Subgrade 9.9 SG-2 8-13-85 Greenwich St., Sta. 8+80 Subgrade 11.1 SG-3 8-13-85 Greenwich St., Sta. 9+80 Subgrade 6.4 SG-4 8~13-85 Greenwich St., Sta. 11+40 Subgrade 7.5 SG-5 8-13-85 Greenwich St., Sta. 14+40 Subgrade 9.9 SG-6 8-14-85 Tamarack Ave., Sta. 80+30 Subgrade 12.4 SG-7 8-14-85 Tamarack Ave., Sta. 81+75 Subgrade 11.1 SG-8 8-14-85 Tamarack Ave., Sta. 85+40 Subgrade 12.4 SG-9 8-14-85 Tamarack Ave., Sta. 88+85 Subgrade 4.2 SG-I0 8-14-85 Tamarack Ave., Sta. 92+40 Subgrade 14.9 SG-11 8-14-85 Cheshire St., Sta. 30+00 Subgrade 11.1 SG-12 8-14-85 Cheshire St., Sta. 28+00 Subgrade 8.1 SG-13 8-14-85 Cheshire St., Sta. 24+60 Subgrade 11. 7 SG-14 8-14-85 Cheshire St., Sta. 22+40 Subgrade 11.1 SG-15 10-.22-85 Simsbury Ct., Sta. 27+00 SG-16 10-22-85 Simsbury Ct., Sta. 25+60 SG-17 10-22-85 Simsbury Ct., Sta. 24+00 SG-18 10-22-85 Simsbury Ct., Sta. 22+90 SG-19 10-22-85 Simsbury Ct., Sta. 19+25 SG-20 10-22-85 Simsbury Ct., Sta. 17+50 SG-21 10-22-85 Simsbury Ct., Sta. 16+00 SG-22 10-22-85 Simsbury Ct., Sta. 14+76 SG-23 10-22-85 Simsbury Ct., Sta. 12+55 SG-24 10-22-85 Simsbury Ct., Sta. 11+10 SG-25 10-22-85 Hamden Way, Sta. 11+20 SG-26 10-22-85 Tamarack Ave., Sta. 94+40 Subgrade Subgrade Subgrade Subgrade Subgrade Subgrade Subgrade Subgrade Subgrade Subgrade Subgrade Subgrade 13.4 11.7 12.2 13'.4 13.2 13.2 12.1 13.2 11.1 11.1 11.6 13.4 JO B NO. _8_4_21-,-0,",,",0.,:..0 __ DRY DEN, LBS. , cu. FT . 117.0 120.1 118.5 117.2 120.0 118.1 118.8 . 121.6 124.0 121.2 109.1 120.2 . 114.2 120.6 ,. 109.5 111.5 111.8 114..4 114..4 115.0 115.3 115.5 116.3 117.1 116.1 114.0 e,. SOl L RELATI.\ TYPE COM:P. 3 ·91.7 11 98.9 11 96.5 11 95.4 11 98.2 10 97.8 3 ,97.2 3 99.5 9 101.5 6 99.8 6 90.0 6 98.0 9 97.1 6 99.4 2 2 2 3 3. 3 3 3 3 3 3 ' 3 95.,9 97.{5 97.9 93".5 93.6 94.1 94.4 94.6 95.1" 95 •. 9 95.0 93.3 , . 21 12-1-86 ",..--. Plate No. ,,' .8421000 DATE \ JOB NO . . Roadway Subgrade ELEV. OR DRY DEN, -I. TEST DEPTH OF MOIST. LBS. I SOIL RELATIV NO. DATE LOCATION TEST,FT . ,. cu. FT .. TYPE COMPo SG-27 10-22-85 Tamarack Ave., Sta. 96+20 Subgrade 12.3 114.0 3 93.3 SG-28 10-22-85 Tamarack Ave., Sta. 97+75 Subgrade 13.6 115.8 3 94.7 SG-29 10-23-85 Dump Station Access Rd., Subgrade 11.1 108.6 ·2 95.0 Sta. 15+65 S.G-30 10-23-85 Dump Station Access Rd., Subgrade 12.2 111.0 2. 97.2 Sta. 13+80 SG-31 10-23-85 Dump Station Access Rd., Subgrade 12.2 110·.0 2 96.3 Sta. 12+20 SG-32 10-23-85 Dump Station Access Rd., Subgrade 13.4 109.2 2 95.6 Sta. 10+70 SG-33 12-17-85 Tamarack Ave., Sta. 110+0 Subgrade 12.4 122.3 15 94.8 SG-34 12-17-85 Tamarack Ave., Sta. 107+0( Subgrade 15.6 . 114.7 12 91.6 SG-35 12-18-85 Tamarack Ave., Sta. 104+0( ?ubgrade 17.6 121.4 ·15 . 94.1 SG-36 12-18-85 Tamarack Ave., Sta. 101+0 Subgrade 17.6 119.2 15 92.4 SG-37 12-26-85 Milford Pl., Sta. 11+35 Subgrade 11.1 129.2 16 96.2 SG-38 12-26-85 Milford Pl., Sta. 14+95 Subgrade 11.5 113.6 11 92.5 SG-39 12-26-85 Seabury St., Sta. 7+10 Subgrade . 11.1 111.9 11 91.1 SG-40 12-26-85 Seabury Ct., Sta. 4+95 Subgrade 13.6 115.7 11 94.2 SG-41 . 12-26-85 Stockton Pl., Sta. 12+10 Subgrade 12.4 120.4 11 98.0 SG-42 12-26-85 Stockton Pl., Sta. 8+95 Subgrade 14.9 119 .• 7 11 97.5 ,,' Plate No. 22 DATE 12-1-86 . Roadway Base ELEV. OR DEPTH OF MOIST. TEST NO. DATE LOCATION TEST,FT ./. B-1 B-2 B-3 8-4 8-16-85 Greenwich St., Sta. 14+65 Base 8:1 8-16-85 Greenwich St., Sta. 11+75 Base 7.5 8-16-85 Greenwich St., Sta. 6+50 Base 7.8 8-16-85 Greenwich St., Sta. 9+00 Base 7.0 B-5 B-6 B-7 B-8 B-9 B-lO 8-11 B-12 8-16-85 Tamarack Ave., Sta. 80+15 Base 5.3 8-16-85 Wilshire Ave., Sta. 10+75 Base 10.5 8-16-85 Tamarack Ave., Sta. 87+00 Base 7.5 8-16-85 Tamarack Ave., Sta. 91+80 Base 8.7 8-16-85 Tamarack Ave., Sta. 78+00 Base 4.7 8~16-85 Retest of B-9 Base 6.4 8-18-85 Cheshire Ave., Sta. 24+50 8ase 4.7 8-18-85 Cheshire Ave., Sta. 28+50 