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Home My WebLink AboutCT 72-01; BUENA WOODS UNIT NO 2; FINAL REPORT OF ENGINEERING; 1974-01-163467 Kurtz Street San ,Diego California 921-10 . (714) 224·2911 .~~~ .. ~ .• ~, . /-;" ~ . ," ... " WOODWARD· GIZIENSKI & ASSOCIATES F"-J·, CONSULTING SOIL AND FOUNDATION ENGINEERS AND ~EOLOGISTS An affiliate of Woodward -Clyde C!0n~ultants January 16, 1974 Project No. 72-105-56 cr12-0 /. Kamar Construction Company, Inc. 325 Elm-Street, P.O. Box 1155 Carlsbad, California 92008 RECEIVED . Attention: Mr. J. Rombotis J~N 21 i914· .' , ". FINAL REPORT OF ENGINEERING OBSERVATION AND COMPACTION TESTING ..... .,.....-opo. BUENA. WOODS UNIT NO. 2 CITY OF' CARLSBAD Bunding Oepartment LOTS 1 THROUGH 63 CARLSBAD, CALIFORNIA In accordance with your reqllest, and our agreement dated October 2, 1973, we have provi~ed soil engineering services in ~onjunction'with the grading of the subject site. These services included: (1) Periodic engineering' observation of the grading operation. (2) Observation of the disposal of trees, stumps and ~ther perishable materials from·the site prior to placing,fill. (3) Observation of the removal of loo~e alluvial sOils where encountered. ' (4) Taking field density tests in the fill placed and compacted. . . (5) Performing laboratory tests on representative samples of the materia.' used for fill. Site preparation, compaction and testing were done between August 1'3 and November 6, 1973, in accordance with the nSpecifications for Controlled Fi1l"';n olJr report entitled "Review of Existing Soil Investigation Report RECEIV·ED FEB - 5 1974 CITY OF CARLSBAD Engineering Department r ..., Kamar constructio~6mpany, Inc. Project Ncr. 72-10 January 16, 1974 ·e Page 2 Additional Recommendations and. Earthwork Specifications, Buena Woods Unit No.2, . Carlsbad, California," dated January 8, 1973. Fill was placed, compacted and'tested on Lots 1 through 6, 10 through 20,' 25 through 28,30,31,32,35 through 39,49 through 52,61,62 arid 63. Portions of Lots 61 and 62, which are large irregular open space lots, were left, in their natural state. Also. left in their natural state, were portions of Lots 25 through 48 and Lots 50 through 52. 'As the site grading progressed, the compaction·procedures·were observed, and field density tests were made to determine the relative compaction of the fill in plac'e. Field observations and field density tests results indicate that the fill has been compacted to 90% or more of maximum iaboratory dens'ity. The approximate locations of field density test and the limfts of compacted fill have been recorded on a copy of the grading plan for refer.ence. The results of field density tests and of relativ~ compaction, expressed as a percent of maximum 1 aboratory density, ar.e g;'ven on the attached forms. Laboratory tests to determine moisture-density relationships., maximum dry denSity, optimum moisture content, grain size .cJ.istributidn, pla.sticity characteristics, and strength and swell characteri'stics were performed on representative samples of the material used for fill. The.results of labora- tory tests are given on the attached forms. Laboratory tests and a visual inspection indicate that nonexpansive fill ~as placed within 2 feet of rough grade on all fill lots noted herein. A visual inspection of Cut Lots 7, 8, 9, .21 thfough 24,,29,.3.3, 34; 40 through,48, and 53 through 60 at com~letion of grading indicates that potentially expa~sive soil is not evident at rough grade surface. Foundations for single or two-story structures placed on nonexpansive undi-s- turbed sailor nonexpansive properly ~ompacted fill may be designed for a -bearing pressure of 2,000 psf at a depth of 12 inch~s bel~w compacted fill or undisturbed cut lot grade. Footings should have a minimum width of 12 inches. The'se pressures may 'be increased by one-third for loads that include wind or seismic forces. Structures that will not 'tolerate differential settlements (such as foundations, swimming pools, concrete decks, walls, etc.) should not be located within 5 feet of the top of a slope. Footings located closer than 5 feet. from the top of a slope should be extended in depth until the oute'r, bottom edge of the footing is 5 feet horizontally from the outside face of the slope. . The elevations of compaction tests, shown as finished grade (FG) tests,.'corres- pond to the elevations shown on the grading plans for "Carlsbad Tract No. 72-11" with the latest revision dated October 12, 1973, prepared by Roy L. Klema, . ~n9ineers Inc., Escondido, California. Elevations and locations shown in this report are based on field surveys established by others. Kamar Cdnstructiolliompany, Inc. Project No. 72-l0~6 Januar~ 16, 1974 Page 3 Thi$report covers the fill placed under our observation during the daies . ' speci'fied herein. Additional fill placed after these dates, as well as the backfill in utility trenchs located within 5 f..eetof a building and gre'ater than 12 inches deep, or any trench 5 feet or more from a bui 1 di ng' , and in excess of 5 feet in depth~ should be compacted under the' observation of this office and tested to assure complianc,e ,with th,e earthwork specifi,c- ations for the project. This office should be contacted at least 24 hours prior to backfilling operatiGns. Utility service trenches within 5 feet. of a building that are perpendicular to the building footin.gs and are less than 12 inches wide and less than 3 feet deep are not subject to this recom- mendations. The inspections and tests of co~paction made during the period of our ser- vices on the subject site were in accordanca with the local acceptable standards for this period. The conclusions or opinions drawn from the tests and site inspections apply only. to our work with respect to grading and re.present conditions at 'the date of our final ins·pection. ' Wswill accept no responsibility for any subsequent changes made to the 'site by others or by uncontrolled action of water or by failure of others to properly repair damages caused by uncontrolled action of water. WOODWARD-GIZIENSKI & ASSOCIATES " Louis J. l?'ii, I.i4l29 LJL/JLH/RPW/EHP/we Attachments '(6) 1. WOODWARD· GIZIENSKI & ASSOCIA,TES CONSULTING SOIL, AND fOUNDAnON INGINElIIS AND 4EDLDGISTS .OMPACTION TEST RESULT. JOB NAME BUENA WOODS UNIT #2 DATE REPORTED 1/16/74 JOB NUMBER 72-105-56 OATES-COVERED September 4 through Dece~ber 5, 1973 PAGE i. 0.. 2 MO'STURE P'ELD U.BClRATOIIY ,RELAT''lE DATE nST -'RETEST LOCATION ELEVAT'ON CONTENT DENII'TY DEN.'n' CONP.ACT,'ON NUNSER OF 0l'TE5T ~ DIlYWT. PC" pcp .. 0 .. LAB •. DEN •• -,- 4'SEPT. 1 LOT 1 SEWER EASEMENT AREA 116 ~ 11.1 112.2 122.0 92.1 2 LOT 1 1141 12.3 112.3 122.0 ' 92.4 5 SEPT. 3 LOT 1 SEWER EASEMENT AREA 118' 11.1 120.0 125.0 95.9 13 SEPT. ,4 LOT 1 1221 11.1 120.5-129.5 93.-~ 5_ LOT 2 125' 10.,5 119.9 129.5 92.5 6, LOT 1 1281 11.7 117.7 125.0 94.1 14 SEPT.' 7 LOT 2 130' 12.3 115.1 125.0' 92.0 8 LOT 1 133 1 13.0 117.3 125.0 93.9 9· LOT 2 136 1 12.3 116~1' 125.0 92.8 20 SEPT. 10' L0T 16 162 1 n.1 121.8 129.5 94.0 11 LOT 18 169 1 .10.5 120.8 129.5 ' 93.2 12 LOT 17 166' 13~0 118.7 .. 129.5 9.1.5 21 SEPT. 13 LOT 3 142 1, 12.3 117.0 125.0 93.5 ·14 LOT 1 .1401 11. 7 115.2 125.0 92.2 15 LOT 4 111-2' 10,.5 117.8 125.0 94.1 24 SE:PT. 16 LOT 10 13,8' 11.1 1 ?2,.3 129.5 94 .• 5 '17 LOT 13 147' 11.1 124.6' --'129.5 96.2 LOT 11 . 140' 10.5 113.8 . 125-.,0 91.0 26 SEPT. 18 19-LOT 12 142_' 11.1 120.2 129.5 92.8 27 SEPT. 20 LOT 10 140' 11.7 121. 1 • 129.5 93.5 21 LOT 14 -150 1 13.0 117 .9 . 129.5. 90.9 .28 SEPT. 22 LOT 12 141' . " 12.3 116 .• 3 125.0 93.1 lOCI. 23 10 143' 11.7 117.3 125.0 93.9 24 13 149' 12.3 113.1 125.0 90.5 '25 15 158' 13.0 113.8 125.0 91.0 10 OCT. 26 14 153' 14.9 115~ 8 125. O' 92.5 27 11 146' 11.1 119.0 129.5 9l.8 28 10 148" 12.3 116.9 125.0 93.5' ,29 51 196' 13.0 ·117.6 -125.0 94.1 WOODWARD· GIZIENSn &. ASSOCIATES . CONSULTING SOIL AHO FOUNDATION lNGIHUIIS AND GEOLOGISTS 4t:>MPACTION TEST RESUL.T. JOB NAME aUENA WOODS UNIT 2 CATE'REPORTED 1/16/74 JOB NUMBER 72;..105-56 • CATES COVERED September 4 through December -5, 1973 PAGE ·2-oj. 2 MOISTUII& . "III;I,D LA_OIIATOIIY II,II;LATIYE DATI: Tl:ST 'IIETEST, LOCATION· ELEYATION CONTltNT DENSITY DEN.It:Y COMPACTION NUM.BEIt OF' OF TEST .. lillYwi'. PC, PCl' % CiF~"IIEHS. 13 NOV. 30 REAR OF LOT 12 152 1 11.1 111.2 122.5 90.8 31 14 154 1 9 .1 ' 114.1 122.5 93.2 '15 NOV ~ 32 13 155'1. 10.5 115.2 122.5 94.2 33 LOT 11 154 1-11.1 117.8 122.5 96.1 34 REAR OF LOT 14 157 1 11. 7 112.7 122.5 91. 9 35 13 158 1 13.0 111.5 122.5 91.0 16·NOV. 36 LOT 49·· FG 191 .7 1 9.1 . 120.2 129.5 92 • .8 37 50 FG 192.3 1 10.S ' 121.1 129.5 93.5 38· 51 FG 198.2 ] 1.1 119.2 129.5 92.0 39 39 FG 197.0 10.5 118.7 129.5 91.5 40 ·38 FG 196.0 1 9.1 124 .. 2 . 129 •. 5 96.0 41 37 FG 195.5 1 9.9 118.0 . -129 .• 5 91.2 19 NOV. 42 36 FG 194.5 1 12.3 119.0 129.5 91.8 43 35 FG 193.9' 11.7 121 .1 129.S 93.6 44 16 FG 164.9' 11.1 118.5 ·129.5 91.5 45 17 FG 168.3 1 11 .1 117.2 129.5 90.5 . 46 18 FG 170.9' 12.3 120.8 129.5 93.2 47 . 19 FG 173.5 1 12.3 125.8 129.5 97.0 '.4.8 . 20 FG 177.3 1 11. 7 121.8 129.5 93.9 -20 NOV. 49 30 FG 185.8 1 11 ;, 119.2 12.9.5 92.0 ·SO 31 FG 186.3' 11.7 117.-9 129.5 . 90.9 51 32 FG 186.3 1 1'2.3 119.0' 129:5 91.8 52 .25 FG .194.8 1 10.5 125.0 129.5 ~ 96.5 "53 26 FG 194.5 1 11'.1 -' 121.1 12·9.5 . 93.5 54 27 FG·· 194.21 9.9' 120.3 129.5 . 92.9 55 28 FG 193 . .7 1 9.9 11 g.. 0 129.5 91.8 56 1 FG 144.2' 10.5· 117 •. 2 • 122,.5 95.2 57 2 FG 144.8" 11. 7 119.0 .129.5 91.8 "58 3 FG 145.41 11.1. . ·120.8 129.5 93.2 , . 21 NOV .. -59 4 ... FG ·145.9' 12.3 -118.5 129~5 91.5 60 5 FG 146.6 1 11.7 121.1 129.5 93.5 61 6 FG 147.11 11.7 114.'0· 122.5 93.0, 5 DEC. 62 10 FG· 152 .. 0 1 10.5 114.7 125~0 91.7 63 11 FG 155.0' ,11·1-113.9 122.5. 92.8 64 12 FG 158.0' . 9.1 111.3 122.5 90~9 65. 13 FG 159.0' 9.9 117.0 122.5 95.2 . .66 14 FG 160..0' 10.5 114 .. 1. 122.5 ·93.2 67 15 FG 161 • 0' 10.5 114.6 122.5 93.5 68 9 FG 151 .2' 11.1 112.9 . l22. 5 ... 92.1 . 69 . 52 FG '198.2' 12.3 115.0 125.0 .. 92.:0 . WO'ODWARD • GIZIENSKI & ASSOCIATES CONSVLTING SOIL ANO F.O.UNOATION £HGINUIIS"ANO GEOLOGIS1S _COMPACTION TEST RESUL. JOB NAME BUENA WOODS UNIT #2 DATE REPORTED 1/16/74 JOB'NuMBER 72-105-56 (STREETS) DATES COVERED August 18, 1973 through December 5, 1973 PAGE 1: ,01" 4 MOISTURE .. IE1.O LABORATORY ,JtI!;LATIVE DATE ,..ST RETEST LOCATION ELEVATION CONTENT, DENSITY eEN.ITY COMPACTION' NUMBER 01" 0" TEST 'JIo DRY WT. PC!' PCI' %: o!" IoAII ... OEMII. 18 AUG. S-l, MONROE STREET STATION-13+00 130' 8.1 116.7 129.5 90.4 5 ... 2 STATION 13+50 128' '9.3 117.0 129.5 90.6 '$-3 STATION 13+00 132' 9.3 119.5 129.5 92.3 20 AUG. S-4 STATION 14+00 126' 9.9 117.0 129.5 90.5 S-5 ' STATION 14+50 124' 8.1 118.3 129.5 91.7 S-6 'STATION 15+00 122' 9.9 1.18.6 129.5 9l.8 21 AUG. -$..,7 STATION 15+50 120' 9.3 '117.1 . 129.5 90.7 5-'8 STATION 16+00 118 1 '8.1 116.5 129.5' 90.7 '22'AUG. S-9 STATION 16+50 116' 11.1, 114.8 125.0 92.1 S-10 STATION 17+00 1141 10.5 115.2 125.0 92.-6 S-11 STATION 18+00 108' '11.1 , 118.2 , . 125.0 94.7 "... -,- 23 AUG. S-12 STATION 18+85 108' 9.9 . 113.9 125.0 9L4 S-13 STATION 13+50 130 1 10.5 112.9 125.0 90.6 S-14 STATION 14+50 128' 11.1 11-6.,9 125.0 93.7 24 AUG. S-15 STATION 14+00 130' 10.5. 119.3 125.0 95.8 S-16 STATION 15+00 -126 1 9.9 11-8.8 125.0 95.3 27 AUG. S-17 STATION 13+00 136' 10 .• 5 124.6 ' 125.0 99.8 .5-18 STATION 13+50 134' 10.5 1l6.5 125~0 93.5 S-19 STATION 15+50 1241 .11.1. 115."8 125.0 92.6 ; , 28 AUG. S-20 STATION 17+50 112' 12.3, ' 115.5 122.0 94.3 S-21 STATLON 18+50 112,1 11. 7 117.1 122.0 95.7 S-22 STATION 13+00 138' 11.1 118.4 122.0 96.7 S:"23 ELM STREET OPPOSITE LOT #49 202' -10,.5 -115.3 '125.0 92.6 S-24 -#49 208' 11.1 ll6~ 1 125.0 93.3 'S-25 MONROE STREET STATION 13r50 140' 10.5 114.8 122.0 94.3 S-26 STATION 14+50 134 1 11. 1 116,.0 122.0 95,.2' S-27 STATION 14+00 134 1 11.1 116.0 122.0 95.1 S-28 ELM AVENUE OPPOSITE LOT #49 2121 10.5 119.9 125.0 96.2 S-29 LOT #49 ' 216' 11. 1 11'1'. 1 125.0 ' 94.1 _ WOODWARD-GIZJENS,KI, & ASSOCI-A'TES - CONSULTING SOIL ANO rOUNDATION, [NGINUII! AND GEOLOGIST.S e:OMPACTION TEST RESULT_' JOB NAME BUENA WOODS UNIT #2 DA.TE REPORTED 1/16/74 JOB NUMBER 72-105-56 (STREETS) . , OATES COVERED August 18 through December 5, 1973 PAGE 2 OP' 4 ICOISTURE "IELO LABORATORY ·RE.LATIVE DATE ,..ST RETEST LOCATION ELEVATION CONTENT DENSITY DENSITY COM,.ACTION NUMBER' OP' OF TEST '110 Dlty wr. PC, pel' % .or LAB. DENS •. 30 AUG. S-30 MONROE STREET STATION 16+00 1241 12.3 112.8 122.0 92.7 S-31 STATION 17+00 120 1 11.7 117.2' 122.0 96.2 S-32 ST ATI ON 16+50 1221 11.1 115.2 122.0 94.3 .' $-33 ELM AVENUE OPPOSITE LOT #49 220 1 9.9 118 •. 2 125.0 95.0 S-34 LOT #50 226 1 10.5 118.6 125.0 95.7 31 AUG.' S-35 MONROE STREET STATION 18+00 1141 10.-:5 116.,0 122'.0 95.4 S-36 STATION 19+10 1141 11.1 '114.0 122.0 93.4 S-37 STATION 17+50 116 1 11.7 117 •. 8 122.'0 96.6 S-38 ELM AVENUE OPPOSITE LOt #49 2241 10.5 119.0 125.0 95~6 S-39 LOT #50 230 1 9.9 116.1-125.0 . 93.4 4 SEPT. S-40 MONROE STREET STATION 13+00 1441 11.1 112.2 122.0 92.4 S-41 STATION 14+00 136 1 10.5 117.8 122.0 96.7 S-42 STATION 15+00 132 1 11.7' 115.2 122 •. 0 94.7 5 SEPT. S-43 MONROE STREET STATION 17+65 118 1 12 •. 3 116.4 122.0 95.6 S-:-44 STATION 15+60 128 1 11 .]-116 •. 1 122.0 95.3 S-45 STATION 13+70 140 1 11.7 116.1 122.0 93.8 6 SEPT. S-46 STATION 13+00 1441 11.1 -117.7 122 •. 5 ·.96.0 - 5-47' STATION 1-5+50 ~30' 11.1 115 .• 9 : 122 •. 5 94.5 7 SEPT. S-48 STATION 41+50 15 1 10.5 125.7 '1.29.5 ' 96.9 S-49 STATION 40+36 171 11.1 122.3 • . 129~5 ' 94.5 10 SEPT. S-50 STATION 22+50 94 1 11.1 116.2 -125.0 93.0 > $,·:51 STATION 19+50 9.8.1 12.3 -ll5.8 125.0 ' ,92 •. 5 11 SEPT. S-52 STATION 20+40 100 1 10.5 114.3 125.0 91 •. 5 S-53 STATION 19+60 105 1 11. 1 121.5 129.5 93.8 12 SEPT. S-54 STATION 21+60 101 1 12.3 120.0 125.0 96.0 S-55 STATION 19+80 110 1 1.1.7 118.2 125.0 94.5· WOODWARD '. GIIIENSKI & ASSOCIATES C:ONSULTINC'$OIL AND FOUNDATION [NGINE"IS AND GEOLOGISTS .OM~ACTION TEST RESULT. . JOB NAME BUENA WOODS UNIT #2 DATE REPORTED 1/16/74 .JOB NUMBER 72-105-56 (STREETS) DATES COVERED August 18 through December 5, 1973 PAGE 3 0" 4 MOISTURE P'IELD ' "".ORATOItY, ItI:l.ATIVE' DATE ,..aT ItETEST LOCATION ELEVATION CONTENT DENSITY DENSITY COM .. ACTION NUMBER ' 01' Ol'TEST 'lit DItT WT. reI' PC,. ."'" 0,. LAB •. DltHS. . 17 SEPT. S-56 ~40NROE STREET ' ,'" .:' .- STATION 22+50 94' 12.3 125.0 129.5 . 96.5 , S-57 STATION 19+20 98' 11.1 121 ~S l29.,5. 93..9 18 SEPT. ,'S-58 STATION 20+50 100 1 10.5 117.5 125.0 94.1, . ' , .S-59 SYATION 19+70 105" 11. 1 . 12b. 8 129.5 93.2 19 SEPT. S-60 STATION 21+60 101' , 11. 1 118.8 125.0 95.0 S-61 STATION 19+75 110' 11.7 118.1 125.0 94 .. 5 24 SEPT.' S-62 ELM AVENUE OPPOSITE LOT 51 230'. 11.7 l22.3 129.'5 94.5 S-63 LOT 49 232' 10.5 120.5 ' 129.,5·' ,93 .• 0 25 SEPT.' S-64 ~OT 50 231' 13.0 120.2 129.5 92.8 S-65 LOT 53 217' 11. 1 117.5 125.0 94.1 26 SEPT. S-66 OPPOSITE LOT 10 (UNNA~1ED STREET) .. ' 14.2' 10.5. 115.7 125,.0. 92.5 27 SEPT. S-67 OPPOSITE LOT 1 128' n.1 115.0' '125.0 91.9 'S-68 OPPOSITE LOT 4 139' 9.9 . 120.0 125.0 96.0 28 SEPT. S-69 OPPOSITE LOT 2 132' 10.5 115.7 12-5.0 92.5 S-70 OPPOSITE LOT 6 ,142 1 11.1 114.9 ' , 125.0 91.8 2 oct S-71 ' OPPOSITE ,LOT 10 1'37 1 11.7: 1.20 ... 8 125.0 96.5 S-72 OPPOSITE LOT 11 1471 13.0 .117.3' 125.0 93.9 S-73 OPPOSITE LOT 1 l36' 12.3-' 114.9 125.0 91.8 S-74 OPPOSITE LOT 3 142' 11.1 ll8.8 125.0 '95.1 12 NOV S-75 ~,10NROE ST. STA 17+50 121' 10.5-115.1 ' 1.22.5 93~9 S-76. ~40NROE ST. STA 16+00 130 1 lO.5 -'112.1 ' -1.22;5 91.5 $-77 MONROE ST. STA 14+50 138 1 11.1--11'8:.9 , 122.'5 97.0 S-78 f.10NROE ST. STA 13+00 146' 9.9 117.8 "22.5 96.1 13 NOV . 5-79 MONROE ST. STA'18+50 118' 11.1 -115:.1 122.5 93,.9 S-80 MONROE ST. STA 17+00 126 1 10.5 J 13. 6, '122.5 92~7 s-81 ~,10NROE ST. STA 15+50 135' 9.1 116.5 122 .• 5 . 95.1 5-82 MONROE ST. STA 14+00 143' 9.9 114.1 122.5 93.2 S-83 MONROE ST. STA 12+70 150' 10.5 119.0 ' 122.5 91.8 WOODWARD· GIZIENSKI & ASSOCIATES - CONSUlTlNC SOIl. AND rOUNOATION ENGINUIIS AND GEOLOCISTS -, ~OMPACTION TEST RESULT' JOB NAME BUENA ~JOODS UNIT #2 OAT.E REPORTED 1/-16/74 JOB NUMBER 72-105-56 (STREETS) OATES COVERED August' 18 th rough December 5, 1973 PAGE ,4 0,. 4 MOISTURE P'11EL.O ' U.OIlATORY , RIEL.,UIVE DATIE" TEST RZTEIIT LOCATION EL.EVATION CONTENT DENSITY DIlN81'1i' CQ.IoIPACTIOH HUMBER 01" OI"TIEST ... £IllY WT. PCI" pcp % OP'U •. o~s. '14' NOV,. ,S--84 f·10NROE ST. STA 18+00 123 1 11.1 113.2 122.5 92.5 S-85 MONROE ST. STA 16+50 131 1 8.1 112.7 125.0 91.8 5--86 f10NROE ST. STA 15+00 139 1 10.5 111.3 1-25.0 90.9 S-87 t10NRO E ST. STA 13+50 1471 11.7 117 • .8 125.0 96.1 S-88 t,10NROE ST. STA 14+50 143 1 12.3 113 .. 7 125.0 92.7 S-89 MONROE ST. STA 13+00 152' 11 .1 11'5.1 . 125.0 93.9 15 NOV S-90 t~ONROE ST. STA 12+70 156' 10.,5 113.8 125.0 92.8 S-,91 MONROE ST. STA 14+00 1481 11. 1 11:1.5 122~ 5 91.0 .S-92 MONROE ST. STA 16+00 136 1 11.1 117.0 125.0 95.5 21 NOV, S-93 ELM AVE 'STA 85+00 SG 217.5' 11.1 119 .• 0 129.5' 91.8 S-94 EU~ AVE STA 86+10 SG 226.0' 11. 1 123 .• 2 129.5 , 95.2 S-95 RAMP OPP LOT 54 SG 205.5' 10.5 121.1 129'.5 93.5 S-96 OPPOSITE LOT T8 SG 167.0 ' 10.5 1.20.3 12,9.5 92.9 27 NOV S-97 OPPOSITE LOT 13 SG 152.0' 11.1 116.9 125.0 93.5 , S-98 OPPOSITE LOT 10 SG 147.5' 10.5 115.9 125.0 92.7 S-99 OPPOSITE LOT 2 SG 144,.0' 9.,9 114.8 125.0 91.8 5 DEC S-100 MONROE ST. STA 13+00 SG 160.0' 11.1 114.8 ' , 122.5 93 .• 5 S-101 t·10NROE ST. STA 14+50 SG 148.0' 12.3 . 116.1' ' 122.5 94.8 S-102 MONROE ST. STA 16+00 SG 140.0' 10.5 115.9 1-2.5 93.5 S~103 MONROE ST. STA 18+00 SG 12·6 • .5' 9.9 115.0 125.0 92.0 , -' ;:. WOODWARD· GIZIENSKI' & ASSOCIATES CONSULTING SOIL AND rOUNOATIO,. ENGINURS ANO GEOLOGISTS Fe tEatAN I CAL ANAL YS I S 100 ,,...... ____ .3;;.;. ... .....,.,f ..... ".,:.., .. I 0!r'""'~..,., ,,_' .;.,;' 200~~:..,..,....;--.... ~ " , 0,1 RECT SHEAR TEST DATA 1 ,2,. ,3 Dry Dens; ty, pcf ---Initial Water Content. % -- - Final Water Content. % --- Appar.ent Cohesion. pSf --- Apparent Friction Angle. c --- 80 1-'-_-+--+-+-+-'_" ... ':-' -+--:..;..-+-+-~ ~ .~ ~ 60 t-----1--+--i-+-t-'~~.f-'-+""-2 -+-+--1 Go \\' / ffi 110 " -,-~\,'l ~ r----+--i~~~~,~-~~H,.~~-,,-+,~~ UJ ,G. 20 r----+--i--~--~r·~·~~'~: '+~~'.~~ 3 ::"~ .':---., o I I I I I I 1'-'-' 1000 100 10 1.0 0.1 0.01 0.001 GRAIH SIZE 1M MILLIMETERS \ !\ \ \ ~2.70 S.G. 130 r-t~-+-+-j+-!~""\'.v2. 60 S. G. 1\ ',~ y 2. 50 S. G. PLASTICITY CHARACTERISTICS 1 ? ':! 120 110 .:: roo ~~-+-Ir--\:-:JL"<~!i=-Ar 1 , !'.\:'\ ..... u a. v ~\ . .Ii y\ \ 3 I 1\ ) \ ,.: a3 .~ ~ \\i\ 1\ \ \ \1\ r\ :z: ::0 >-:':2!i \ \~ , \~ \T\ r\ Liquid Limit, .,. Plasticity Index. r. CI ass if i cation by Un i Hed SO i I Classi,ficat;on System SWELL TEST DATA 'Initial Ory Density. pcf Initial Water Con:tent. % Load. psf Percent S~ll .. ,-._' -- NP sC 1 ,? -- ------ SAMPLE LOCATi'OH !\ \ '\ \I\. .\. ~ 'h 1 ,on site . ~~~~~~~~~~~~~~~ - - SM ':! - - -' - 90 MAX I MUM DRY , 1 ? ~ \ 2 Borrow area (off cd tp ) "DEMSI TY, pcf -OPTIMUM MOISTURE CONTENT. ~ _1~9 5 1?h () 121 ,,~~~ 3 Borrowarprl (()ff c:i,tA,)~"" 9.5 10.0 11.0 '\. ~ !\. ·MO I STURE CONTENT 10 ~ ~) 10 20 LABORATORY CCW ACT I ()t LASORATORY COMPACTION 1£ST METHOD: ASTM-D 1557=70T A 30 FILL SUITABILrTY TESTS BUENA WOODS UNIT #2 WOO~RD - G I Z I ENSK I &' ASSOC I ATES COHSULTIHG SOIL AND FOUHDAHON ENGINEERS AND GEOLOGISTS SAN OI·EGO CA'LlFORNI,A, r -I • __ LOOOOO1 • • . ... emrma PI;-(EQT SHEAR TEST DATA L1 Dry Density, pcf - lriit'lal' Water Content. 'to - F.inal Water Content. % - Apparent Cohesion. psf - Apparent Friction Angle. 0 - lIfO r--,r--r ......... _ \ r\ " " ~ZERO AIR VOIDS CURVES 'k/\I \ .\ ~ \ 2.70S.G. \ 130" .... \1 2.60S.G. ~....,.....,'. ~ 2.50 S. G. ~--+--I~\~~ 120 . '\ \ .... \\1\ u Q. I-:z: (,0 110 Uj .3':. I- \ \1\[\ :z: .::> .>-. cr: l\ \ . \\J\ Q 100 . . -. - '~fECHAH1CAL ANALYSI.S 100 3 t If '10 IlO 200 80 en ~ 60 a. I- ffilfO (0.) Q::. UJ C-zo I o 1000 .' . , , 100 10 PLASTICITY CHARACTERISTICS Liquid Limit. % SWELL TEST DATA Init ial Dry Density, pcf Initial Water Conient, % . load. psf Percent Swell J !\ \ 1\ \ \ '\. i\ '\ .' '\ I I --I I 1.0 0 I , . 4 --.-. .,- . \ \ SAMPLE LOCATION \\1\ 90 MAXIMUI-I DRY DENsrn, pet '::' ......... --.- OPTI~lUt.l MOISTURE COXTENT. '/. 4 Bob· Lynch Pi.t' V;ist~ . . .' ~-" MOISTURE CONTENT. % 10 20 30 40 LABORATORY ro·fACTION TES;..;T ____ .....,;;;....:...;;.,. __ ................... '.-.' ........ ---------....... ----7.J FILL SUITABILITY .TESTS I BUENA HOODS #2 . .: . ..... --~-~;:.:::.:.:.:..:....:.:.:.::.::.:;,....::..;;;;~~------". WOODWARD -GIZI8~SI<I & ASSOCIATES . r CONSULTING SOil A~1D FOUMDATION 'ENGINEERS AND GEOLOGISTS. '1 LABORATORY COMPACTIOH TEST METHOD: ASn~-D 1557-70A SAN DI~GO •. CALlFO~:N:IA { DR. BY: GS' SC.\LE:----. . PROJ. tiO:72-105-5t).j. I . , " • MECHM I CAL ANAL YS IS DH~ECT SHEAR TEST DATA 4 l) Dry Dens i ty, pcf 115 5 11() () 1,00 3 ! q 10 qo 200 80 ~ \. ., Initial Water Content. % gi 9.8 " , 1\ Final Water Content. % 15 3 16.2 'I\~ 1-4 \ '" Apparent Cohesion. psf 160 190 \ "" Apparent Friction Angle. 0 lEi 32 ~. . , ...... ',.. -~ v "'-' o I I I I I I I I .. ~ \ 1\' . . !VZERO AIR VOIDS CURVES GRAIH SIZE·IN MilLIMETERS ~ .\-ItOBS~ESlG~AV.EL./c. ~M[ f' j'SILT & CLAY I ~ \ ' ·.Lt, ",I... "" . 1110 1000 100 10 I 0 0 I 0 01 0 001 \ \ \ " \ ~f" 2. 70 S. G. .' PLASTICITY CHARACTERISTICS 1'y2.60 S.G. 4 5 r\ ' V\.\ v~ 2. 50 S. G.· Liquid Limit, To 27 NP .. 130 la -~ '\4\\ 1\ 'lasticity Index. % 13 NP if ~\, Classification by Unified Soil , .... \V\ r1 . " Classification System SC -I r~ E ~\\ \ 120 ..., -'\ I~ ~ () [\\ ~ Q. t-\ l.i ~ SWELL TEST DATA '~. a '\ L[ u:i :J:. \ \ l\ Initial Dry Density,'pcf 117.2 -t- z 1\ '\ Initial ,Water .eontent. 1. 9.2 :::> ->-\ \ f\ Load. psf 160 c:: 0 [\ -r'\ Percent Swell 2.8 -\ \ 1\ \ r\ f\ 110 • 100 i\ \ SAMPLE LOCAllON \\ i\ 1"'-\~ 4 Lot # 2I ., 90 MAXIMUM DRY 4 5 DENSITY. pcf 128 ( 1?? c OPTIMUt.f ~ml STURE CONTENT. % 9,( 10. E MOISTURE CONTENT. % 10 20 LABORATORY CCM>ACTIOH . LABORATORY COMPACTION TEST "'ETHOD: ASTM-D 1557 -70T -A -,."," .' 