Base 6.4 B-13 ' 10-24-85 Hamden Way, Sta. 10+80 B-14 10-24-85 Hamden Way, Sta. 11+90 8-15 10~24-85 Simsbury Ct., Sta. 26+80 B-16 10-24-85 Simsbury Ct., Sta. 25+25 B-17 10-24-85 Simsbury Ct., Sta. 23+20 8-18 10-24-85 Simsbury Ct.,. Sta. 21+00 B-19 10-24-85 Simsbury Ct., Sta. 19+20 B-20 10-24-85 Simsbury Ct., Sta. 17+55 B-21 10-24-85 Simsbury Ct., Sta. 15+45 B-22 10-24-85 Simsbury Ct." Sta. 13+8D B-23 10-24-85 Simsbury Ct., Sta. 12+00 , B-2g 10-24-85 Tamarack') Ave-., Sta. 94+50 B-25 10-24-85 Tamarack Ave., Sta. 95+90 B-25 10-24-85 Tamarack Ave., Sta. 97+80 Base 'Base Base Base Base Base Base Base Base Base Base Base Base Base 6.4 6.4 8.7 7.5 6.4 7.5 6.8 7.5 6.4 7.5 8.7 6.4 8.7 7.5 JOB NO. 8421000 DRY DEN. tBS. / CU. FT. 131.2 129.6' 128.7 134.1 120.7 136.0 130.4 : 1:34.4 122.8 131. 7 133.0 13~.7 133.9 134.2 131.3 131.8 133.9 133.2 134.5 133.3 . 132.8 131.6 132.0 134.0 131.6 133.4 SOIL TYPE 14 ,14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 . 14 14 14 14 14 14 0/. RELATI\ COMP. 97.2 90.1 95.4 99.4 96.9 100·.8 96.7 99.6 91.1' 91.6 98.6 98.4 99.2 99.5 97.3 97.7 99.2 98·7 99.7 '98.8 98.4 97.6 97.8 99.3 97.5 98.8 y .. " 23 12-1-86 8421000 Plate No. DATE JOB NO . .. • Roadway Base ELEV. OR DRY DEN. .,. TEST DEPTH OF MOl ST. LBS. , SOIL RELATIV NO. DATE LOCATION TEST,FT .,. cu. FT. TYPE COMP. B-27 10-24-85 Pump Station Access Rd., Base 6.4 135.1 14 100.1 Sta. 15+60 B-28 10-24-85 Pump Station Access Rd., Base 6.4 133.2 14 98.7 Sta. 13+30 B-29 10-24-85 Pump Station Access Rd., Base 7.5 131.-5 14 97.5 Sta. 11+65 B-30' 10-24-85 Pump Station Access Rd., Base 6.4 134.4 14 99.6 Sta. 10+60 'B-31 12-19-85 Tamarack Ave., Sta. 102+0 Base 7.5 135.2 16 99.4 B-32 12-19-85 Tamarack Ave., Sta. 104+5 Base 7.5 134.2 16 99.1 B-33 12-19-85 Tamarack Ave., Sta. 107+0 Base 7.0 130.9 16 96.3, B-34 12-19-85 Tamarack Ave., Sta. 109+0 Base 8.1 -132.4-16 97~4 B-35 12-19-85 Tamarack Ave., Sta. 111+7 . Base 5.3 131.2 16 96.5 B-36 12-20-85 Tamarack Ave., Sta. 110+0 Base 7.0 130.0 16 95.6 B-37 12-20-85 Tamarack Ave., Sta. 105+0 Base 6.3 132.4 16 97.4 B-38 12-30-85 Mil ford Pl., Sta. 11+20 Base 7.5 130.4 17 95.8 B-39 12-30-85 Mi 1 ford Pl., Sta. 13+30 Base 7.5 134.8 1.1 99.1' B-40 12-30-85 Seabury St., Sta. 7+50 Base 8.1 137.1 17 , 100.8 B-41 12-30-85 Stockton Pl., Sta. 11+20 Base 7.0 129.4 17 95.'1 B-42 12-30-85 Seabury Ct., Sta. 4+50 Base 7.5 132.1 17 97.1 B-43 12-30-85 Newshire St., Sta. 15+80 Base 8.3 134.1 17 98.6 8-44 12-30-85 Newshire St., Sta. 19+00 Base 8.7 127.2 17 93.5 B-45 12-30-85 Wilshire Ave., Sta. 13+46 Base 7.0 133.6 17 98.2 B-46 12-30-85 Gl enbrook Ave ~ , Sta. 12+1~ Base 6.3 124.4 17 91.5 8-47 12-30-85 Glenbrook Ave., Sta. 8+70 Base 7.0 131.9 17 96.3 8-48 12-30-85 Retest of No. B-44 Base 6.4 132.3 17 97 • .3 8-49 12-30-85 ' Retest of No. 8-46 Base 8.7 131.8 17 96.9 ,., ~ .,.. -. ~ , .,. ..t,Al Maximum Density Determination Tests SCS&T 8421000 MAXIMUM OPTIMUM SOIL TYPE DESCRIPTION DENSITY MOISTURE (pcf) (%) 1 Light Grey Clayey Fine Sand 119.9 11.5· 2 Buff Silty Fine Sand 114.2 11.4 3 Buff W/Green Tint Silty Sand 122.2 11..8 4 Dark Brown Clayey Sand 121.9 11.6 5 Light Brown Very Silty Fine Sand/Organi.cs 125.3 10.2 6 Light Tan Fine/Medium Silty Sand 121.4 11.-8 7 Brown Fine Silty Sand 122.6 11.2 9 Green Slightly Sand Silt 117.7 12.1 10 Green Fine Silty Sand 120.8 . 12.9 11 Off White Silica Sand 122.8 12 Whitish Grey Fine to Medium Silty Sand 124.4 10.4 and Mudstone 14 Base D.G. 134.9 8.0 15 Brown/Olive Fine Sand .Silty W/Clay 129.0 9.1 16 Orange Brown S.G. Sand 134.2 7.8 7 j GT 63·21 Uti :-t: c; .1-'t ,-""- 5 0 U THE R N C A ·L I FOR N I A 5 0 I LAN 0 T EST I N G. INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 206'27 SAN DIEGO., OALIF'. 92120 678 ENTERPRISE ST. ESCONDIDO. CALIF. 