30 f\ 5 Lot #12 ~~~. . . .. , ,. ~ r--,." t\.' ~~ ' r'-. ~I , FIll SUITABI:U1Y tESTS' BUENA WOODS WOODWARD -GI ZI8~Sl( I & ASSOC I ATES CONSULTING SOIL AHD FOUHDATIOH ENGI SAN 0 I EGO. CALI AND GEOLOGISTS .. WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND .GEOLOGIST$ An affiliate of Woodward -Clyde Consultants' 3467 Kurtz Street San Diego ' California 92110 (714) 224·2911 December 17, 1973 Project No. 73-103-95 Kamar Constr~ttion Company, Inc. P.O. Box 1155 'Carlsbad, California 92008 . 'Attention: Mr. Jerry Rombotis MARRON ROAD SEWER BACKFILL COMPACTION TEST RESULTS BA'R1SBAD, .CALIFORNIA Attached are the results of field densitY,t~sts tak~n at t~e .,subjec~ project at yourrequ~st and,under your direction, on' the dates· indicated and at the locations given .. ' Also .attached .' are the ~esults of a·laboratory tast performed on a sample . "9f the.materi~l used for ·backfill. WOODWARD-GIZIENSKI & ASSOCIATES At"tachments , (6) . " , ' . -~----'---' ---'"--"":--. --",~ .. , " r '-' e:>MPACTION TEST RESULT. , 'MARRON ROAD SEWER 1.2/17/73 JOB NAME DATE REPORTED ".JOB NUMBER 73..,103-95 , DATES COVERED Nove.mber 29, 19.73 thr.ough December 4, J973 ·'PAG.E 1 ' 'OF 2 k MOISTURE I"EL.D LABORATORY RELATIVE OAt.: nST \ RETEST LOCAT'ON EL.EVATION CONl'lENT DENS'TY DENS'TY COMPACTioN NUMBER OF OF TEST ~ Dill' WT. PCI' PCI' '1.01' UB,·Dt;N~. ---- 29-NOV. 1.' STATION 5+30 13 ' 15.6 106.0 117.5 90.2 Z 7+80 12.' 16. '3 106.2 117.5 90.5 3 10+00 11' 14.9 105.9 11 7.5 90. 1 4 11 +60 14' 12.3 108.1 117.5 92 .. :0 5 9+80 14' 13·,0 106.9, '117.5 9'0.9 6 8+20 14' 12.3 108.0 117.5 91 .8 . 7 6+30 14' 11.7 109.2 117 •. 5 92. g' 8. ·9+3'0 1 6 i 14.9 '110.2 117. S 93.8 28 NOV. 9 7+00 16 I. 14. '9 .106.1 '11.7 • 5 90.3 10 5+50 16' 12.3 106.2 . 117.5 9'0.4 11 0+50 18 ' 12 .. 3 ] 06.3· '117.5 90.5 12 2+20. 18' 13.0 108.8 i 17 .5 92. '5 13 4+50 . 20' 14.9' 106.9 . .117 .5 90.9 ·14 1+70 20' ] 3. 6 111 .4 117.5 94.8 15 3+50 20' 14.3 109.5· 117.5 9'3.2 ,16 4+-10 22.' 15.6 111 .8 117 .5 9'5.1 17 2+50 22' 1 J.6 109.2 117.5 92.8 18 0+20 20' 14.9 1.06.3 117.5 90.5 29 N.OV· . 19 0+80 22" 14.9 11 O. 5 117.5 . 94 .. 0 20 ' 3+60 24' 13 .. 6. 110.0 n 7.5 . 93 .;5 21 1 +90 24' 14.3 109.3 117.5 ·93. ] 22. 3+10 26' 15.6 ·108 • 2 . ' ' , 11 7 . 5 92.0 23 4+60 26 " 13.6 111 . 1 94.5 24 5+20 22' 12.3 110..8 . 117.5 . 94.2 25 7+10, 22:'· 11.7 114.0 117.5 97.0 26 9+50 221 1'3.6 108.8 117.5. 92.5 27 11 +1 0 2'0 ' 14.9 11 0.2 117.5 9:3.8· 28 11 +50 24" 14." 3' 108. 1 111 . 5. 92.1 30 NOV. 29 10+10 24' 10.5 113.0 117 .. 5 96. '1 . 30 8+60 24' 13.0 109.2 117 ~ 5 92.9' 31 6+00 24' 13.6 ' 11 0.1 117.5 93.7 32 . 13+70 6' i 1. 7 108.8 117.5 92 .. 5 33 12+40 10' 12.6· 107. . 1 ·117. 5 91. 2 34 12+30 14 ' 13.0 11 0.5 117.5' 94.0 ·35 13+00 12' 12.3 11 0.0 il7 • '5 '93.5, 36 12+10 18' 14.9 109:. 1 . 117.5 92.9' 37 13+00 20" . 13.6 110'.0: . 117.5' 93.5 38 12+40 22' 14.3 111.9 117.5 95.2 .. WOODWARD. G'lZIENS:KI & ASSOCIATES CONSULTING SOIL ANO FOUNOATION ~NGI"EE"S ANO GEOLOGISts \ .\;.!' .- .,MPACTION TEST RESULT." • < MA:RRON ROAD SEW'ER DATe:REP6~TECi 2/17 /73 ..:JOB 'NAME . ..Joa NUMBER 73-103-95 , T . DATES COVERED . November 29, 1973 th r'ou gh Dec ember -4, 191~ PAGE 2 01" 2 '1, OA.T& ' . Tl:ST MOISTU~E P'IELD I.AIIORATORY RELATIVE RETEST LOCATION ELEVATION CONTlENT DENSITY DENSITY ' COMPACTION NUMBER, 01' OF TlEST ~ DRYWT. PC!' PC" , , % OF LAB. /lENS. 3 DEC. 39 STATION 5+10 26' 13.6 108.1 117.5 ' 9]. 9 40 6+70 2,6 I 14.9 109.-2 117.5 93.0· 41 8+20 26 1 12.6 108.8 117.5 . 92~ 5 42 -9+70 26 1 12.3 107.0 117.5 91 .'J 43 12+70 24' 13.6 111.5 117.5 94 ~ 8 ' 44 12+00 26 1 14.9 109.5 117.5 93.2 45 10+50 28' 15.6 111 .0 11 7 .'-5 94.5 46 8+90 3'0" 14.3 10'6.9 117.5' 90.9 ' 47 7+00 30' 14:9 108. 1 117.5 91. g' 48 3+50 30' 14.3 109.-5· 117.5 93.2 4, DIC. . 49 0+50 FG 25.0' 13.6 108.8 117.5 92.5 50 2+30 FG 27.0' 12.3 109.5 11.7 . 5 93.2· 51 3+80 FG 29.-0 ' 12.6 10'8 .. 1 117.5 92.0 52, ·6+00 FG 31:0' 13.6 106.0. 117 . 5 90.2 53 7+80 FG '32 ~ 0 I 14.3 110 .. 2 117.5 93.8 54 9'+60 FG 31-.0 ' 14.3 109.2 117.5 93. 'Q 55 11 +30 FG 2'~. 0' 14.9 106.9 117.5 90.9 56 13+00 FG 28.0' 14.3 111. 7 117.5 .94.9 WOODWARD· GIZIENSKt '& ASS:QCIATES CONSULTING SOIL ANO rOUNOAllON Et<GIN£ERS' ANO' GEOLOGIS1S " • Fe DIRECT SHEAR TEST DATA 1 Dry Density, pef - Ini'tlal Wate'r Content. ,; - Final Water Content. % - Apparent Cohesion. psf - Apparent Friction Angle. 0 - IIW \ 1\ f?"ZERO Al'R VOW'S 'CURY·E'S -~ ~ \ \ , V2.70 S.G. '\ \ ~2.60 S.G. \ v2.SO S.S. v 130 , \ 1\ 1\ \ \ \ r\ , \ 1\ 120 ... / P\ l\\ t\ u ", 1\ " \ CL ~ \ 1\ t\ . "a 't\ ~ c\ '~ \ \ f\ ~ 110 ,~ " \ >-\ -~ ~' ,~ Q r\' ,,\ . ,. '\ \ 1\' \ \ r\ 100 \. \ '\ \ .\. 1 .. " I\, MEQlNHCAl MlaLVSI S' 3 l ~ 10 qo 200 100 r---~-T~~~~~--~~~~ . :\ 80 ~---r-+~~--~~~~~~ c::t :II: I 1.0 O',J 0.01 0" GRAIN SIZE IN, MILLIMETERS ICOB~LESI G~Ar~'lc'l ~Hf' !SILT&' c:Avl . ' , . PLASTICllY CHARACTERISTICS ,1 . ' . .. Liquid 'Limit. 1. ... Plasticity Index. 1-- Classl fieation by Unified SOi I Classification System SM -, ' , SWELL TEST DATA .. ' ' ] ,. " Inj t ial Dry oensity~ pet .- . Ini ti al Water Contel'!t • ." Yo. - ',' " Load. psf -.' Percent Swell SAMPlELOCAT10~· ' . 1\" 1 BACKF~L,L ,MATERlAL .. \ 90 MAXIMUM DRY ~ ~ -. DENSITY • pet 117.5 , OPTIU MOISTURE COMTENT.% 13.5 I I MOISTURE CONTENT, ~ '10 20 LAOORATORY C(M>ACTI (Jf LABORATORY COMPACTION TEST METHOD: ASH" 01557 -70A 30, ~~ ~~I\( '~ t\. ~ r\. ~""h. ~) FI:LL SUHA61UlY' TESTS t4ARRON ROAP -SEWER "TRENCH" .. WOODWARD -,GI,ZJ rnSKI & ASSOC rAtES COHSULTINGSOI L ENGINEERS AND 'GEOLOGISTS , LiFORHIA '., . • • WOODWARD· GIZIENSKI & ASSOCIATES 3467 Kurtz Street ~,.San Diego C'a!ifornia 92110 (714) 224·2911 CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS An affiliate of Woodward -Clyde Consultants July 5, 1974 Project No. 72-105-56 . Kamar Construction Company 325 Elm Avenue p • O. Box 1155 Carlsbad, California 92008 Attention: Mr. Jerry Rombotis In accordance with your request, we have performed the necessary soil tests and have made a pavement design for the interior streets and two parallel exterior streets, Elm and Monroe Avenues, at the subject subdivision. Samples of the subgrade materials were obtained from Unit 2 by a field technician and R-value tests were performed on the samples in accordance with the State of California Standards. The results of these R-va1ue tests whi ch ar.e attached,1;;ere c0mpared with the prev.ious determi nat; ons of R-va 1 ues, on similar soils from Buena Woods U~it 1 and a design R-val~e of 18 was selected. Traffic indices we}~e supplied by you in your letter of June 21, 1974. Based on results of laboratory tests and our calculations, it is recommended that the. following pavement sections be used on the s~bject-streets. Interior Streets -Traffic Index 4.0: 2 inches asphalt concrete over 7 inches of base material. Elm and Monroe Avenues -Traffic Index 7.0: 3-1/2 inches asphalt concrete . over 13 inches of base material. It is recommended that the asphalt concrete and base material conform to the following specifications. (A) Asphalt concrete surfacing shall consist of hot mix asphalt concrete prepared from liquid paving asphalt (State of California Standard Specifications 39-2-01,1971), and Type B aggregate (State of California Standard Specification 39-2.04,1971). i 1 i ~ ". I ! Kamar Construction .~ pany Project No. 72-105- July 5, 1974 ". •• (B) Aggregate base shall consist of Class III aggregate base (S~h Diego County Special Provisions and Specifications). Before placement of materials for pavement sections, the top 12 inthes of subgrade soils should be scarified, \'/atered or dried as necessary and recompacted to at least 95% of the maximum dry density as determined. by the Test Method ASTM 0-1557--70. If you have any questions concerning the above recommendations, please call or write at your convenience. WOODWARD-GIZIENSKI & ASSOCIATES LJL/r~RR/we (4) Page 2 WOODWARD -GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS • • TESTING ENGINEERS, INCORPORATED 3467 KURTZ ST •• P;O. ~OX 80965. SAN DIEGO. CA 921.36 (714) 222-1185 I SAN FRANCiSCO _ OAKLAND SANTA CLARA LOS ANGELES SAN DIEGO LABORATORY NUMBER· SD29-222l File No. 507 DATE June 28, 1974 JOB DATA: 72-105-56 SAMP1.E DATA: SiN 113, Monroe, 150' north of Elm. Submitted to the laboratory on June 24~ 1974. Buena W/ood s 112 Woodward-Gizienski & Associates 3467 Kurtz Street San Diego, California 92110 cr12-01 R • VALUE DATA GRADING ANALYSIS A B C D E SIEVE SIZE 4" 3" 2" 1" %" #6 #16 #30 #50 #100 #200 --{EMARKS: PERCENT As RCVD. PASSING As USED COMPACTOR PRESS. P.S.I. 200 325 350 '. MOIST @ COMPACTION. % 11.2 10.3 9.9 DENSITY. #/Cu. FT. 125.0 125.3 128.4 R.VA1.UE • STAB11.0METER 14 33 34 EXUD. PRESSURE. P.S.I. 250 400 490 STAB. THICK. FEET EXPAN. PRESS. THICK. FEET T. J. (ASSUMED) = z ~ By STAB. @ 300 P.S.I. EXUD. = 25 ~~ 1--------------------------------------__________________________ __ el> 00:: By EXPANSION PRESSURE = I--------------------------------~---------------------- AT EQUILIBRIUM = 25 SAND EQUIVALENT = DURABILITY (COARSE) = LIQUID LIMIT = DURABILITY (FINE) = P1.ASTIC LIMIT = PI I. = (1) Woodward-Gizienski & Associates TRC:kh ::_S_T_IN_G_7!t~~~ ___ _ T.R. Chapman,~E. #12882 -, , • ... TESTING ENGINEERS, INCORPORATED 3467 KURTZ ST •• P.O. BOX 80985. SAN DIEGO. CA 921.38 (714) 222-1185 I ,.ORM 10,Jf' SAN FRANCISCO. OAKLAND . SANTA CLARA LOS ANGElES SAN DIEGO LABORATORY NUMBER SD29-,2220 File No. 507 . DATE June 28, 1974 .JOB DATA: 72-105-56 SAMPLE DATA: SiN 112, intersection of Elm -& Monroe on Monroe. Submit t-e d to the Buena Woods 1/2 laboratory on June 24. 1974. Woodward-Gizienski & Associates 3467 Kurtz Street San Diego, California 92110 R • VALUE DATA GRADING ANALYSIS A B C D E 'IEVE PERCENT PASSING COMPACTOR PRESS. P.SJ. 200 300 125 SIZE As RCVD. As USED MOIST @ COMPACTION • % 12.2 10.4 13.1 4" . DENSITY. #/CU. FT. 120.0 122.7 116.7 3" R.VALUE • STABILOMETER 18 '48 13 2" EXUD. PRESSURE. P.SJ. 310 630 250 1" STAB. THICK. FEET ---------*~. EXPAN. PRESS. THICK.FEET 0.3D" 0.97 ----¥.z" T. I. (ASSUMED) == %" w By -STAB. @ 300 P.S.I. EXUD. == Z:J 17 ClJ #4 -< gj> By EXPANSION PRESSURE = o· --. n:: #8 AT EQUILIBRIUM == 17 #16 SAND EQUIVALENT = #30 DURABILITY (COARSE) = LIQUID LIMIT = #50 DURABILITY ( FINE) == . PLASTIC LIMIT = #100 P. I. = #200 'EMARKS: (1) Woodward-Gizienski & Associates TESTING ENGINEjRS. IN/.{l , B~~;ijI~," . THC:kh T.ll. Chapman, .E. 1112882 . - , t"" _ . , R • • TESTING ENGINEERS, INCORPORATED 3467 KURTZ ST .. P.O. BOX 80965. SAN DIEGO. CA 921.38 (714) 222-11'85 SAN FRANCISCO OAKLAND ·SANT A CLARA LOS ANGelES SAN DIEGO LABORATORY NUMBER SD29-2219 File No. 507 DATE June 28, 1974 JOB DATA: 72-105-56 SAMPl.E DATA: sIN tn, Elm Avenue, Station 79+50. Submitted to' the 1ab.oratory on Buena Woods 112 June 24, 1974. Woodward-Gizienski & Associates 3467 Kurtz Street San Diego, California 92110 R • VAl.UE DATA GRADING ANALYSIS A B C D E SIEVE PERCENT PASSING COMPACTOR PRESS. P.S.I. 105 310 170 SIZE As RcvD. As USED MOIST @ COMPACTION • % 12.0 10.2 11.1 4" DENSITY. #/Cu. FT. 122.2 127.0 124.7 3" R.VAl.UE • STABIl.OMETER 16 37 21 2" EXUD. PRESSURE. P.S.I. 280 440 1390 1" STAB. THICK. FEET ---%" ---1--- EXPAN. PRESS. THICK. FEET ------r---%" T. I. (ASSUMED) = %" w BY.5:rAB. @ 300 P.S.I. Exuo. = z::> 17 C).J #4 -« .. liJ> °li By EXPANSION PRESSURE = --#6 AT EQUIl.IBRIUM = 17 #16 SAND EQUIVAl.ENT = #30 DURABILITY (COARSE) = LIQUID LIMIT = #50 DURABIl.ITY (FINE) = Pl.ASTIC LIMIT. = #100 , P. 