92025' T'ELE 746-4544 January 9, 1987 Pad fi c Scene, Inc. 3900 Harney Street San Diego, California 92110 Reference: Calaveras Hills SCS&T, 8421000 Report No. 35 SUbj ect: Si eve Ana lysi s of Extracted Aggregate, Percent Bi tumen.,Maximuni ' Density of Bituminous Mix, and In-Place Density SUmmary Gentl ernen: In accordance with your request, the subject testing has been performed on aspha 1 t concrete for use at the referenced proj ect. The materi a 1 was sampl ed from the project site on December 20 a'nd December 24, 1986. Test results and Daily Inspection Reports are submitted on the attaqhed Tables. We appreciate the opportunity to provide our services i.n this matter. Respectfully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC. David J. Akers, R.C.E. #26815 DJA:rg cc: per distribution SOU THE R N CAL' FOR N 'A SO, LAN 0 T EST I N 13. INC. l SCS&T 8421000 January 9, 1987 Table A CALAVERAS HILLS, 12-20-86 SIEVE ANALYSIS OF EXTRACTED AGGREGATE (percent passing') Sieve Size 1/211 3/811 #4 #8 #16 #30 #50 #100 #200 Percent Bitumen By Dry Weight of Aggregate: By Total Weight of Aggregate: Maximum Unit Weight, pcf TEMPERATURE SUMMARY Page 2 M-1 100 89 58 44 33 23 15 9 5.8 5.,5 5~2 146.0 Type Mix Time Location Temperature, F 1/211 South Coast 1/211 South Coast Landsford Way (Lot 198) Landsford Way (Lot 191) 305 290 , . SCS&T 8421000 January 9, 1987 Table B CALAVERAS HILLS, 12-24-86 SIEVE ANALYSIS OF EXTRACTED AGGREGATE (percent passing) Sieve Size 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 Percent Bitumen By Dry Weight of Aggregate: By Total Wei ght of Aggregate: Maximum Unit Weight, pcf TEMPERATURE SUMMARY Type Mix Time 1/2" South Coast 1/2" South Coast 1/2" South Coast 1/2" South Coast 1/211 South Coast 1/211 South Coast M-2 100 86 62 45 35 26 17 10 6.8 6.1 5.8 145.4 Location Mil ford Pl ace Hastings Dri.ve Hastings Drive Hastings Drive Hastings Drive Hastings Drive Page 3 M-3 100 86 62 46 35 26 18 11 7.0 147.9 . Temperatur~, F 2·80 295 300 290 285 . 300 SCS&T 8421000 January 9, 1987 Pag~ 4 Table C 1/2-ASPHALT CONCRETE DENSITY SUMMARY IN-PLACE IN-PLAC'~ SAMPLE DATE LOCATION UNIT WEIGHT, pcf COMPACTIO~,. ~ 1 12-24-86 Landsford Way 143.2 97.8 2 12-24-86 Landsford Way 146.9 .100.3 3 12-24-86 Landsford Way 141.5 96.7 4 12-24-86 Landsford Way 139.0 94.9 5 12-24-86 Landsford Way 141.8 96.9 6 12-24-86 Landsford Way 142.4 97.1 7 12-24-86 Landsford Way 138.9 94.9 8 12-24-86 Landsford Way 141.7 96.8 9 12-24-86 Mi 1 ford Pl ace 139.0 94.9 10 12-24-86 Mil ford Pl ace 149.5 102.1 11 12-24-86 Mi 1 ford Pl ace 145.5 99.4 12 12-24-86 Mil ford Pl ace 139.2 95.1 13 12-24-86 Mi 1 ford Pl ace 142.5 97.3 14 12-24-86 Mil ford Pl ace 143.1 97.7 15 12-24-86 Ashby Court 142.7 97.5 16 12-24-86 Ashby Court 145.0 99.0 17 12-24-86 Ashby Court 144.8 98.9 18 12-24-86 Ashby Court 140.9 96.2 19 12-24-86 Hastings Drive 141.0 96.3 20 12-24-86 Hastings Drive 142.4 97.3' 21 12-24-86 Has ti ngs Dri ve 144.8 98.9 22 12-24-86 Hastings Drive 139.3 95.~ 23 12-24-86 Hastings Drive 143.0 97.7 24 12-24-86 Hastings Drfve 141.0 96.3 25 12-24-86 Hastings Drive 140.1 95.7 26 12-24-86 Hastings Drive 142.5 97.3 27 12-24-86 Hasti ngs Dri ve 144.5 98 • .7 28 12-24-86 Hastings Drive 140.9 96.2 29 12-24-86 Hasti ngs Dri ve 139.9 95.6 30 12-24-86 Hastings Drive 142.8 97.5 31 12-24-86 Hasti ngs Dri ve 140.9 96.2 32 12-24-86 SURll1erset Way 141.2 96.4 33 12-24-86 Summerset Way 141.4 96.6 34 12-24-86 SURll1erset Way 141.3 96 •. 5 35 12-24-86 Summerset Way 144.7 98.8 36 12-24-86 SURll1erset Way 142.3 97.2 37 12-24-86 Brittany Way 143.0 97.7 38 12-24-86 Brittany Way 139.3 95.2 39 12-24-86 Brittany Way 139.6 95.4 40 12-24-86 Brittany Way 141.7 96.8 41 12-24-86 Brittany Way 144.2 98.5 AVERAGE 142.2 97.1 SOUTHEJ CALIFORNIA saiL AN TESTING, iNC;. 62BO RIVEROALE STREET. P. O. BOX 20627. SAN DIEGO. CALIFORNIA 92120 (619] 2130-4321 165 WEST ORAN3ETHOAPE. PLACENTIA. CALIFORNIA 92670 (714) 524-9130 ?'4-631 VELIE WAY. PALM DESERT. CALIFORNIA 92260 (619) 346-1078' 67S ENTERPRISE STREET. ESCONOIOO. CALIFORNIA 92025 (B19) 74&4544 .JOB: J;lATE Calavera Hills, Carlsbad 1;'9-~7 ADDRESS: SLOG. PERMIT NO. PLAN FILE NO: See Below ARCHITECT: TYPE INSPECTION: AIC Paving ENGINEER: MATERIAL INSPECTED: Asphaltic Concrete: 1/211 South Coast CONTRACTOR: 12-20-86 Ron Baudour 12-24-86 Dale Bartlett DISTRIBUTION: (4) Submitted (1) SCS&T, Escondido Pacific Scene/R. E. Hazard Construction Observed the lay-down and compaction of 1/211 South Coast asphalt concrete on Lanford Way. The paving contractor thi's day was R.'· E. Hazard. The Contractor placed the west half of Lansford Way, then it began to rain. The contractor conti·nued to place the east half of Lansford Way in the rain. In-Place Density testing was not per- formed on the compacted asphalt due to the rain. One sample of 1/211 asphalt concrete was taken for Extraction, Gradation and·Unit Weight Testing. Equipment used today includes (2) steel-drum: vibratory rollers and (1) pneumatic roller. Temperature readings of the asphalt concrete were taken at the time of sampling, temperature summary is attached. Observed the lay-down and compaction of 1/2" South C'oast asphalt concrete at the following locations: Milford Place, Hastings Dri-ve, Summerset Way, Landsford Way, Brittany Way, and Ashby Court." The pavement con- tractor used this day was R. E. Haza·rd. Two samples of 1/2" asphalt concrete were taken for Extraction, Gradation., and Specific Gravity Testing. In-Place Density testing was performed on the compacted asphalt using a Nuclear Density Gage. The average. of all three speCific gravity test results was used to determine the 95% relativ~ compaction compliance for this day. In-Place Density summary i·s attached'. All test exceed 95% relative compaction. Temperature readtngs of the asphalt concrete were taken at the time of sampl ing., tempera~ture summary is attached. SOUTHERN CALIFORNIA SaiL ANa TaSTING, INC. REVIEWED BY: ia3?f1t0.\ ~. ~ .11-26815 SOUTHERN CALIFORNIA SOIL AND,TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 9.;:?:120 6 7 B 'E N T E R P R I 5 EST. ESC 0 N 0 I 0 0, CAL IF. 9 2 0 2 S • TEL E 7 4 6 - 4 S 4 4 February 20, 1987 Pacific Scene, Incorporated 3900 Harney Street San Diego, California 92110 SCS&T 8421,000 Report No. ,36 SUBJECT: Report of In-Place Density Tes'ts, Ut'ili~y Trench Backfill, Unit 4, Villages 0 and P,Calavera Hills, Carlsbad, California. Gentlemen: In accordance with your request, this report has been prepared to report the results of the in-place density tests performed in the water, sewer and storm drain trench backfills a~ the subject site by Southern Califo,rnia Soil & T'e'sting" Ing. These tests were performed between May 30 and'October 22, 19,86. Field density tests were taken by Southern Califo~nia Soil & Testing, Inc. at various locations in the water I' ~ewer and storm drain trench backfills. Test locations were chosen by our field representative. The results and' locations of the field tests are described on the attached plates. Maximum dry density determinations were ferformed on representative samples of the soils used in-the compacted SOUTHERN CALIFORNIA SOIL AND TESTING; INC. I SCS&T 8421000 February 20, 1987 Page 2 backfill according to A.S.T.M. Test 1557-78, Method C. The results of these tests were used in conjunction with the field density tests to determine the percent of relative compaction of the compacted utility trench backfills. If you have any questions after reviewing our report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Supervisor Charles H. Christian, R.C.E. #22330 CHC/DH/rr cc: (4) Submitted (1) SCS&T, Escondido ! .