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"",;: .J .... : .S.fi~.I{IN_GI~EERING ~ 1045 WEST COLLINS AVENUE ORANGE. CALIFORNIA 92667 (714) .633-7261 '-.. ~;. t •. ..... . • ,~'" 'Use' 4 ~ /'Zllri X z,OLO/ PIU-;5 -':"'f (At.V:>W, L:P. Q. 4 ~ 7.S c:. $ok) ...... -.f~ • .. . -' ".:'. 1 f-· " .• '. '. :-- ... I ~ ORATION , .-" ) ... *' ... !. < , ' • tHo ~_.". .... ; .', ,t l"~' .. ~ ~ ,~~ , ... ;. ,"'\.~ ''O''', t '1..-I .... \~ :-'i "".T"--:;'-~~--c"" •• ~ .. I"--·:i-:;~KLI{n_NGINiiE;RI~(f -,-". 1f,97 EAST,CHAPMA,N AVEN~E. SUITE 201i ' I_"~ .... ~" .. ~.~.) .. ~. ..;. i. "H 1 'P,'C)RATION 1 , I , . I .., -~ ORANGE. CALIFORNIA 92667' ~~ ::(7'4> 633-7261' '! -," ' • .' ". , .. ',' -~ . ': .~ t .;'O ~ ' .. t • .} ,,: ~ •• _ : .;., j '," 1 .. , ..• . -: .. '" . ~ -;~ f ....... M •• . ,"~b·, S,~' ~~,:ti::~ :. 'L {:.;:; :;-}.:.1 '~;-. : ~;}>;. : -,~l~_, __ , __ -.:..~ .... :. -~ -.. ':. .. = .... ,,-• ~ ... ~'. • ~~. ~ :'i' ~ '" ,~ .. (: .. ; • -• '''J' ;~ ,. .,1945 "'\lEST COLLINS AVENUE , .' .ORANGE. CALIFQRNIA 92667 .'-~.'. ~ (7t4l. 633-7261 . : ~ . , , c . :. ~ . .:;::.' . ~ ... ::-'" j • .. ,,' ., RA'fION t • -~:-... ~ '.' -,.' ~'\.' . .,.... ..... -~ ~ .. 1.: ... ~4 ~~. _-.. ... : : ' t DA~~ ;'/0.14_1971 J ,,' _',,-"',~',-",',"~,-,'~,~~l-~,-:~ " ~"'-'4::3", ~ < ~~.-~~\1.- I • • -~ ,o::;~"~_,~:~~~~~~ SALKINhGINEERING ··C~ORA'l'io.N~'>ft:::.;·;~ , 104~ WEST" COLL~NS AVENUE ' .' ", '" , ,:,,~,:"; <, :--:;,'"' f.1,',\~"~,:<"; ':'t ':; ORANGfE. CAL.IFORNIA, 9266'7 ' G" T"?' ,I: -C)~ .. c:> "1:.:',' :': :;.',"':;':: .:.. . " ,~: ~.'.;"'~: ,.~,:.~'~ I , t' . , '. , ''', • .' ,. .,. "' -'"" /-, •• I (714)'633-'1261 ~ ,,', ''',,'' ',' ,~.", ',:,/.',1,;"._.,.' ... '-!.\.~.:~ '. ,'. ,.... ~ ,-..... ,. '.., _. < • • ~r.,.~ .' .... t\~ ;:bN'TO SeIAJEte-. M;';;'; i;;f/Asf!! I C:;1N~l/zUCTloiv;l c.:4RL's8Ad>· e;'.4L./'r, :.::.\~,:~; ... ~2·': :,.: i4iJ&:~·)~;! ~Z d ,0' EN "/24NS (T~A/ . @ Sr~. 24~44. qb . '. • ~' ... 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BROWN AN'D CALDWELL CONSULTING ENGINEERS ; SAN FRANCISCO, ALHAMBRA, c:ALlFORNIA ----.... -r--------:----------------------~----------------_, .. ~-.. --... ! .. --.... ..---._,-... --; ........... __ .... ! --.'----,--,,·,-·i· ...... --.--~.-.( _. __ • ____ •• _._ ••• -__ :. _ •• "._ ••••• -__ .-> _.1 , ___ •• __ • _. __ . __ • _ •• J.-. ___ ._.' __ ..... __ ~ . . . I· t·· j ------_. --.--~-~~J .: ::. ::~~~=::~~i·:~~;~~;~·i!=:~~~~=L~--t·:.~ --:~~~:=f-·Y~;?-:~~¥-~:~:=~::T~~-:'~:~ ~~~i=·.-~- _~ __ ~~~~~=-=:.:. __ .-----: --~·-~ .. ----!----P?'p-· '/c>A/ ---.,t::?~. /:7/t?/j:::"-:--'-"CJ~ .--t .. ----.. j -.... _ .... _-: .. ,;--; '-.--;--'---:-.. _--;-!- ---.:-..:..~. _. ----_ .. _ .... _--- ---...... --r - . ..' --.~---;-.. -:--:-.-.. --.' .. - .•. ----:.--t-,. ~ -'.~ -~ .' ---{._ ........... _ ... .: . -_ .... -.-~ .... -~~ . , .. , . t" i -:--·-:--t ;---; t- --.--:-r- -,---{- ---.~-, . ! ; ----,--! -. -~- ---:-~-- \/-",,,:/::>;! Jon NO. SUBJECT .~. ICG-l(l-M} - . 1 -•• "~ ••••• 1.. -r~ ••• ~.? •• • J . : :. I· . . :.~ ___ :" __ ' ___ " .. -___ I ; -__ ~~=:.~---_-r.--;-----.. --_ ~------=~.l.:.----.----..... _4~ ... •• -.... ~ ....... ------~-.~ .. -.. " .......... -.-.---.---~---.---·----::-:~---------;-------·~:·1 r f f t t , ~:~"/ ,'-' '\ ....... ". OM • 3467 Kurtz Street San Diego Caiifornia 92110 (714) 224·2911 WOODWARD· GIZIENSKI & ASSOCIATES' CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS An affiliate of Woodward -Clyde ConSultants October 23, 1973 Project NO. 72-105-56 Kamar'Construction t.O~Fa~y '.p 0 Box 1155 . ""~'., ~' ... : ::':7:' C~risbad9' Ca1iforhla":92008 ' Attention: Mr. Jerry Rombotis BUENA vJOODS UNIT NO.it-/ STREET BASE COHPACTION TEST RESULTS CARLSBAD, CALIFORNIA Attached are the,results of field density tests taken at the subject project at the request and under the direction, of Mr~ Russ Morrison, . Inspector for the ~.ity of Carlsbad, o'n the dates, indicated and at the locations given. Also attached are the results of laboratory tests performed on a samp~e of the material used for base~material~ , vJOOD~IARD-GIZIENSKI & ASSOCIATES Attachments '(5) ,Kamar Construction Company (1) , Ci ty of Carl sbad Engi neeri ng Department '.'It" . ".,. " ' .. '.l,' =-. ~ ,'0 ... -:,.-.". ' . . "',,J,9a NAME .JOB NUMBER DATES COVERED OA ,II: ,'TltST NUMBER .. ,11 'OCT. 1-B 2-B 12 OCT. ' 3-B 4-B 5-8 6-8. ' 7-8 '," 8-8 " .:' "',,' .' . ,,' -~, "';" ~. :-. - " . : .:-", ,~ • '$ ~, ',,:':. -~'. .: .. ,',' .. , .OMPACTION TESTRESOLT. BUENA 'WOODS ~ , / ,': 'DAT~ REPOR:rED ' D.Gtober .. 23:,:' 1~>7:3' i 72-105-56 (BASE TESTS) October 11., 1973 through October 12" 1973 PAGE 1 0,,1 ' MOISTURE , "lEU) U.ISORATOit'r 'RI!:LATIVE RETE:ST 01' LOCATION ELEVATION CONTENT CENSITY , DltN_ITY COMPACTioN OF TEST '!It Dlty W'r. PC;' pC;' % 0,. LAB.»ol!:NlJ. TOP OF 'BASE '"::'- BLENKARr~E' DRIVE OPPOSITE LOT 31 II 7 ;5 1'26.0 127.5 98~9 LOT 22 II 8.1 127.5 ' 127.5 ' 100.0, ' MormoE STREET OPPOSITE - LOT 18 II 7.0 127.5 127.5 100.0 LOT 11 II 8.5 132.0 ' 1:27.5 . 100'.0 CANYON STREET OPPOSITE LOT 4 'II 8.5 ' 131.,5 12.7~5 i 00,.0 LOT 1 1/ 8.1 J31.'O 1 27 ~ 5' 100.0 ELM AVENUE OPPOSITE '. LOT 13 1/ 6.5 129.0 127 • .5 ' "100:.0 ' . LOT 28 II 8..5 ' ' 128.1 ' 1'27..::5, lOO.O ,.,;r..t '- "'-.. ',; .. ::.;.. -: .... ', . , , "J.:"', " :. : .: " ", " .. • J,' -" -~:, ' ." '.'. . , ", -", -: -'" ,wo.oDYiAim;.,(;,IZlENSK( & ASSOCfATES' ' ..... ,,'; CO"sui.TII~,C SlUt -ANO'ro.uNoATION;,tNcl~[~~S'-Al'o G,EOlO!,IS)S: " ("". ~ : , .. ." ~ . . . " ":~::~'~_r'i~_ ;'-:., ',,', ... :-,_.~~" "-:' ... ;: .. -"t;. ••• :It:..~ , ~'. _ ":~,!.,>~~, ... :: _:~_ :-"t' .. :.~, '., .+ .. '.~':"·,l' •• _ ':{!~-...... ~~.,. ,'" ',.-~ ... '':' ;. ". '. ~ . ',,: .' ". .:--: ".-J~, ...• ' ." . A~~~i~. ;~~\'. ;., .. .. ~~. -, " .. : -:::.~ -!, • • ,'. ',:', , DIREct SHEAR TEST DAiA , LI. Dry.Densitx, pef -.. t~ ~, " . " .. ' . . In i'Hal W.iiter :Gontent. 'fo -' . .. , Final .Water .COntent. % ", , '" -, Apparent Cohesion. psf .' .. , Apparent ·Friction Angle. c - 140 130 . 120 110 . ,' . 100 ,. "j". ' . : .. . \ .~ '. V ZERO AIR V(HD:S ·CUR.YES \- VI \. .. \ 1\' \ \ V2.70 S.G. \~2.60 S.G. \...--""'2.50 S.6. \ ~ , '" 1\ 1\ \ \. :\ f\ , ,\ \. i\: '-..... . '" \ .(,) 0. \ .' \: '\f\ roo :r: \ \ <!:l u,j: .. 3: \ 1\ 1\ :: \ $' 1\ \ '\ f\ >-, . t:G Q f\ 1\\ " \ 1\ \ \ \ , \ \ • < \ \. MAX.iMUM DRY 4 DENSI TY. pcf 127. c . OPTIMUM MOISTURE 9. E CONTENT. r. MOISTURE CONTENT, % 10 20 LABORATORY OOtPACTlON LABORATORY COMPACTION TEST'METHOD: ASTM-0 1557 -70A '" '. .. MECHMtrCAL ANALYS IS '. 3 ! q.'IO 110' ·200 1.00 ~-~-:r-~r\;';"'~' ~--'-;;T." ".~, -:-i,......;---'-l \ 80 ~---4--+-~~-4~~~~+-~ C!) z: .~ 60. ~-.",....j.--+".,,..;;,. ~.~:: ~:.\~·'Y""": -+' .:....,:..;:.. ... +,.;,.......,.-+-~"-l ~. \ ffi'lIO J..----4--+-~~.'_\~"~ .. ~--~+_~ ~: ~ . le 20 1--,.,..---'+--+---l4,-:....+· .. -,\~· +-+++---=-1' . -.\ o .1 .. 1 I L 1000 100 1'0 '1'0 0'1 '0 01 0 001 . i . GRAlH.:SIZE 'IN t-iIUIMETERS ' IGOB~L:sIA~AI~rlt'I':'~N'r' fC I~ I L T .~', c'LAY I ". . PLASTICI1Y CHARACTEfUSTI Cos < 4 Li qu i d Limit. .'10 '.' -.. .. .. .. Plastici,ty Index. 'f. ;-. . , Classification.by Unified Soi I Classification -System SP ". , " -~. ~ .. , " .. .. . , -,'-~ ..... ., " '", -.. -. , ... • ~', '<-" ,-' ~ • . ~ . .. , ... -....... ~_.,._ ,'J _-.. • ~ ~~, " SWELL TEST DATA . 4 . . .. Ini t ial Dry Dens i t.y 1 pcf -: " ... ... In i·Hal··Wate.r 'Contel)t. '" :/~ -. ." .. , : Load, psf -.. .. ". " " .' Percent Swe.l1 _. .. .. -,-, . " .. .. .. . , SAMPlE LOCATION \ .. .'. , .. . .. , \ \. , . 4 .. Bo.b Lynoh' P'i',,!: Vj.~ta .. ~ .. -. ~~, t\. ~ ~ ,,\... " .- I\.. '.' " ~~ .. 30 40 'F I LL sun AS III TYTESTS' .. ~OB NAME Jo~ NUMBER OATES COVEREO DATE , 11' OCT. 12 OCT. BST NUMBER l-B 2-B 3,,"B 4-B 5-B . «OMPACTION TEST RESULT. BUENA HOODS~ / . DATE REPORTEO' ,October 23 ~ 19n' ·72-105-56 (BASE TESTS) October 1 J, 1973 throu'gh October 12, 1-97.3 ~PAGE <,1 0,. 1 MOISTUllIr: Jl:IELD I.AIIORATORY RELATIVE RETEST OF LOCATION ELEVATION CONT!tNT., DENSITY· 'DENSITY COMPACTION OF TEST '1ft OilY ,~. . . "':1' ,.!"C.~: .'. .~ 0,. .':-'B. qENS .. TOP OF " BASE BLENKARHE DRIVE :OPPOSJTrE LOT 3~ " 7 .. :5 . 126 .. 0 . 127.5 " 98.9 .. ,,·-,tOT 22 II 8.1 127.5 127,.5. 100.0, MONROE STREEt OPPOSITE LOT 18 II 7.0 127 .. 5 127.5 ' 100.0, LOT 11 " 8.'5 13:2.0 l27,~,,"~~" .. 100.0 CANYON STREET OPPOSITE ,LOT 4 II 8.5, 131 ~ q 127:'~' 5 100.0 ..... 6-B .. -: .. LOT 1 II 8.1 .131.-0 ' 127.·5' ., 00 .• 0. 7-B ELM AVENUE OPPOSITE .~ ~ .. ~~. ..... ' ...... -" . LOT 13 II 6, •. 5 1'2,9 .. ,0, '127.S 100.0 8"'B LOT 28 u ,8 .• .5 . 1.28,.1 , . 127.5' 100.0 ,. -~.' . ';. -..;' - ," ," '. " :: ';' --.!f"; • J -~ . \ , . ~ .. . " .,', ..... - .; "~I .... ,:", , \: ' .;.!"" -..... '~P"'-" ,,: .,. '. ' .. ' , WQOD\'MRD.'GJZ'IEN~K:'" & ,ASSO.C.i.,ATE,S.-: { ",:i eONSULT(~G.SOIL."NO· rOUNDATION ENGINl£IIS ""0 GEOLOGIS1S . ,:,/ ,', '.' .. • ". --:l, .' ..• J! .. ,',', -1~\'~--:'~"'''~~::~' :;, ~._ ".'< • ~. , : " "~.' .. ~.,;.;ii.1 :~,' :~'~'~" :.~: .. ~:., ~,:;;;:,;;;;:, =;:;;;;;;;:;;;;;:;;;;;;;;. a~;;:;;;;;;;;-=-;;:;;;;;;;;;;:;;;;;;;;=;;:;;;;;;;;;;;;;;;;;;:;;;;=;;;;;;;:;;';;;-"~-3 -ME=:"=AH='=CAL-'=M'4=A=LY=SI=S .;:., ;;::=;=~. , . . ;:':':' ;....., ., ~ ~ 10 110 200 100 __ --~~~,.~~: ~~~~,~~~ -'.' . : .. :" '.: ~ . . ' .. . . ", : <,' ~ • DIRECT SHEAR TEST DATA Ll \ 80 ~--~--~+-r--r~+-~~--4 ~, '7,'."_;;~~i?;'b"~.f:.":;'''''''·'':.,.;i::;;-''':.,:'iJ.~ ,-..",."1-. ....., .. + . ..".,::,:+\\,--..,I---+---,..+-" H~ D.r:y D~nsi~y, pc,f. ", 'Final :Water Content. % Apparent Cohesion. psf Apparent Friction Angle. 0 J~ " ,,' .\I\~W'ZERO AIR VOIDS CURVES ~\ \ 1\ \ . 1--I--+-++\++\4~ 2.70 S. G. 130 \~2.60 S.G. 2.50 S.G. \ '\v [\. .120 ~.o.....j..-I--+-+~ \\-TI-\\ f\ '. \ ffi' 110 ~---+-:--I--+--I-\-'t---+--~---,."f ~ r\ ~ 20 '~--+.:.. .. -+--+-+---' . .;...... I-\~+--':,-' H-J···' \ '0' I I' ,II .:1. ,I 1000 1'001'0 f.-o O. I 0.·.01" 0.001 GRAIN·.S·IZE IN MI'lLIME:TERS PLASTICllY:CHARACTERISTI.CS Liquid Limit, % P)asticity Index. % .. Classification by Unified· Soil , Classi"ficaUbn 'System .~ -. '--.. ~' . , " , -... SP • _' J, ~." ,. ~SW..,...E_LL_TE_S...,..T ...,..DA...,..T ..... A·_---..,; __ -+-·_4_-+-_-+-_' ~'" .' ~ Initial Dry Density, pcf -' In i't i al ·W~.tet Con:ten-t. % Load. psf ,.. Percent Swell , I , \'\ 100~~~~-r4-~~~\~~~\ ' .. ~ . \\\ SAMPLE LOCAT ION· ~ '\ '. BOb: Lynch P:it. v'; s,ta. . , 90 MAX I MUM DRY 4 f\ I-D_E_NS_IT_Y~._P_Cf ________ ~12~7~'~~~ __ -I-__ ~~~ '. . . I\. 1\.\'---.:1. _______ ~ ____ ___' O.PTlMUMMOISTURE " 1."-,, 9. t I\. CONTENT. .,. I" ~ !\. ~~ISTURE CONTENT % 10 20 30 40 LABORATORY ·C(M>ACTIOH TESr;,T _____ ..:..; .......... ____ ........ _ .... " ....... ---........... -~I " FILL SUITABllilY . TESTS' < LABORATORY CoMPACTION ',' . TEST METHOll; ·ASn1-p.. 1557-70A .-r' • ... ~~. ".0:::.