-r . Plate No. 1 DATE 2 -87 JOB NO. 8421000 f ELEV. OR DRY DEN. .,. TEST DEPTH OF MOIST. LBS. I SOIL RELATI' NO. DATE LOCATION TEST,FT ./. CU. FT. TYPE COMP. . . S-l 5-30-86 Harwich Dr., Sta. 13+00 340.0 14.9 109.5 7 92.4 S-2 5-30-86 Harwi ch Dr., Sta. 13+00 334.0 14.9 107.8 7 91 .. 0 S-3 8-16-86 Hastings Dr., Sta. 9+40 314.0 14.3 113.2 4 93.1 S-4 8-16-86 Lot 129, Lateral 315.5 14.3 114.4 4 94.1 S-5 . 8-16-86 Hastings Dr., Sta. 7+80 316.0 14.9 112.6 4 .92.6 S-6 8-16-86 Lot 133, Lateral 317.0 13.6 112.6 4 92.6 5-7 8-18-86 Hastings Dr., Sta. 6+56 316.0 13.0 111.9 4 92.0 5-8 8-18-86 Hastings Dr.,~5ta. 6+10 317.5 14.6 . 113.2 4 93.1 5-9 8-18-86 Lot 172, Lateral . 318.0 13.6 114.1 4 93.8 5-10 8-18-86 Lot 165, Lateral 315.0 14.9 111.1 4 91.4 5-11 8-18-86 Hastings Dr., Sta. 4+30 317.0 13.0 110.4 4 90.8 5-12 8-19-86 Hastings Dr., 5ta. 0+60 320.5 11.1 '119.0 5 95.6 S-13 8-20-86 Lot 155, Lateral 319.5 11.1 109.6 4 90.1 5-14 8-20-86 Hastings Dr., Sta. 0+10 319.5 12.4 112.4 5 90.3 S-15 8-20-86 Lansford Dr., Sta. 3+10 318.5 10.5 115.6 5 92.9 S-16 8-20-86 Lot 199, Lateral 319~0 13.0 114.3 5· 91.8 S-17 8-20-86 Lot 179, Lateral 319.0 12.4 112.2 4 92.3 5-18 8-20-86 Hastings Dr., Sta. 3+00 318.5 13.3 109.7 4 90.2 5-19 8-20-86 Lot 163, Lateral 317.0 13.6 113.4 4 93.3 5-20 . '8-20-86 Lansford Dr., Sta. 1+20 316.5 9.3 109.8 5 88.2 S-21 8-21-86 Retest of S-20 316.5 14.3 112.3 5 90.2 S-22 8-21-86 Lot 194, Lateral .317.5 14.3 113.1 5 90.8 5-23 8 ... 22-86 Lots 152/153, Lateral 319.0 14.9 117.8 5 94.6 S-24 8-22-86 Lots 152/153, Lateral 317.5 12.4 109.9 4 90.4 S-25 8-22-86 Hastings Dr., Sta. 1+80 319.5 12.1 111.5 . 4 91.7 S-26 9-8-86 Milford Pl., Sta. 9+20 299.5 13.0 109.4 4 90.0 ~ , Plate No. 1 DATE 1-20 j' JOB NO. 8~21QQQ ~age 2 _ i ELEV. OR DRY DE·N, .,. TEST DEPTH OF MOIST. LBS. I SOIL RELATI\ NO. DATE LOCATION TEST,FT .,. CU. _ FT. TYPE COMP. S-27 9-8-86 Lot 237, Lateral 302.0 14.6 113.3 4 -93.2 S-28 9-8-86 Mil ford-Pl., sta. 9+20 301.0 13.6 112.8 4 92.8 S-29. 9-9-86 Milford Pl., Sta. 7+00 299.0 13.0 120.4 2 92.6 S-30 9-9-86 Lot 252, Lateral 300.0 12.4 121.0 2 93.1 S-31 9-9-86 Lot 247, Lateral 299.5 13.0 1.19.3 2 91.8 S-32 9-21-86 Lots 214/215 335.0 13.6 121.3 2 93.3 S-33 9-21-86 Lot 209/210 337.0 14.3 119 •. 2 2 .91.7 S-34 9-21-86 Lot 211, Manhole 337.5 13.0 117.9. 2 90.7 S-35 9-21-86 Ashby Ct., Sta. 0+85 . 302.0 13.6 120.5 5 96.8 S-36 9-21-86 Lot 236, Lateral 302.0 14.9 114.3 5 91.8 S-37 9-22-86 Lot 218, Main 334.0 11.1 111.5 4 91. 7 S-38 9-22-86 Lot 219, Lateral 337.5 13.0 118.8 5 95.5 Plate No. 2 DATE 1-20-87 JOB NO. 8421000 f ELEV. OR ,DRYDEN. ., .. TEST DEPTH OF MOIST. LBS. , SOIL RELATIV' NO. DATE LOCATION TEST,FT °/. cu. FT. TYPE COMP. SO-l 7-31-86 Lots 146/147 313.0 12".6 112.1 6 .90.3 SO-2 7-31-86 Lots 146/147 314.0 12.0 112.0 6 90.2 SO-3 8-1-86 Lots 146/147 316.0 12.3 111,.9 6 90.~ SO-4 8-1-86 Lots 146/147 317.0 11. 7 112.6 6 90.7 SO-5 8-1-86 Lots 148/149 312.5 10.4 112'.2 6 90.3 SO-6 8-1-86 Lots 148/149 313.5 9.9 112.6 6 90.7 SO-7 8-4-86 Sommerset Way, Sta. 2+20 315.0 10.4 112.5 6 90.6 SO-8 8-4-86 Sommerset Way, Sta. 2+10 317.0 9.9 . 112.1 6 90.3 . SO-9 8-4-86 Sommerset Way, Sta. 3+95 315.0 9.9 112.3 6 90.4 SO-10 8-4-86 Lots 146/147 317.0 11. 7 l12.4 6 90.5 SO~l1 8-4-86 Lots 198/199 315.0 10.4 112.4 6 90.5 50-12 . 8-5-86 Hastings Dr., Sta. 7+30 318.0 9.9 113.0 6 91.0 SO-13 8-5-86 50mmerset Way, Sta. 0+75 319.0 11.7 114.5 6 92 . .2 50-14 8-5-86 50mmerset Way, 5ta. 2+15 319.0 10.4 l12.8 5 90.6 50-15 8-5-86 Lansford Dr., 5ta. 2+00 318.0 10.4 l12.3 5 90.2 50-16 8-6-86 Hastings Dr., 5ta. 3+90 318.5 13.0 116.2 6 93~6 SO-17 8-6-86 Hastings Dr., 5ta. 3+90 318.5 13.6 l13.9 6 91.7 50-18 8-6-86 Hastings Dr., Manhole #9 317.5 14.3 118.5 6 95.4 50-19 8-6-86 Hastings Dr., 5ta. 8+26 315.0 13.6 116.0 6 93.4 50-20 8-6-86 Hastings Dr., Sta. 8+36 315.0 13.0 115.0 6 92.6 SO-21 8-7-86 Hastings Dr., Sta. 0+50 316.5 lL7 115.7 6 93.2 SO-22 8-7-86 Hastings Dr., Sta. 1+16 318.0 11.·1 115.4 6 92~9 SO-23 8-7-86 Hastings Dr., Sta. 1+00 315.0 13.6 115.9 6 93.3 SO-24 8-8-86 Hastings Dr., Sta. 0+30 313.0 13.6 110.1 4 90.5 50-25 8-8-86 Hastings Dr., 5ta. 1+50 313.0 11.7 102.6 '5 81.4 50-26 8-6-86 Lot 322, Easement 312.0 21.9 101.4 -5 81.4 Plate No. 2 DATE 1-20-86 JOB NO. 8421000 Page 2· [ ELEV. OR DRY DEN.· .,. TEST DEPTH OF MOIST. Las. J SOIL RELATI' NO. DATE LOCATION TEST,FT .,. CU. FT . TYPE COMP. . SO-27 8-12-86 Lots 150/151, Easement 314.0 10.5 110.8 4 ·91.1 SO-28 8-12-86 Lots 150/151, Easement 317.0 14.3 109.5 4 90.0 SO-29 8-13-86 Retest of SO-25 313.0 13.6 112.0 4 92.1 SO-30 8-13-86 Retest of SO-26 312.0 14.3 113.1 5 90.8 SO-31 8-14-86 Lots 157/187, Easement 327.5 13.0 110.4 4 90.8 SO-32 8-14-86 Lots 157/187, Easement 328.5 12.4 112.3 4 92.4 SO-33 8-14-86 Lots 157/187, Easement 329.0 13.6 109.9 4 90.4 50-34 8-15-86 Lots 199/199, Inlet Box 320.0 14.9 . ilL 1 4 91.4 Plate No. 3 DATE 1-19-82 JOB NO. 8421000 r ELEV. OR DRY DEN. -I. TEST DEPTH OF MOIST. LBS. / SOIL RELATI'v NO. DATE LOCATION TEST,FT -/-CU. FT. TYPE COMP. W-1 9-5-86 Hastings Dr., Sta. 2+90 318.5 12".4 109.9 4 .90.4 W-2 9-5-86 Lots 142/143, Lateral 319.0 13.6 110'.0 4· 90.5 W-3 9-5-86 Lots 130/131, Lateral 317.5 13.0 . 111.8 4 91.9 W-4 9-5-86 Hastings Dr., sta. 5+50 319.5 12.4 111.9 4 92,.0 W-5 9-8-86 Lots 134/135, Lateral 319.5 11.1 109 .. 6 4 90.1 W-6 9-8-86 Hastings Dr., sta. 8+00 317.5 12.4 111.9 4 gz.b W-7 9-8-86 Lots 140/141, Lateral 318.5 11.1 110.1 . 4 90.5 W-8 9-8-86 Hastings Dr., Sta. 0+50 321.0 13.0 . 111.5 4 91. 7 W-9 9-8-86 Lot 156, Lateral 322.0 13.0 110.7 4 91.0 W-10 9-8-86 Lansford Dr., sta. 4+00 321.5 14.9 110.4 4 91.8 W-11 9-8-86 Lots 182/183, Lateral 320.5 13,.0 109.7 4 90.2 W-12 9-8-86 Lansford Dr., Sta. 2+00 319.5 14.3 110.3 4 90.7 W-13 9-8-86 Lots 188/189, Lateral 320.5 14.9 112.6 4 92.6 W-14 9-19-86 Milford Pl., Sta. 8+80 302.5 13.6 116.6 5 '93.7 W-15 9-19-86 Milford Pl., Sta. 7+10 301.0 13.0 115.7 5 92.9 W-16 ,9-19-86 Lots 238/239, Lateral 302.0 15.6 117.3 5 94.2 W-17 9-19-86 Ashby Ct., Sta. 0+80 339.0 14.9 120.3 6 96.9 W-18 9-19-86 Lots 234/235, Lateral 339.0 13.6 118.8 6 95".7 '. , I Plate No.4 SCS&T 8421000 SOIL TYPE DESCRIPTION 2 Gray, Fine to Coarse, Clayey Sand with Gravel 4 Tan, Clayey Sand with Siltstone 5 Light Brown, Fine to Medium, Clayey Sand 6 Tan, Gravelly, Very Silty Sand 7 Gray, Fine to Medium, Sand (Import) OPTIMUM MAXIMUM' MOISTURE DRY DENSITY (PERCENT) (LBS',/CU.'FT.) 9.0 130'.0 12.0 121.6 9.5 124.5 11.3 124.2 12.0 118.5 CTB3,21 U V\ ;~s .1.-'t SOU THE R N CAL I FOR N I A SOl LAN 0 T EST ING,. INC. 5280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. a-ax 20627 SAN DiEGO, CALIF'. 92120 6 7 BEN T E R P R I 5 EST. ESC 0 N 0 I DO. CAL I F. 9 2 0 2 5 • TEL E 746 -45 4 4 February 20, 1987 Pacific Scenes, Incorporated 3900 Harney Street San Diego, California 92110 SCS&T 8421000 Report,No. 37. SUBJECT: Report of In-Place Density Tests, Roadway Subgrade and Base Courses, Unit Four, Calavera Hills, Carlsbad, California. Gentlemen: In accordance with your request, thi,s report has been prep~red to report the results of the in-place density t,ests performed in the curb and roadway subgrade and base co~rses at the subject site by Southern California Soil & Testing, Inc. These tests were performed between December, 11 and December 19, 1986. Field density tests were taken by Southern California Soil & Testing, Inc. at various locations in the subgradeand base mat e ria 1 s • T est 10 cat ion s we r e c h 0 s e r1 by 0 ur fie J. d representative. The results and locations of the field te,sts are described on the attached plate. A maximum dry density determination was performed on a representative