>:'-.- BUENA· WOOD.S. #2,' .' _ . " .. ': ~ ~ WOODWARD -: GJ Z 18~SK I : & ASSOC IATES .: " ", ,.,.1 : CONSULTING SOIL A~~/g~~g~!:lg~Ly~~k~TiRS.A~D GEOLOGISTS'. ~'i; DR. BY: GS . :SCALE: --:-~., P.R9~:!~9~7~'" i05~56j CK"D BY: .u.rr DATE: ., Oi23i7~ :PAGE 1 n-r 1 . . J ., . ',' < • ~ • . ,': , , .. .' , ~~~~~: ~ . .;~ • ,:. ,-h,", ,.' .' ·-i" " , -.:,. .: /0/' 4. -::: /,3 ~ '(OAt? t9pr!tJtf/LJc)I/ Y S/J;;er, ;::'A-c-'!tJll ! ' , i Ii ,J ;1 --- {ISE r i :1 ~l"" '; 1"\, I Cl "'~-.-.--.---.-~~ ill 2~OO SHAPED BonOM (FIG. 2, from Page52) --.-.. ,----__ ._._ ... _J,~"J .. '''' _ :'RECEIVED Us e' ZEvP/;V G J)T i.-,.. OCf281913 :: CITY, OF CARLSBAD ,Engineering De2ftrtment \ I (JA1j,)'"tJ . C" 6>siVOVrr ,~ 33SD ..::::: _3 '3 ,5-0 )C // 2 S-'::;..., / _ 8 ZE:Lo j I 1 'j 1 i ~ ANGULAR MATERIAL BEDDING (FIG. 4, from Page 53) )at " .. L f"7 -£. ¥It ·t·' r ' 10" LOADS ON 10" VITRIFIED CLAY PIPE IN POUNDS PER LINEAL FOOT CAUSED BY BACKFILLING WITH VARIOUS MATERIALS 10" Bold printed figures represent trench loads on pipe for each width of trpnch italicized figures represent maximum load on pipe from broad fill formula. SAND AND GRAVEL AVERAGE WT •. , 110 LBS./eU. FT. Transition Width Column represents the critical width where trench loads reach thetr maximum and are equal to the broad fill lo~d. SATURATED TOPSOIL AVEI;MGE WT •. " 115 lBS./eU. FT. 'j TRENCH WIDTH AT TOP OF PIPE (feet) Transi. TRENCH WIDTH AT TOP OF PIPE (feet) Transi· ~. --~~ ---.... _. __ ._-,.----tion !ion 1'6" 1'9" 2'0" 2'3" 2'6" 219" 3'0" 3'6" 4'0" 4'6" Width 1'6" 1'9" 2'0" 2'3" 2'6" 2'9" 3'0" 3'6" 4'0" 4'6" Width I--.-. .. -1---.. -_. ._---"_. -.---I---1----.._- 5 505 605 745 865 920 2' 4" 540 680 805 945 2' 3" 5 6 MO 680 840 995 II :10 2' 5" 605 740 920 1070 1150 2' 5" 6 7 580 735 920 1090 1280 13:10 2' 7" 655 805 1000 1175 1355 2' 6" 7 8 605 790 975 1170 1380 1530 2' 9" 690 855 1080 1265 1470 1.565 2' 7" 8 9 630 825 1030 1245 1465 1655 173.'i 2'10" 725 910 1145 1355 1575 1770 2' 9" 9 10 655 860 ,1080 1300 1535 1760 1940 2'1 I" 755 955 1190 1425 1680 1930 1980 2'10" 10 1-1 I 680 890 1115 1350 1595 1850 2100 214.1 3' 1" 770 995 1235 1490 1760 2025 2185 2'11" 11 12 695 920 1155 1395 1655 1940 2200 234.5 :1' 2" 790 1025 1275 1540 1840 2130 2390 3' 0" 12 13 705 935 1175 1435 1705 2020 2275 2.54!i 3' 4" 805 1045 1310 1585 1910 2215 2490 2600 3' 1" 13 14 715 950 1195 1465 1750 2080 2350 27.50 3' 5" 810 1070 1345 1625 1965 2275 2590 2805 3' 2" 14 15 720 965 121511490 , 1790 2130 2415 294.5 3' 6" 820 1080 1370 1660 2015 2345 2670 3015 3' 3" 15 16 1 725: 975 1240 I 1515\ 1825 2175 2475 3155 3' 6" 830 1100 1390 1695 2060 2405 2755 3220 , 3' 4" 16 17 725 I 980 1250 11530 1865 2215 2530 3285 3365 3' 7" 835 1110 1415 1725 2095 2445 2820 . 3420 3' 5" 17 18 ! 730 I 990 1260 : 1550 1890 2250 I 2580 3355 3565 3' 8" 840 1120 1430 1750 2130 2490 2885 3645 3' 6" 18 19 I 730 995 1270 11570 I 1915 2275 2625 3420 3775 3' 9" 845 1125 1450 1710 2155 2530 2945 3760 3845 3' 7" 19 20 I 735/1000 1280 1585 1940 2305 2660 3475 3970 3'10" 850 1140 1460 1795 2185 2565 2990 3840 40.50 3' 7" 20 73511000 1290 1595 1960 2330 3525 850 1150 1470 1815 2210 2600 3035 3935 42.10 3' 8" 21 21 2695 4180 :1'1 I" 3575 850 1150 1485 1835 2230 2620 3070 3990 4450 3' 9" 22 22 745 ' 1005 1295 1610 1975 2350 2725 438!i 4' 0" 23 745 I 1010 11300 1625 1990 2365 2750 3620 4510 4575 4' 1" 855 1155 1495 1845 2245 2655 3105 4050 4660 3'10" 23 24 750 11010 I 1305 1635 2010 2380 2780 3660 4570 4785 4' 2" 865 1155 1500 1855 2255 2680 3140 4100 4865 3'10" 24 25 750 11020 11310 1645 2015 2395 2805 3695 4630 4990 4' 2" 865 1160 1505 1870 2265 2705 3170 4140 5070 \ 3'11" 25 26 760 1020 1320 1650 2025 2410 2825 3735 4685 5190 4' 3" 865 1160 1520 1880 2275 2720 3200 4185 5280 4' 0" 26 27 760 1020 1325 1650 2030 2420 2845 3760 4740 539.5 4' 4" 870 1165 1520 1885 2290 2735 3220 4225 5315 5495 4' 1" 27 28 770 : 1020 11325 1655 2035 2430 2860 3785 4795 5595 4' 4" 875 1165 1520 1890 2300 2765 3235 4255 5380 5705 4' 2" 28 29 775 ! 1025 1330 1655 2035 2435 2875 3805 4850 5795 4' 5" 875 1165 1520 1900 2305 2775 3255 4280 5435 5910 4' 2" 29 30 780 11025 1330. 1660 2040 2440 2895 3835 4905 6005 4' 611 875 1165 1520 1905 2310\ 2785 3265 4300 5475 6120 4' 3" 30 DRY CLAY WET CLAY AVERAGE WT, == 120 LBS./eu. FT, AVERAGE WT, = 130 lBS./eU. FT. TRENCH WIDTH AT TOP OF PIPE (feet) TRENCH W.IDTH AT TOP OF PIPE (feet) g, ~~l~'o'+i;"-2'6" 2'9" -3'0" 3'6" Transi· Transi. tion tion 4'0" Width 1'6" 1'9" 2'0" 2'3" 2'6" 2'9" 3'0" 3'6" 4'0" Width , 1-.:9 nol.;, i ,;; --1---,._-2' 2" 700 830 975 I'll" 5 6 . 670 835 985 d J!if) 7 I 730· 920! 1085 J 1270 1370 2' 3" 780 960 1130 1195 2' 1" 6 2' 4" 860 1065 1250 1415 2' 2" 7 8 1 780 198511190 I 1390 11!i70 . 2' (j" 925 1155 1360 1625 2' 3" a 9 820 ,I045j127011490: 1730177.5 2' 7" 990 1235 1455 1730 1835 2' 4" 9 10 i 860 : 1100 i 1350, 15851 1850 1970 2' 8" 1025 1300 1560 1845 206.5 2' 5" 10 11 i 890 :1140! 141511675 i 1955 218.5 " 2' f)" 1065 1350 1650 1965 2275 2' 6" 11 12 ) .910 j 1175 ; 1470 : 1745! 2050 2350 2,1fJO 2'1()" 1105 1405 1730 2080 2390 2470 2' 7" 12 13! 935 ; 1205 ; 1520 ! 1810: 21351 2460 2!if}() 2'10" 1130 1455 1805 2160 2495 2690 \ 2' 8" 13 14 : 950 ,1230 : 1555 i 1870 I 2210 I 2555127fJ.5 2'1/" 1155 1495 1870 2250 2600 2910 2' 9" 14 15 I '"0 I "55 I"" I "" 1 2", "50 '"'' ,1' 0" 1185 1535 1925 2315 2705 3120 . 2' 9" 15 16 1 970 1210 11620 1970 /2330 2725 3110 .12/.5 ,1' 1" 1195 1560 1975 2365 2780 3210 3340 ' 2'10" 16 11 985 1290 1650 2010 2375 2785 3190 3420 .1' 2" 1220 1585 2015 mo 2880 am 3550 2'10;' 17 1~ !\qR I iWi 11m, ~/I~iI ~~M~p~t1 aij~1t. Ml.ijjj ill .~j/ n~E Hlifi ilill~ tliiil tilAn ~.ilii iti~iL . ;m'J1 Ii '''~ , ..... 'S ~ l&.I 0.. a: I&. 0 0.. 0 J- 0: l&.I ~ ...J ...J L&: ::.c: (.) < CD I&. 0 :::t: ~ l&.I Q ..... -III III -..... L.J 0.. a: I I&. 0 0.. 0 t- 0: ILl ~ ..J ..... i t; {j-r' J -~, ,. {)' i" I, L t, ..: DRY CLAY· WET CLAY AVERAGE WT. = 120 LBS./CU. FT. AVERAGE WT. = 130 LBS./CU. FT. ~ TRENCH WIDTH AT TOP OF PIPE (feet) TRENCH WIDTH AT TOP OF PIPE (feet) Transi- I; f I,,, i.' ~' ,! ·7.~ -J J.. :\ ~, .~. 1'6" 1'9" 2'0" 2'3" 2'6" -.. 5 I 600 730 i 875! 935 -(I) 6 I 670 835 i 985 : 1150 .!! ..., 7 730 920 i 1085 ! 1270 1370 LIJ 8 780 985 1190' 1390 1570 Q,. 1045 ' 1270 I 1490 ii: 9 820 1730 "-10 860 1100 1350 ~ 1585 1850 0 11 890 1140 ; 141511675 1955 Q,. 12 910 1175 1470 1745 2050 J: 13 935 1205 : 1520 1810 2135 0:: 14 950 1230 . 1555 1870 2210 LIJ 15 960 1255; 1590 1920 2280 ~ 16 970 1270 , 1620 1970 2330 ... 17 985 1290 i 1650 2010 2375 ... 18 995 2040 2430 ii: 1310 j 1675 ::.:: 19 1000 1320 i 1690 2075 2470 ~ 20 1010 1330 i 1710 2105 2510 CD 21 1015 134511720 2135 2550 Lr.. 1020 2585 0 22 1355 I 1740 2155 23 1025 1360 I 1750 2170 2615 ::J: 24 1030 1370 11765 2190 2640 Ii: 25 1030 137511770 2210 2665' LIJ Q 26 1030 1380 1775 2220 2690 27 1040 1385 ' 1780 2230 2705 , 28 1040 1390 1790 2245 2725 29 1040 1390· 1795 2250 2735 .. 3D 1040 1400 1800 2255 2750 .~. ~. ""l ""l tion 2'9" 3'0" 3'6" 4'0" Width 1'6" 1'9" 2'0" 2'3" 2'6" 2'9" 2' 2" 700 830 9751 2' 3" 780 960 1130 1195 2' 4" 86011065 i 125011415 2' 6" 925 I 115511360 1625 1775 2' 7" 990 1235 145511730 1835 1970 2' 8" 1025 130011560 1845 2065 2185 2' 9" 1065 1350 1650 1965 2275 2350 2390 2'10" 1105 1405 1730 2080 2390 2470 2460 2590 2'10" 1130 1455 1805 2160 2495 2690 2555 2795 . " 2'11" 1155 1495 1870 2250 2600 2910 2650 3000 3' 0" ·1185 1535 1925 2315 2705 3120 2725 3110, 3215 3' I" 1195 1560 1975 2365 2780 3210 2785 3190 3420 3' 2" 1220 1585 2015 2430 2860 3315 2850 3275 3625 3' 3" 1235 1610 2055 2485 2940 3405 2905 3355 3830 3' 4" 1250 1640 2080 2520 3015 3495 2950 3420 4030 3' 4" 1260 1665 2120 2560 3070 3575 3000 3480 4250 3' 5" 1275 1675 2140 2600 3120 3640 3040 3540 4450 3' 5" 1280 1690 2160 2625 3170 3690 3080 3590 4655 3' 6" 1285 1710 2185 2650 3210 3755 3115 3625 4730 4860 3' 7" 1300 1725 2210 2680 3250 3810 3150 3660 4800 5065 3' 7" 1315 1735 2225 2705 3290 3850 3180 3685 4850 5280 3' 8" 1320 1740 2235 2730 3330 3895 3210 3710 4895 5485 3' 8" 1325 1755 2250 2755 3355 3925 3235 3730 4945 5690 3' 9" 1335 1770 2260 2770 338~ 3965 3260 3755 4980 5890 3' 9" '1335 1770 2270 2780 3405 4000 3275 3780 5005 6215 3'10" 1340 1775 2275 2790 3430 4030 1--'- For information regarding the use of'these tables, see Marston Formula page 37 SEE SAMPLE DESIGN PROBLEMS AND :rHEIR SOLUTIONS PAGES 58 & 66 3'0" 3340 3550 3770 3990 4095 4180 4250 4330 4395 4445 4510 4570 4615 4665 4705 r , I' 0.,., ";A&3!i24iJ.if!C.J'»!iiill/P.;nc)4Fi.i'W",*. r -'.......-----.-......... _'_h'" ....... '"""" .. M.'-·,,~~._. -. . .. . " . ".', ... "..;-:.;;;g;:p;:~W!"~I,Q .. '":' ... _'l ,...~ ~". • , •• • " '~ :~ :" ~ . 3'6" 4'0" 4200 4420 4640 4850 5055 5280 5485 5720 5930 6030 6125 6085 6370 Transi- tion Width I'll" 5 2' 1" 6 2' 2" 7 2' 3" 8 2' 4" 9 2' 5" 10 2' 6" 11 2' 7" 12 2' 8" 13 2' 9" 14 2' 9" 15 '2'10" 16 2'10" 117 2'11" 18 3' 0"119 3' 1" 20 -3' 1-" 21 3' 2" 22 3' 3" 23 3' 4" 24 3' 4" 25 3' 5" 26 3' 5" 27 3' 6" 28 3' 7" 29 3' 7" 3D ,.~.;-.. ~,,' .-. -(I) .!! --LIJ Q,. a:: "-0 Q,. 0 I- 0:: LIJ ~ ... ... i:i: ::.:: (.) < CXl "-0 :::t: Ii: LIJ Q I \ f \ I f " .. t . - - -a "'~'(;~ dft-tilkr' t~W~'&iWlH1jR@;¥i&itl§tf55~¥~:)~.m.W~ff"lMit!~f\Mt'Si$~_=~ii§N!!f4tg'mfW';'i.;'It_"".;= "'*f#t1MtiIf¥t.fiii@_MM'tItftt*~~~J.1~" ",' , .. ' .... ,~ -. VITRIFIED CLAY PIPE -SUPPORTING STRENGTH IMPORTANT SUPPORTING STRENGTHS SHOULD NOT BE· CONFUSED WITH TEST STRENGTHS. For computation of the SUPPORTING STRENGTH of Vitrified Clay Pipe, see Design Section of National Clay Pipe Institute Engineering Manual, page 50. Computation gives consideration to type of bedding or cradling. -EXTRA STRENGTH PIPE -MINIMUM TEST STRENGTH (Pounds Per linear Feel) WESTERN REGION Si:r:e 3-Edge karing Si:r:e 3-Edge Bearing Inches Test SlYenS'" Inches Test Strength 4 2000 24 4800 6 , 2000 27 5200 , 8 2200 30 5500 ,0 2400 33 5800 12 2600 36 6300 15' 3100 39 6600 18 3600 42 7000 21 4200 --.. --- The net inside lenglh of Ihe pipe from the bottom of Ihe socket to the spigot end of the pipe shall be used as the divisor 10 calculale the load per linear fool. e ,.! NOTE: T.., above table lists the test loads EXTRA STRENGTH pipe are expected to withstand when such pipe are tested by the 3-edge bearing melhod to delermine whether Ihey meet specificalions. The values in this table should be increased 50% to eSloblish the lesl load EXTRA STRENGTH pipe are expected 10 withstand when . such pipe are lesled by the sand bearing method. See Engineering Manual, page 48, lor full descriplion of both methods of testing pipe. The 3-edge bearing lest figures have been used throughout Ihe Engineering Manual ~ 10 dcsisrafe th" basic crushing strengllt ef Vitrified Clay Pipe with a load faclor _ of 1.0 See Engineering Manual, page 50, for method of compuling supporting t s!Tf:rlgtt-"rofT' basic crushing strength .. ~ 6' • RECOMMENDED SPECIFICATIONS FOR VITRIFIED CLAY PIPE -QUALITY: Vitrified clay pipe shall be Extra Strength; first quality, durable, sound, well-bumed throughout its entire thickness, and have a smooth interior. SHAPE: The pipe shall be bell and spigot pipe unless otherwise speci- fied. Pipe ends shall be square with the longitudinal axis, and sockets shall be true, circular, and concentric with the barrel of the pipe. The ends of the pipe shall be so formed that when the pipes are laid together and the joints made, they shall constitute a continuous and uniform line of pipe and shall have a smooth and regular interior surface. SCORING: Pipe shall be scored, according to the folloWing table, on the inside of the socket and on the outside of the spigot. Scoring shall be approximately at right angles to the axis of the pipe. Where pipe is to be joined by flexible compression joints, the scorings are not necessary and therefore, may be omitted. PIPE DIAMETERS 4" and 6" 8" through 15" lS" and up TABLE OF SCORING MINIMUM NUM8ER OF SCORINGS 2 3 IDENTIFICATIO:\l ~lARKS: All pilW and fittings shall he dearly marked with the symbol E.S. and the name of the manufacturer, or with his tradcm;uk. LENGTH: The mUlIllllllll laying length of each straight pipe of all sizes, ('xdllsivc of socket depth, shall be as tihown in table on page 4. 