sample of the soils used in the compacted SOUTHERN CALIFORNIA SOIL ANO T.ESTING. IN ,C. SCS&T 8421000 February 20, 1987 Page 2 subgrade and base courses according to A.S.T.M. Test 1557-78, Method C. The result of this test was used in conjunction with the field density tests to determine the percent'of relative compaction of the compacted subgrade and base courses. If you have any questions after reviewing our report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Charles H. Christian, R.C.E. #22330 CHC/DH/rr cc: (4) Submitted (1) SCS&T, Escondido Plate NO. 1 DATE 2-23-87 JOB NO. 8421000 S.G. Subgrade ELEV. OR DRY DEN. .,. TEST DEPTH OF MOIST. LBS. I SOIL RELATIV NO. DATE LOCATION TEST,FT 0/. CU. FT. TYPE _ cOMP. SGI 12-11-86 Mi 1 ford Pl., Sta. 3+25 -0.51 14.9 119.7 6 98.6 SG2 12-11-86 Milford Pl., Sta. 1+50 -0.5 1 14.3 123.8 5 98.8 SG3 12-11-86 Landsford Way, Sta. 4+50 -0.5 1 11.7 120.9 5 96.5 SG4 12-11-86 Landsford Way, Sta. 2+00 -0.5 1 11.1 123.0 5 98.3 SG5 12-11-86 Landsford Way, Sta. 0+25 -0.5 1 13.5 122.0 5 97.9 SG6 12-11-86 Hastings Dr., Sta. 9+00 -0.51 14.3 123.1 5 98.2 SG7 12-11-86 Hastings Dr., Sta. 6+00 -0.5 1 11.7 121.5 5 97.0 SG8 12-11-86 Hastings Dr., Sta. 3+50 -0.5 1 14.4 122.8 5 98.0 SG9 12-11-"86 Hastings Dr., Sta. 1+00 -0.5 1 13.0 122.8 5. 98.0 SGlO 12-11-86 Ashby Ct., Sta. 1+00 -0.5 1 15.3 124.1 5 99.1 SG11 12-11-86 Brittany Way, Sta. 2+00 -0.5 1 13.6 123.2 5 98.3 SG12 12-11-86 Summer Set Way, Sta. 0+50 -0.5 1 13.3 121.7 5 97.1 SG13 12-11-86 Summer Set Way, Sta. 2+00 -0.5 1 14.3 120.6 5 96 .. 2 .. P 1 ate NO. ---...:3::....-____ _ DATE 2-23-87 r i JOB NO,. 84210g0 ELEV. OR DRY DEN. .,. TEST DEPTH OF MOl ST. LBS. , SOIL RELATI' NO. DATE LOCATION TEST,FT .,. CU. FT. TYPE COMP. B1 12-19-86 Ashby Ct. Cul-de-Sac Base 4.3 136.2 18 97.3 B2 12-19-86 Ashby Ct. Cul-de-Sac Base 5.1 126.1 18 97.2 B3 12-19-86 Mil ford Pl., Sta. 1+50 Base 4.6 125.0 18 96.4 B4 12-19-86 Mil ford Pl., Sta. 0+75 Base 4.5 134.4 18 96.0 B5 12-19-86 Milford Pl. Cul-de-Sac Base 4.8 131.4 18 93.9 B6 12-19-86 Retest of B5 Base 4.6 134.9 18 96.4 B7 12-19-86 Landsford Way Cul-de-Sac Base 4.7 134.9 18 96.4 B8 12-19-86 Landsford Way, Sta. 1+00 Base 5.0 133.8 18 95.5 B9 12-19":86 Landsford Way, Sta. 3+00 Base 4.0 135.4 18 96.7 810 12-19-86 Landsford Way Cul-de-Sac Base 3.2 130.9 18 93~5 811 12-19-86 Summerset Way, Sta. 2+60 Base 5.1 135.4 18 96.7 B12 12-19-86 Summerset Way, Sta. 0+70 Base 4.4 133.2 18 95.2 813 12-19-86 Hastings Dr. Cul-de-Sac Base 5.8 136.2 18 97.3 814 12-19-86 Hastings Dr., Sta. 7+00 Base 4.9 133.9 18 95.7 815 12-19-86 Hastings Dr., Sta. 5+00 Base 5.5 134.7 18 96.2 B16 12-19-86 Hastings Dr., Sta. 3+00 Base 6.1 135.2 18 96.6 B17 li-19-86 Hastings Dr. Cul-de-Sac Base 4.4 134.9 18 96.3 B18 12-19-86 Retest of B10/Bl1 Base 5.6 . 135.9 18 97.0 B19 12-19-86 Brittany Way, Sta. 1+00 8ase 5.0 124.5 18 96.0 B20 12-19-86 8rittnay Way, Sta. 2+00 8ase 5.5 134.1 18 96.2 " . Pl ate NO. ·2 DATE 2-23-87 JOB NO . 8421000 ~ CB-Curb Base ELEV. OR DRY DEN, °'0 ' TEST DEPTH OF MOIST. lBS. I SOIL RELATI\ NO. DATE LOCATION TEST,FT 0,. CU. FT. TYPE COMP. CB1 12-13-86 Brittnay Way, Sta. 1+70 Curb Base 5.3 134.6 18 96.1 CB2 12-13-86 Landsford Way, Sta. 2+80 Curb Base 4.3 134.6 18 96.1 CB3 12-13-86 Retest of CB1 Curb Base 5.2 134.0 18 95.7 CB4 12-13-86 Summerset Way, Sta. 1+00 Curb Base 5.7 134.5 18 96.1 CB5 12-13-86 Hastings Dr., Sta. 5+10 Curb Base 4.7 136 .. 8 18 97.7 CB6 12-13-86 Hastings Dr., Sta. 3+00 Curb Base 4.5 135.5 18 96.8 CB7 12-13-86 Hastings Dr., Sta. 0+59 Curb Base 7.0 134.9 18 96.3 CB8 12-13-86 Hastings Dr., Sta. 4+15 Curb Base 4.2 133.9 18 95.7 CB9 12-13":86 Hastings Dr., Sta. 7+00 Curb Base 5.3 '133.9 18 9'5.7 CB1D 12-13-86 Summerset Way, Sta. 2+50 Curb Base 5.6 134.8 1~ 96.3 CBll 12-13-86 Landsford Way, Sta. 1+09 Curb Base 4.7 133.3 18 95/2 CB12 12-13-86 Landsford Way, Sta. 0+70 Curb Base 5.2 134.2 18 95.9 CB13 12-13-86 Retest of CB2 Curb Base 6.1 135.2 18 96~6 CB14 12-13-86 Landsford Way, Sta. 3+00 Curb Base 4.7 133 • .0 18 95.0 CB15 12-13-86 Landsford Way, Cul-de-Sac Curb Base 5.5 134.6 18 96.1 CB16 12-13-86 Ashby Ct., Cul-de-Sac Curb Base 4.2 133.6 18 95.4 CB17 12-13-86 Ashby Ct., Cul-de-Sac Curb Base 5.1 134 .. 