7 -----... -.1( ,',. (,' .. , ,I( .,.-{.;:.;,~,", L, .'il'! ." 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'<:"" """', "'>"','<:""';"'" ,0'1 ," ~~",~-.. ,~!'i1'f''''.":1~,,::.~6~,,:;<i~-:':''1~:!'7f':;''::::/';'tZ;;"·''''''''~1f''h'''l.},>;¥:,,'''~.·'!''~O""''!;:.~.''~ •• ",."{":~,:,.,,~§,,,, ~, ... ~. " . t,' :~ , . ,~ ,> . . ~ .. ~.' ~-+---~~-~---+--j---+-'----~--I---+--+---r~'---~--r--r--+-~l'--~~---r--l---l'~ '\-r \ 11 ";'t :' \. -o{ :~f: \N ~ , I' '., "'. '"' .•• ~"'.~ ...... ".,--''' ..... ''' .. ,."...= • ...--.,.-.. '''"~ .. -.-,' ' ..... '~-~.'M,~ •. <'-•• h.-:,,'._~V'._."_~ ,~.~ .... ~. --: ~-.. ---:::J .i'. . ~ , ',\ ri .'::;..,. , . >' ','': " • WOODWARD· GIZIENSKI & ASSOCIATES 3467 Kurtz 'Street San Diego California 92110 (714) 224·2911 CONSULTING soil AND FOUNDATION ENGINEERS AND GEOLOGISTS An affiliate of Woodward -Clyde Consultants Apri 1 24, 1973 Project No. 72-105-21 Kamar Construction Company P .0. Box 1155 Carlsbad, California 92008 Attention: Mr. J. Rombotis FINAL REPORT OF ENGINEERING OBSERVATION AND COMPACTION TESTING BUENA WOODS UNIT NO. 1 LOTS 1 THROUGH 33 CARLSBAD, CALIFORNIA In accordance with your request, and our agreement dated October 2, 1972, we have provided soil engineering services in conjunction with the grading of the subject site. These services included: (1) Engineering observation of th~ grading operation. (2) Observation of the removal of tree stumps and tree root systems where encountered prior to placing fill. (3) Observation of the removal of alluvial soil and existing loose fill where encountered. (4) Taking field density tests in the fill placed and compacted. (5) Performing laboratory tests on representative samples of the material used for fill. ' Site preparation, compaction, and testing were done between September 22, 1972, and April 13, 1973, in accordance with the IIS pecifications for Controlled Fi 1111 ; n our report enti tled IIRevi ew of Exi s ti n9 Soil Investi gati on Report - Additional Recommendations and Earthwork Specifications, Buena Woods Unit No~ 1, Carlsbad, California,1I dated September 13, 1972. Fill was placed, compacted, and tested on Lots 1 through 15 and 20 through 30. As the site grading progressed, the compaction procedures were observed, and field density tests were made to determine the relative compaction of" the fill in place. Field observations and field density test results "in- di cate that the fi 11 has been compacted to 90% or more of maximum laboratory density. The approximate locations of field'density teS"ts and the limits of compacted fill have been recorded on a copy of the grading plan for reference. The results of field denSity tests and of relative compaction, expressed as a percent of maximum laboratory density, are given on the attached forms. . ."-. ,: Kamar constructio4ltompany Project No. 72-105-21 Apri 1 24, 1973 • P.age 2 " Laboratory tests to determine moisture-density relationships, maximum dry density, optimum moisture content, grain size distribution, plasticity characteristics, and strength and swell characteristics were performed on representative samples of the material used for fill. The results of laboratory tests are given on the attached forms. Laboratory tests and a visual inspection indicate that nonexpansive fill was placed within 2 fe'et of rough grade on all fill lots noted herein. A visual inspection of cut Lots 16 through 19 and 31 through 33 at completion of grading indicates that potentially expansive s6il is not evident at rough grade surface. Foundations for single or two-story residential structures placed on non- expansive undisturbed soi 1 or nonexpansive properly compacted fi 11 may be designed for a bearing pressure of 2,000 psf at a depth of 12 inches below compacted fill or undisturbed cut lot grade. Footings should have a minimum width of 12 inches. These pressures may be increased by one-third for loads that include wind or seismic forces. Structures that will not tolerate differential settlements (such as foun- dations, swimming pools, concrete decks, Walls, etc.) should not be located within 5 feet of the top of a slope. Footings located closer than 5 feet from the top of a slope should be extended in depth until the'outer bottom edge of the footing is 5 feet horizontally from the outside face of the slope. The elevations of compaction tests', shown as' f;'nished grade (FG) tests, correspond to the e levati ons shown on the gradi ng plans for IIBuena Woods, I! dated June 28, 1972, prepared by Roy L. Klema, Engineers, Inc., Escondido, California. Elevations and locations shown in this report are based on field surveys established by others . . This report covers the fill placed under our observation during the dates specified herein. Additional fill placed after these dates, as well as the backfill in utility trenches located within 5 feet of·a building and greater than 12 inches deep, or a'ny tren~h 5 feet or more from a builc!ing and in excess of 5 feet in depth, should be compacted under the O.bservation of this office and tested to assure compliance with the earthwork specifi- cations for the project. This office should be contacted at least 24 hours prior to backfilling operat1ons. Utility service trenches within 5 feet of a building that are perpendicular to the building footings and are less than 12 inches wide and less than 3 feet deep are not subject to this recom- mendation. The inspections and tests of compaction made during the period of our serv- ices on the subject site were in accordance with the local acceptable stand- ards for this period. The conclusions or opinions drawn from the t~sts and site inspections apply only to our work with respect to grading and represent conditions at the date of our final inspection .. WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOil AND FOUNDATION ENGINEERS AND GEOLOGISTS Kamar construction~mpany Project No. 72-105-21 April 24, 1973 • P.age 3 We will accept no responsibility for any subsequent changes made to the site by others or by uncontrolled acti on of water or by fa; lure of others to properly repair damages caused by uncontrolled action of water. . WOODWARD-GIZIENSKI & ASSOCIATES , . WOODWARD· GJZIENSKI & ASSOCIATES CONSULTING SOil AND FOUNDATION ENGINEERS AND GEOLOGISTS .OMPACTION TEST RESULTIt' r '.Je._ JOB NAME BUENA WOODS DATE REPORTED 4/25/73 JOB NUMBER 72-105-21 " I DATES COVERED September 19, 1972 th rough r~a rch 28, 1973 PAGE 1 OF 4 ,I , MO.STURE F.EL.D LABORATORY' R~LAT'VE DATE TEaT RETEST LOCAT.ON ' EL.EVAT.ON CONTJJ:NT DENS.TY DltNa.TV COMPACTION NUMBE:R OF OF TEST ,. DIlY WT. PCI' pel' ". OF LAB. DEN •• SEPL' 19 ' , 1 LOT: . 27 ' 176.0' 8.7 119.9 129.5 92.5 2 28 180.0' 8.7 114.9 129.0, 89.0 SEPT. 20 3 2 28 '180.0 • 8.1 116.3 129.0 90.1 4 29 186.0' .8.7 . 117.1 129.0 90.7 SEPT. 21 5 27 . 178.0' 8.7 116.0 128.0 9.0'.6 6 23 156.0' 11. 1 12?5 129.0 94.9. 7 24 158.0' 9.3 120.9 129.5 93.3 8 28 182.0' 11.1 118.2 129.5 91.2 SEPT. 22 9 14 Fill Slope 160.0' 9.3 120.9 129.0 93.7 For Lot 24 10 23 162.0 i 11.1 119.9 J28.5 93.3 11 27 FG 180.5' 11.7 120.6 128.5 93.8 SEPT, 23 12 2 154.0' 11.1 116.2 129.0 90.0 13 "7 156.0' 9.3 117.1 128.0 91.4 I 14 3 162.0' 10.5 118.9 128.0 92.8 SEPL 25 15 23 164.0' 9.9 122.9 129.5 94.9 16 2 158.0' 11.1 115.2 128.0 90.0 17 5 166.0' 1.1 .1 121 .2 129.5 93.5 SEPT. 26 18 4 168.0' 11.1 116.8 129.5 90.1 19 24 166.0' 11. 7 118.5 128.5 92.2 20 25 168.0' 9.9 112.1 128.0 87.5 21 20 25 168.0' 11 .1 118.9 128.5 92.5 22 23 168.0' 11.1 120.0 128.5 93.3 SEPT 27 23 24 170.0' .·10.5 118.8 128.5 92.8 24 1 148.0' 11.1 122.5 128.5 95.3 25 28 184.0' 9.3 118.1 128.5 91.1 SEPT. 28 26 1 150.0' 11.7 120.2 128.5 93.1 27 22 170.0' 11.1 122.1 128.5 95.0 28 25 172.0' 8.7 113.0 128.5 87.'9 29 23 172.0' 7.5 112.0 128.5 87.1 30 28 25 172.0' 9.3 119.2 . 128.5 . 92.7 31 29 23 172.0' 10.5 121.0 128.5 94.1 SEPT 29 32 1 152.0' 8.0 116.3 128.0 90.8 33-1 . 154.0 1 9.3 128.0 92.8 34 1 156.0' 9.3 119.2 128.0 93.1 35 1 158.0' 11.7 120.9 128.5 94.0 WOODWARD· GIZIENSKJ & ASSOCIATES CONSULTING SOIL AND rOUNDATION ENGINEERS AND GEOLOGISTS , , eoMPACTION TEST R,ESULT~ JOB NAME BUENA WOODS DATE REPORTED 4/25/73 JOB NUMBER 72-105-21 DATES COVERED September 19, 1972 .through March 28, 1973 PAGE 2 OF 4 MOISTURK trIE1.D LABORATORY RI!:1.ATIVE DATE TEST RETEST LOCATION E1.EVATION CONTitNT DENSITY DIEN"TY COMPACTION NUMBER Of' " OF TEST '" DRYWT. PCJ< pel' ~. OJ< LAB. DENS. OCT 2 36 LOT: 2 162.0 1 8.0 116.3 128.0 93.7. 37 8 160.0' . 11.7 117.1 128.5 91.1 38 29 188.0' 9.9 119.9 128.5 93.3 39 30 186.0' 10.5 116.0 128.5' 90.2 40 3' '166.0' 10.5 '116.4 128.0 90.9 OCT 3 41 1 162.0' 9.9 119.2 129.0 92.4 42 '5 170.0' 10.5 117.0 128.q 91.4 OCT 5 43 29 190.0' 10.5 117.9 128.0' 92.1 44 6 164.,0 ' 11. 1 116.6 128.5 90.7 45 24 174.0,' 8.7 119.1 129.5 91.9 46 22 1.74.0' 11.1 121.5 128.0 94.9 OCT 9 47 7 164.0' 9.9 116.0 128.Q 90.2 48 6 168.0' 11.7 117.9 128.5 91.7 49 8 166.0" 11.7 116.5 128.5 90.6 OCT 10: 50 4 172.0' 7.5 116.9 ' 129.5 90'.2 51 7 '170.0 I 11. 1 119.0 128.0 92.9 52 6 172.0 ' 10.5 116.9 128.0 91.3 53 30 187.6 1 8.7 116.0 128.5 '90'.2 OCT 11 54 5 174.0' 11.7 117.9 128.0 92.1 55 8 169.0 1 10.5 116.9 129.0 90.6 56 20 177.0 1 11.1 119. 1 128.5 92.6 OCT 17 57 ·12 134.0 1 '12.3 116.2 129.0 90.0 OCT 18 58 11 136.0' 11.7 119.0 129.0 92.2 59 12 138.0 1 10.5 117.0 129.Q 90.6 OCT 29 60 10 146.0 1, -9.9 110.7 122.5 90.3 61 9 148.0' , ' 10.5 116. 1 128.5 90.3 62 12 146.01' 12.3 121. 0 . 129.0 93.7 63 11 148.0 1 7.5 116.9 128.5 90.9 JAN 24 64 12 150.0' 11. 1 109.9 128.5 85.4 65 10 150.0' 9.3 106.9 128.5 83.0 : WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOIL ANO rOlJNOAllON ENGINEERS AND GEOlOGIS1S .OMPACTION TEST RESUL,e JOB NAME BUENA WOODS DATE REPORTED 4/25/73 JOB NUMBER 72-105-21 DATES COVERED Septembe r 19, 1974 th~ough March 28, 1973 PAGE ·3 OF 4 MOIIITURIt FIELD LABORATORY RI!!LATIVE OATE TEST RETEST LOCATION ELEVATION CONTENT DENSITY . DENSITY COMPACTION NUMBER 0" OF TEST '!It DRYWT. I"CF PCI' ~. 0 .. LAD. DENS. JAN 25 66 64 LOT 12 150' 9.9 114.0 128.0 88.7 67 65 10 150' 9.9 118.3 128.0 92.7 68 66 . 12 150' 8. 1 116.9 129.0 91. 4 JAN 26 69 12 152' 8.1 116.3 128.0 91.2 70 10 154' . 8.7 . 117.0 128.0 91.6 71 1 152' 9.3 115.5 128.0 90.3 JAN 29 72 1 1541 8.7 112.9 128.5 88.3 73 9 156' 11.1 131.9 128.5 100+ 74 11 154' 10.5 l20.2 128.5 93.0 75 72 1 154' 11. 1 119. 1 128.5 93.1 JAN 30 76 12 156' 10.5 119.9 128.5 93.5 JAN 31 77 11 158' 11.1 122.0 129.0 93.8 78 9 158' 10.5 126.0 129.0 98.3 . FEB 1 79 12 160' 8.1 118.5 129.0 91. 7 -80 10 160' 11. 1· 126.5 129.0 98.5 FEB 2 81 11 162' 8 .• 7 116. 1 128.0 91.1 82 1 160' 9~3 118.2. 128.0 92.7 FEB 5 83 12 164' 9.9 116.0 128.0 90.8 84 10 162' 10.5 119. 1 128.0 93.5 85 13 ·152' 11. 1 118.3 128.0 92.6 FEB 7. 86 11 162' 9.9 121.8 128.0 95.2 87 9 162' 10.5 119. 1 128.0 93.6 fEB 8 88 6 176' 9.3 123.2 128.0 96.3 89 5 178' 9.9 122.0 128.0 95.3 90 7 174' 9.3 118.4 128.0 92.0 FEB 9 91 14 154' 11. 1 127.5 129.0 99.1 92 13 156' 9.3 113.7 129.0 88.3 93 92 13 156' 11.1 120.0 129.0 93.0 ~EB 20 94 25 -172 1 10.5 117.0 129.0 91. 0 95 14 158' 11.1 122.5 129.0 95.3 EB 21 96 13 160' 9.3 119.5 129·.0 93.0 -97 24 1741 9.9 124.7 129.0 96.3 98 15 .. 160' 10.5 118.0 129.0 91.7 EB 22 99 25 174' 11. 1 104.0 114.5 90.3 ·100 23 174' 9.9 115.2 128.0 90.5 101 14 162' 9.3 ·114.8 128.0 90.0 WOODWARD· GIZIENSKI & A·SSOCIATES CONSULTING SOIL AND fOUNDATION ENGINEERS AND GEOLOGISIS eOMPACTION TEST RESULT_ JOB NAME BUENA WOODS 'CATE REPORTED 4/25/73 JOB NUMBER 72-105-21 CATES COVERED September 19, 1972. through March 28, '1973 PAGE 4 OF 4 MO'STURE P"ELO I.AISORATORY RII:LATIVIt DATE naT RETEST LOCATION ELEVATION CONTENT DENSITY DIING'TY COMPACTION NUMBEII OF OF TEST 'lIo DIlYWT. pel' PCI' .~. OF LAB. DENS. FEB 23 . 102 LOT 1.0 164 1 9.3 116.7 128.0 91.5 103 . 1 1921 8.7 116.8 128.0 91.4 FEB 26 104 11 162' 9,9 117.2 127.0 92.7 105 9 164 1 9.3 119.9 127.0 94.5 FEB 27 106 28 184' . 9.3 121. 5 128.0 95.3 107 28 186 1 10.5. 119.8 12B.0 93.7 MAR 1 108 21 175 1 9.3 '120.9 12B.O 94.7- 109 15 164' 9.9 118.3 128.0 92.9 110 13 164 1 8.7 121.0 12B.0 94.9 MAR 2 111 28 FG 18B.0' 9.9 119.7 12B.5 93.4 112 29 FG 191. 0 L 9 .. 3 119.1 12B.5 93.2 113 25 FG 175.0 1 9.3 120.2 12B.5 94.0 MAR 5 114 24 FG 174 .. 0 I 8.7 116.3 128.5 90.7 115 23 FG 174.0 1 9.3 117.2 128.5 91.3 MAR 6 116 22 FG 175;0 1. 9.9 120.5 128.5 94. 1 117 21 FG 176.0 1 9.3 118.2 128".5 92.4 118 20 FG 17B.O' 10.5 121.2 128.5 94.7 MAR 7 119 11 162 1 '10.5 116.B 128.5 91.0 120 9 162' 9.3 121.2 12B~5 94.4· MAR 15 121 15 FG. 165.7' 9.9 115.6 128.0 90.7 122 14 FG 165.0 1 . 10.5 119.9 12B.0 93.B MAR 16 123 5 FG 1BO.7' 9.9 116. 1 128.0 90.8 124 6 FG 180.0' 8.1 116.8 128.0 91.2 125 7 . FG 174.0' 9.9 11B.8 128.0 92.7 MAR 19 126 3 FG 16B.O' 8. 1 116.7 128.0 91. 0 127 4 FG 173.0" 8.1 115.4 12B.0 90.4 128 8 FG 172.0' 8.1 115.3 128.0 90.3 MAR 23 129 1 FG -163.0' 10.5 117" 1 128.0 91.7 130 2 FG 164.0 1 9.3 116.2 . 128.0. 90.7 MAR 27 131 9 FG 166.0' 10.5 116.8 128.0 91. 7 l3? 10 FG 164.0 1 • 11. 1 119.0 128.0 93.3 MAR 28 133 11 FG 163.0' 8.1 115.5 128.0 90.7 134 12 FG 164.0' 9.3 116.2 128.0 ·91 : 1 135. 13 FG 164.0 1 9.3 115.3 128.0 90.1 WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOil ANO fOUNDATION .ENGINEERS AND GEO.LOGIS1S eOMPACTION TEST RESULTe JOB NAME BUENA WOODS (DRAINAGE & PEDESTRIAN \~ALKvJAY EASEMENT) DATE REPORTED 4/25/73 JOB NUMBER 72-105-21 DATES COVERED October 16 through .Hovember 28, 1972 PAGE 1 OF 1 MOISTURE .. I£L.D LAlSORATORY REl..ATIVE DATE TEST RETEST LOCATION EL.EVATION CONTENT DENSITY DENSITY COMPACTION NUMBER OF OF TEST "4 tillY WT. PCP' PCP' ~. OF LAB. DENB. OCT 16 1 DRAINAGE AND PEDESTRIAN WALKWAY, EASEMENT WEST OF LOT 12 130.0 J 11.7 117.9 129.0 91.3' NOV 22 2 "2 142.0 1 ,11. 1 118.0 ,129.0 91.4 3 11 140.01 9.3 ' 116.9 129.0 90.6 4 10 138.01 10.5 117.1 129.0 90.T NOV 27 5 10 142.0l 11.1 110.9 122.5 90.5 6 11 144.0' 10.5 ' 118.0 129.0 91.4 NOV 28 7 9 140.0 1 7.5 110.5 122.5 90.2 8 1 142.01 11.7 118.6 129.0 91.9 9' 9 144.0' 11. 1 117.0 129.0 90.6 WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS eoMPACTION TEST RESULTa . JOB NAME BUENA WOODS (SEWER BACKFILL) DATE REPORTED 4/25/73 JOB NUMBER 72-105-21 DATES COVERED Apri 1 13 through April 17, 1973 PAGE SW-1oF SW-1 MOUITURII: FIELD LABORATORY RI!:LATIVE DATE naY RETEST LOCATION ELEVATION COHTI:NT DENGITY DII:NIIITY COMPACTION NUMBER 0 .. OF TEST .. DIIIYWT. PC!" PC!" . % OF LAB. DENa • APR 13 SW-l SEWER EASE~1ENT LOT 2 -18.0' 9.3 111 .5 128.0 87."3 SW-2 II II 7 -18.0 1 10.5 106.8 128.0 83.6 SW-3 II II 7 -18.0 1 9.9 107.5 128.0 84.0 APH 14 SW-4 EASEt~ENT BETVJEEN t.OTS 2+7 -1.0 1 8.3 116.3 122.5 94.9 SW-5 II 24+25 _5.0· 15.9 124.5 129.0 96.5 SW-6 II 2+7 -9.0' 12.4 1?5.7 129.0 97.4 SW-7 II 24+25 -1.0 1 10.7 112.0 122.5 91.4 APR 16 SW-8 II 2+7 -5.0 1 11.7 112.3 128.0 88.2 SVJ-9 II 2+7 -1.0 1 9.3 116.3 128.0 91.3 APR 17 SW-10 II 2+7 -7.0 1 10.5 116.9 128.0 91. 1 SW-11 II 2+U, -5.0 r 12.3 114.1 128.0 89.4 SW-12 II 2+7 -3.01 10.5 117.3 128.0 91.7 WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOIL AND fOUNOATION ENGINEERS AND GEO~OGIS1S JOB NAME JOB NUMBER . BUENA .WOODS 72-105-21 4l:>MPACTION TEST R,ESULT_ (STORM DRAIN) . DATE REPORTED 4/25/73 DATES COVERED December 21,1972 PAGE SD-1 OF SD-1 DATE DEC 21 nST NUMBER SD-1 SD-2 SD-3 RETEST Of' LOCATION DRAINAGE AND PEDESTRIAN WALKWAY SEE EASEMENT W. OF LOT 11 II II ELM' AVENUE II II W. OF LOT. 9 ELEVATION OF'TEST 144.0 1 146.0 1 148.0 1 NOlaTURlt CONTltNT 'lit DRYWT. 11. 1 11.7 10.5 FIELD DENSITY PCP' 116. 1 117.0 '117.9 LABORATORY RELATIVE DIINanov COMPACTION PCI' 'I. OF LAB. DENa. 129.0 90. o· ;29.0 90.6 129.0 91.3 WOODWARD· GIZIENSKI & ASSOCIATES. CONSULTING SOIL ANO fOUNDATION ENGINEERS AND GEOLOGISTS " ~OMPACTION TEST RESUL" , , JOB NAME: .JOB NUMBER BUENA WOODS 72-105-21 (STREETS) DATES COVERED October 16, 1972 through March 15, 1973 DATE OCT 16 ntST NUMBER S-l S-2 S-3 S-4 S-5 S-6 S-7 RETEST Of" LOCATION SEE FIGURE 1 ELEVATION OF TEST 128.QI 132.0' 136.0 1 140.0' 144.0 1 146.0 1 150.0' DATE REPORTED 4/25/73 PAGE S-l OF S-2 MOISTURE .. IELD LA80RATO~y "~LATIVt: CONTENT DENSITY DENIlITY COMPACTIOrl 'lIo DftyWT. pe, pe, % OF LAB. DENIl. 11.7 118.4 129.0 91.9 11. 1 117.8 129.0 91.1 12.3 117.0 129.0 90.8 .11.7 117.2 128.5 91.3 1l. 1 111.0 122.5 90.5 12.3 119.0 129.0 92 • .4 11.7 116.6-129.0 90.2 WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS 'i' 4IOMPACTION TEST RESULT. JOB NAME BUENA WOODS (STREETS) , OATE REPORTED 4/25/73 JOB NUMBER' 72-105-21 OATES COVERED October 16, 1972 through r~arch 15, 1973 'PAGES-2 OF S-2 MOISTURE P'IELD LABORATORY RltLATIVE DATE TltIlT RETI!:ST LOCATION ELEVATION C:OHTItNT DENSITY DENSITY COMPACTION NUMBER OF OF TEST ,. DItY WT. PCP' PCI' 'Y. 01' LAB. DENS. JAN 29 S-8 ELM ST. OPP LOT 12 148 '. 0 I 10.5 121.0 128.5 94.6 JAN 30 S-9 II II 152~01 11. 1 122.8 128.5 95.8 II 156~01 11. 1 124 .. 0 129.0 ' 96.5 JAN 31 S-10 II FEB 1 S..:l1 CANYON ST. Opp LOT 12 154 '.0· 10.5 120.3 129.0' 93.6 FEB, 2 S-12 ELM ST. OPP LOT 12 158~01 9.9 119.2 128.0' 93.4 FEB, 7 S-13 II II 160:0 1 9.3 119'.9 128.0 93.8 FEB 20 S-14 II 13 '162;0· 10.5 120.5 12~.0 93.7 FEB 26 S-15 II II 164: 0·. 9.9 120.7 127.0 95.0 f~AR 5 S-16 II II 162.0 1 11. 1 115.9 127.0 91.6 MAR 7 S-17 II 12 161. O· 9.9 119.7 128.5 93.2 MAR 15 5-18 CANYON ST. OPP LOT 1 156.0· 10.5 114.9 127.0 90.7 WOODWARD· ,GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS ANO GEOLOGISTS . ' 111-0 130 120 110 100 90 DIRECT SHEAR TEST DATA 1 2 Dry Density. pcf 115.7 115 R Initial Water Content,-% 7 !) 10 1 Final Water Content. % 11.3 14.4 Apparent Cohesion. psf 10 ' 60 Apparent Friction Angle. 0 28 27 \ r\ ~ZERO AIR VOIDS CURVES , "-~ \ \ \ V2.70 S.G. \ ( N ~2.60 S.G. il ).;,"\ '." 2.50 S. G. ~\J ? -~/ .\ I~' l\ 1-'r-I \ \\\ I :'-r..., \ '\ f'1 If - \ ' \\ ... \ 1\ [\ u [\ \ \ 0- I-\ 1\ [\ ::c: \ \ C> W 3= \ 1\ 1\ I--1\ \ :z: => >-\ \ f\ 0:: Q !\ i\ \ \ 1\ \ \ \ \ \ \ r\. 1 11 fi 1 '9 7 13~9 240 10 100 80 ~ 60 « ll- l- ffill-O <.> 0:. LJ.J Il.. 20 o I I MECHANICAL ANALYSIS 3 t II-10 11-0 200 ~ ~: " 'f\. ~\~ I-_ r\'\, -c. 3 -~.\ "-'-. ~ ..... , . , "";: 1:--• '-I I I I -1 I I 1000 100 10 I 0 0 I 0 01 0 001 . GRAIN SIZE IN MILLIMETERS 'ICOBBLESI GRAVEL I SA~[ clf clm f ISILT & CLAY I PLASTICITY CHARACTERISTICS 1 2 3 Liquid Limit, "/0 NP 21 28 Plasticity Index. % NP 7 12 Classification by Unified Soil Classification System SM SC SC ' . SWELL TEST DATA ,1 2 3 Initial Dry Density, pcf -116.4 - Initial Water Content. % 10.3 -- Load. psf 160 -- Percent Swe II -0.8 - , . SAMPLE LOCATION \ i\\. 1 Lot #28 MAXIMUM DRY 1 ? ~ ~ 2 Lot #25 . DENSITY, pcf 129. ~ 129. 128. ~~ Lot # 14 OPTIMUM MOISTURE CONTENT, % 8.C ---10. MOISTURE CONTENT % 10 20 LABORATORY C().f? ACT ION LABORATORY COMPACTION TEST METHOD: ASTr~-D 1557 -70T -A I\. 1\ 10. ( r\. r\. r\. 30- 3 I\. ~~ ~~I FILL SUITABILITY TESTS BUENA HOODS WOODWARD -GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGi'STS SAN DIEGO CALIFORNIA , r; 1 .' 140 130 120 110 100 90 DIRECT SHEAR TEST DATA 4 !) Dry Density, pef 115 5 11() () Initial Water Content •. % ' 9 1 9.8 Final Water Content. % 15 ~ 16.2 Apparent Cohesion. psf 160 190 ' Apparent Friction Angle. c lR 32 100 80 ~ 60 <I: 0..' to- ffillO Co> Q< LJJ 0.. 20 o I MECHANICAL ~~ALY~IS 3 4 ~ 10 110 200 ""\ \ , i\ :\ \-E-'-4 \ '\ I'-.. \ ~ r::: -~ r--..... v --I I I I I I I I -..;;:: 1000 100 10 I 0 0 I 0 01 0 001 \ 1\ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS \ \-ICOBBLESIGRAVEL I SAHO ISILT & CLAY I ~ \ clfclmlf 1\ \ \ \ ~2.70 S.G. PLASTICflY CHARACTERISTICS \[Y-'2.60 S. G. 4 5 1\" 2.50 S. G. Liquid Limit. % 27 NP V 'tl -...j \\ \ Plasticity Index. % 13 NP' II ~\ \ Classification by Unified Soil ,)" ~ 1\ r\ ,Classification System SC -' / r~ E ~\' \ .... '\ 1\ ~ u 1\ ' \ a. to-\ \f\ SWELL TEST DATA !) :r: 4. <!) , \ w 3t '\ \ 1\ Initial Dry Density, pcf 117.2 -to--1\ \ Initial Water Content. % ' 9.2 :z; :::> ->-\ '~ ~ Load. psf 160 e::: Q 1\1\ - Percer} t Swe 11 2.8 -\ \ \ '\ !\ ~ \ '\ SAMPLE LOCATION \\ i\ , \\ 4 Lot # 27 MAXIMUM DRY 4 5 r\ 5 Lot #12 DENSITY. pcf 128 ( 1?? c r\~ OPTIMUM MOISTURE r\.[\.~ CONTENT. % 9 ( 10. c !\. ~t\. I r\. ,,'\.. MOISTURE CONTENT % ~ 1-....1 10 20 30 _ , LABORATORY COMPACTION LABORATORY COMPACTION TEST METHOD: ASTM-D 1557 -70T -A FILL SUITABILllY TESTS BUENA WOODS WOODWARD -GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA , • --MECHAN I CAL ANAL YS I S . 3 4 q 10 .1.10 200 100 DIRECT SHEAR TEST DATA 1 2 3 ~ 1 80 ~ ~: Dry Densjty, pef 99.9 94.6 102. 1 c;> \' :z: Initial Water Content. 10 11.8 13.5 12.9 (I") ":)-~\ if-,., ~ 60 OJ \\ , .... 0-Final Water Content. % 20.5 26.3 19.5 I-~"' ... ffi 40 Apparent Cohesion. psf 300 380 '" 180 <.> -, """" r-..... ..... a::. ..... w -... Apparent Friction Angle. c 16 9 24 0... 20 . I I I I I I I I'i-. r--- --0 IIj.() 1000 100 10 1.0 0.1 0,01 0.001 \ f\ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS \ \-ICOBBLESIGRAVEL I SAN[ ISILT &, CLAY I ~ \ clf elm f \ \ 130 \ V2.70 S.G. PLASTICITY -CHARACTERISTICS \[)r-'2.60 S. G. -1 -2 3- !\ .-/2.50 S.G. Liquid Limit, "/0 38 28 -I\.