3 18 95.8 CB18 12-13-86 Mi 1 ford Pl., Sta. 0+25 Curb Base 4.5 136.5 18 97,5 CB19 12-13-86 Mil ford Pl., Cul-de-Sac Curb Base 3.1 133.9· 18 95.6 CB20 12-13-86 Mi 1 ford Pl., Sta. 2+00 Curb Base 4.7 134.6 18 96 .. 1 SCS&T 8421000 Plate No.4 MAXIMUM OPTIMUM DENSITY MOISTURE SOIL TYPE DESCRIPTION (pcf) (PERCENT) 5 Light Brown Very Silty Fine Sand 125.3 10.2 6 Light Tan Fine to Medium Silty Sand 121.4 11.8 18 Grey Gravell y Sand ~ 140.0 7.0 (Imported Class II Base) I· I I I I I .1 I I I I· 1 I -'I I I I '1 I Ci93-2 \ UV\i-l '5 1-'t CALAVERA HILLS -VILLAGE 0 & p-l, UNIT ,2 Sewer Lift Station Study "" ......... -<"'l-.;;:sf ~ Prepared For: Pacific Scene Inc. 3900 Harney Street San Diego, California 92110 Prepared By: - Rick Engineering Company 5620 Friars Road San Diego, California 92110 Job No •. 9114 February 17, 1984 8rKa'-)1 I I I I I I I I I I I I I I The purpose of this study is to determine the average daily discharge and the peak discharge which should be used fOr th~ des i g n 0 f the sewer 1 i f t s tat ion. . T his stu d Y will a 1 sob e u sed to proportion the costs associated with the sewer lift station between the property owners whose property is served by the lift station. The area that will be served by the lift station is presently owned by two property owners. They are: Pacific Scene Inc. 3900 Harney Street San Diego, CA 92110 CESCO Development COIp. 110 West "c" St. Suite 1220 San Diego, CA 92101 , I I I I I I I I I I I 1 I ~I I I I I I SUMMARY Below are the total design flows as well as the flows contributed by each property owner. Pacific Scene Inc. -Contributive Discharge Average Daily Discharge ----------------------0.15 MGD Peak Discharge -------------------------------0.36 MGD CESCO Development Corp. -Contributive ~ischarge Average Daily Discharge ----------------------0.05 MGD Peak Discharge -------------------------------g.12 M~n TOTAL DISCHARGE Average Daily Discharge ----------------------0.20 MGD Peak Discharge -------------------------------0.48 MGD 2 I I I I I I .1 I I I I ~I 'I J I I I I I CALCULATIONS Pacific Scene Inc. villag'e o & P-I N I.-I TOTAL D.O. Dwelling Unit 406~ 25/ 11.0 460 ~ -5-9-3.:::;"--- 'JsO 7"SV Average Daily Flow = -5* x 247 Peak Flow = 2.5 x 0.15 Cesco Development Corp. Village M Q L-2 TOTAL D.O. Average Daily Flow = = · Itt ~MGD/ .}4-~ MGD-- .2..1 Peak Flow = 0.05 x 2.5 = -0-rl:-2 MGD TOTAL FLOW . /tf-, oS" .Z't- Average Daily Flow = ~+ 0~ = -0.20 MGD Peak Flow J! .?--l 15'7 = (3 +~ = ~ MGD 3 I I I I I I I I I I I 1 I ~I I I I I I NOTES 1. Demand and peaking factors used are per City of Carlsbad Standards. 2. Dwelling Unit count for Village 0 and P-l are per approved Tentative Map of Carlsbad ~ract 83-21. 3. Dwelling Unit count for Villages N, M, and L-l are maximum allowed per the Calavera Hills Master Plan. 4. Dwelling Unit count for Villages Q and L-2 are per infor~ mation received from C. W. Christensen & Associates. (See attached letter.) 4 I I I I I I I I I I I J "I -I I I I 'I I MEMORANDUM DATE: February 7, 1984 TO: Scott Turpin FROM: Mario Alcantar SUBJECT: villages L-2 and Q Sewer CHARLES W. CHRISTENSEN & ASSOCIATES CIV1L ENGINEERS SUITE 1200 233 A STREET SAN DIEGO, CALIFORNIA 92101 232-7891 FEB 0 \ 100 , , ........ As requested, here is the maximum anticipated number of dwelling units which will utilize Pacific Scene's sewer. MA/jk A-7ll2 VILLAGE Q L-2 DWELLING UNIT 126 26 TOTAL 152