---- \ 1\ Plasticity Index. % 24 10-j-4P \ \ Classification by Unified Soil 120 \ \ r-.. . Classification System CL CL S~1 \ \ 1, / \.\ \ l\ - '+-U f"y .l' ~ \ -~ 0- I-~\ /. : ........ / '.\ 1\ f\ SWELL TEST DATA -1 2 3 ;r: c;> .J; !1' /. \ 1\'1. \ \ 110 u::i 3:: I,..... ~ " ,\ f\ Initial Dry Density, pcf 104.8 104.7 -I--i/' " 2 \& \ Initial Water Content, % 12.3 13.0 % -::> >-1\' ,\ r\ Load. psf 160 160 tr: -Q \~ 1\ Percent Swell 7.6 14.2 '\ r\ - 100 \ 1\ -f\ \ SAMPLE LOCATION '\ \ '\ \\. 1 Fi"11 No Lot Numbers. 90 MAXIMUM DRY 1 2 3 r\ 2 Dra\tl DENSITY. pcf 117.5 115.5 114.5 ~~ 3 E. of N.W. Fi 11 OPTIMUM MOISTURE 12.0 13.5 12.5 ~ I\:: COHTENT. % r\.i\.ro... \. I\.~ MOISTURE CONTENT % I\. ~1 80 0 10 20 30 l!O -LABORATORY C<WACTION TEST FILL SUITABILITY TESTS LABORATORY COMPACTION HOSP GROVE APARTMENTS TEST ~IETHOD:l\SU1-D J 55Z .. Z0:r: WOODWARD -GIZIENSKI & ASSOC I ATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS SAN DIEGO, CALIFORNIA DR. BY: LS i SCALE: rPROJ. No:72· 105 ·2C CK'D BY: J.7-7 . DATE: 2/28/73 PAGE 1 of 7 " . , 140 130 120 110 100 DIRECT SHEAR TEST DATA 13 14 Dry Densi ty, pcf 119.4 94.2 Initial Water Content •. % 7 6 18.7 Final Water Content. % D~ 29.0 15 114.0 8. 1 15.5 100 80 ~ 60 <t c... ..... ffillC MECHANICAL ANALYSIS 3 4 q 10 40 zoO 1'\ \--......... '\ \ t-, \. " \. \ lr 1-\ 1\ ~ 1--1\ Apparent Cohesion. psf 560 340 " 200 <..> 0:0 ~-~ I::> \ Apparent Friction Angle. 0 ?7 16 \ r\ ~ZERO AIR VOIDS CURVES \- ~ \ \ 1\ ' 1 II \ ~2.70 S.G. ~\ \[\/2.60 S. G. , / fY t\\\ __ .J .... / 2. 50 S. G. .I '\ 1\ f\ if ! f\ \ /..E i-\ \ ~ -I:> 1\' \ \ 1\ \ ..... r-. \ \ (.) 0- ..... \ 1\ i\ == \ \ <!:I W ::= 'X ~ r\ ~ f\ ~\ :z: , :::> >-~4 -4-" '\ f\ cc Q 1\ ~\ \ \ 1\ ,\ i\ 1\ i\ \ '\ \.- r\ 20 w c...2O " """'-. \" ~ t-~" o I I I I I I I I 1000 100 10 I 0 0 I 0 01 0 001 . GRAIN SIZE IN MILLIMETERS ICOBBLESIGRAVEL I SAND clfclmJf ISILT & CLA~] PLAST' Col TY CHARACTER I ST I CS 13" 14 1 S- Liquid Limit, % 31 55 29 Plasticity Index. r. -4 32 -14 Classification by Uni~ied Soil Classification System S~1 CH CL SWELL TEST DATA 13 14 15 Initial Dry Density, pcf -98.9 14.4 Initial Water Content. % -18.6 8.2 Load. psf -160 60 Percen t Swe II -8n S.L! SAMPLE LOCATION i\~ 13 Central 90 -MAXIMUM DRY 13 14 15 i\ 14 Mainstreet off El Camin;o Real DENSITY. pet ID?n 110.0 OPT U'\uM I~O I STURE 18.5 CONTENT. % 7.0 MOISTURE CONTENT % 10 20 LABORATORY COMPACTION LABORATORY ~~fU~~ 1557-70T TEST METHOD: ______ _ 127 0 t-,~ 15 Cut Above Canyon S.W. 8.5 ~-~ r\.~1\. \..' f\.~ t\. ~ ") 30 40 FILL SuiTABILITY TESTS HOSP GROVE APARh1ENTS of Unit WOODWARD - G I Z 1 8~SI( I & ASSOC I ATES CONSULTING SOl L Atm FOUNDATION ENGINEERS AND GEOLOGISTS SAN DI CALIFORNIA ~ • ~ MECHANICAL ~NALYSIS 100 ' ,3 4 q, 'I 0 lID 200 DIRECT SHEAR TEST DATA 19 1\' .\ 80 Dry Density. pcf 115.9 ,<:I \ :z: Initial Water Content •. r. 8.2 Co? ~ 60 \ 0-Fi~al Water Content. % , 4. 9 I-\ ffi40 Apparent Cohesion. psf 380 ,-(..') \ 0<-W '---0 0-"-Apparent Friction Angle. 22 20 ....... , i 0 I I I I I I I I 140 1000 100 10 1.0 0.1 0.01 0.001 f\ ~ZERO AIR VOIDS CURVES GRAIN SIZE IN MILLIMETERS \ ~ ICOBBLESI GRAVEL I-SAH[ ISILT &: CLAY I ~ \ f c I f c I m \ \ 130 \ \ V2.70 S.G.' PLASTICITY CHARACTERISTICS ~\ L\./2.60 S.G. 19 I \ 1\.--1,./2.50 S. G. Liqui-d Limit. % 32 / "1\\ 1\ Plasticity Index. % 9 II 1\' \ Classification by Unified Soil 120 \ \ 1\ Classification System HL 1\ " \ .... \ 1\ f\ u 1\ " \ 0- I-\ 1\ !\ SWELL TEST DATA . :t: , \ 19 <:I 110 LW 1\ 3:: '\ \ 1\ 'Initial Dry Density, pef -115.4 f- % 1\ .\ Initial Water Content. % '8 6 ~ => >-\ \ 1\ , 0:: Load. psf 160 Q 1\ 1\ \ Percent Swell ~3. 2 \ \ 1\ . 100 \ 1\ 1\ r--.. SAMPLE LOCATION \"\ ~ PAD FINISH'ELV. 1\-r\.h 19 1060 MAXIMUM DRY 19 \ . SO DENSITY, pcf 128 I=; ~~ OPTIMUM MOISTURE 8.5 ~~ CONTENT. 1-" r\. 1'0.. r\. ~ 80 0 MOISTURE CONTENT, % ~~1 10 20 30 _ 40 LABORATORY c(y"PACTION TEliT . FILL SUITABILITY TESTS LABORATORY COMPACTION TEST t-IETHOD: ASTM D1557-70T HaSP GROVE APARTMENTS WOODWARD -GIZIENSKI & ASSOC I ATES CONSULTING SO I L AIm FOUNDATION ENGI NEERS AND GEOLOGISTS SAN DIEGO. CALIFORNIA' DR. BY: ALS ~C_A.Li~ .-IPROJ. "0:72 [05 ·20 CK'D BY: d,P I DATE. 2/28/71 . PAGE 7 of 7 • WOODWARD· GIZIENSKI & ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND GEOLOGISTS An affiliate of Woodward -Clyde Consultants 3467 Kurtz Street San Diego California 92110 (714) 224·2911 September 7, 1973 Project No. 72-105-21 Kamar Construction Company 325 Elm Avenue Post Office Box 1155 Carlsbad, California 92008 Attention: Mr. Jerry Rombotis .PAVEfvtENT DESIGN BUENA vlOODS UN IT ;L 1 CARLSBAD, CALIFORNIA CT1!l-OI In.accordance with your request, we have performed the necessary soil tests and have made a pavement design for the inter.ior streets and two parallel exterior streets in the subject subdivision. These streets are, Blenkarne, Cannon, and Elm and Monroe, respectively. Samples of the .subgrade materials were obtained by a field technician and R-Value tests were performed on the samples in accordance ~ith the Stat~ of California Standards. The materials tested generally ranged from silty to clayey fine sands. The test results indicate R-Values ranging from 11 to 24. Traffic indices were supplied us by you in your letter of . July 17, 1973. ' Based on the resul ts of 1 aboratory tests and our cal cul ati ons, it i·s recommend- ed that the following pavement sectio~s be. used on the subject streets .. ~ #'1 Bj~nk~~ne'St~e~t'''~''Tt~ffi'c "Inci~x"4~5 . . ~ iJ, Ig (/J 2 inches asphalt concrete over 9 inches Class 3 base material.' . - A ~' Cannon Street -Traffic Index 4,0 '. ~_ ~,,~, 2 inches asphalt concrete over 7-1/2 inches Class 3 base ~ fill' 0 'J.. materi a 1. Elm and Monroe Avenues Traffic Index 7.0 3-1/2 inches asphalt concrete over 14 inches Class 3 base materi a 1. It is recommended that the asphalt concrete and base material conform to the following specifications: .' Kamar Construction Company Project No. 72-10.1 September 7~ 197 e. P,age 2 (a) Asphalt concrete surfacing shall consist of hot mixed asphalt. concrete prepared from liquid paving grade asphalt (State of California Standard Specification 39-2.01, 1971) and Type B aggregate (State of California Standard Specification 39-2.04, 1971). (b) Aggregate base shall consist of Class 3 aggregate base (San Diego County Special Provisions and Specifications). Before placement of materials for pavement section, the top 12 inches of subgrade soils should be scarified, watered or dried, as necessary and recompacted to at least 95% of the maximum dry density as determined by the T~st Hethod ASTM 0-1557-70. If you have any questions concerning the above recommendations, please call or write at your convenience. ~100m~ARD-GIZIENSKI & ASSOCIATES LJL/RPW/mf (4) WOODWARD· GIZIENSKI &, ASSOCIATES CONSULTING SOIL ANO FOUNDATION ENGINEERS AND GEOLOGISTS FORM HI J1' " .. .' 3467 .. '>' --- • ·e TESTING ENG'IN'EERS, I'NCORP-ORATED KURTZ ST .. P.O. BOX 80985. SAN DIEGO. CA 92138 (714) 222-1 185 --- , OAKLAND 'SANTA CLARA LOS ANGELES SAN DI~GO :-:"~--=.=.-'----'-.-..... ---._.-_.-- LABORATORY NUMBER SD28-4388 DATE August 16, 1973 - JOB DATA: File No. 507 SAMPLE DATA: SiN 4 Elm Street opp. L-12, . submitted to the 1aborator~ on August 13, Buena Woods Unit in Job' 4ft72-105-21 : 1973. Carlsbad Woodward-Gizienski & Associates 3467 Kurtz Street ' , . San, Diego, California ',,-- I --R" VAL.UE DATA GRADING ANALYSIS A B c-D E .. SIEVE PERCENT PASSING COMPACTOR P.S.L PRESS -140 350 '220 SIZE As RCVD. As USED MOIST @ COMPACTION . % 12.7 11.0 11.8 4" DENSITY -;;:/Cu. FT. 123.5 126.5 125.5 3". R.VALUE. STABIL9METER 17 56 27 -, . 2" EXUD. PRESSURE. P.S.I. 310 .. 260 340 1~' STAB. THICK. FEET ---------3l;" ,;; EXPAN. PRESS. THICK. FEET . . ---------Ih" T. I. (ASSUMED) = " %;' . \U By STAB. @ 300 P.S.I. EXUD. == 24 .. Z::l :4 \9..1 -<{ " m> Q' By EXPANSION PRESSURE = --" ,;:8 0:: '. AT EQUIl.IBRIUM = --.;:16 .. SAND ==30 EQUIVALENT = .' -'1 LIQUID LIM'IT := : DURABILITY (COARSE) = ==50 ,. . DURABILiTY (FINE) == PLAsTIC LIMIT = .. =100 P. 1. = ::200 qEMARKS: .. 1 CC. Woodward-Gizienski & Associates TESTING E~GlNEE"S. ;N~. d . J C~ / kC3Li·, " . By ~~ Go '. -THC:tb . , = "I:? . . T. H. Chapman, .E. i 1--882 . . - J " '< ., • fORM III JP TESTING ENGINEERS, INCORPORATED OAKLAND SANTA CLARA LOS ANGELES SAN DIEGO ". 3467 KURTZ ST •• P.O. BOX 80985, SAN DIEGO. CA 92138 (714) 222-1185 LABORATORY NUMBER SD28-4184 DATE July 28, 1973 JOB DATA: File No. 507 Job No. 72-105-21 SAMP1.E DATA: SiN 3, Elm Street, opposite Buena Woods 41=2 Lot 41=12. Submitted to the laboratory on July 24, 1973. Woodward-Gziens~i & Associates 3467 Kurtz Street . San Diego, California 92110 " R • VA1.UE DATA GRADING ANALYSIS A B C D E '" - ·IEVE PERCENT PASSING COMPACTOR PRESS • P.S.1. 65 195 145, "'IZE' As Rcvo. As USED MOIST @ COMPACTION. % 14.4 11.7 12.6 4" DENSITY. :;;/Cu. FT. 115.8 123.0 ,120.3 3~" . R·VALUE. STABILOMETER 7 22 16 " 2" ,-.' --.."'f"'oJ""': '~:''''~ EXUD. PRESSURE. P.S.1. 160 'sao 410 1" , 100 STAB. THICK. FEET . ' %" 100 --. ------ EXPAN. PRESS. THICK.FEET : *" ---0.80 0';27 T. I. (ASSUMED) = " ---%n -.--- W By STAB. @ 300 P:S.I. EXUD. = 11 Z~ =4, t!).J -0{ -gj> By EXPANSION' PRESSURE = o· ---" =8 0:: , AT EQUIL.IBRIUM = 11 =16 .. SAND EQUIVAL.ENT = =30 I DURABILITY (COARSE) LIQUID LIMIT = = =50 . DURABILITY (FINE) = PL.ASTIC LIMIT = =100 P. I. = =200 -- ,;EMARKS:' ." ., ' .. , . , (1) Woodward-Gizienski & Associates . -", TESTING ENGINE/~RS. I By Gil{ . CP-!l»j"' . C. _ . . ~ T~ H. Chapman, R.E. #12882 THC:am - i I i I , , • ~ TESTING ENGINEtR:-NCORPORATED " 3467 KURTZ ~T •• P.O. BOX 80985. SAN DIEGO. c: g~t38 (714) 222-1185 ~ I"ORM I:I.J-' • OAKLAND SANTA CLARA LOS ANGELES, SAN DIEGO LABORATORY NUMBER SD28-4182 DATE July 28, 19n----- JOB DATA: File No. 507 Job No. 72-105-21 SAMPL.E DATA: SiN 1, B1enkarne Drive, Buena Woods 1t2 opposite Lot 1t25. Submitted, to the " laboratory on July 24, 1973. rloodward-Gizienski & Associates '3467 Kurtz Street San Diego, California 92110 .. R • VAL.UE DATA GRADING ANALYSIS A B C P E -IEVE PERCENT PASSING COMPACTOR PRESS. P.S.I. 120 350 200 51ZE As RCVD. As USED MOIST @ COMPACTION • % 4" 12.6 10.8 1l.7 DENSITY. #/Cu. FT. 123.6 ' 128.0 124.6 3'~ R.VAL.UE. STABIL.OMETER 13 45 20 'Z. . EXUD. PRESSURE. P.S.!. 270 420 350 11> . ., -. STAB. THICK. FEET ---' , 100. 100 ------.. .3( I~ ,'I EXPAN. PRESS. THICK. FEET ---------::2" T. J. (ASSUMED) = ---%U .. . III By STAB. @ 300 P.S.!. EXUD. = z::> 14 C).J -.:4 --0: ~> By EXPANSION PRESSURE = 0' ---==S 0:: , AT EQUIL.IBRIUM = =fS 14 SAND EQUIVAL.ENT = ;:30 DURABIL.ITY (COARSE) = I LIQUID LIMiT -, =59 , ;:100 DURABIL.ITY (FINE) = PL.ASTIC LIMIT = , ' P. I. = -:200 --.. - ::MARKS: (1) Woodward-Gizienski & Associates TESTING EN~INEE".RS. 1Ned By G ael!1f-~ __ ', __ ~,_, .. . . T. H. Chapman, ~E. ifl2882 . THC:am • • TESTING ENGINEERS, INCORPORATE·D , ", 3467. KURTZ ST., P.O. BOX 80985. SAN DIEGO. CA 9'2138 (714) 222-1 185 . . ~1 • FO'RM III ..Ip~l ".-. ': r_l. i OAKLAND SANTA CLARA ,LOS ANGELES SAN DIEGO LAGORATORY NUMBER SD28-4183 DATE July 28, 1973 .. JOB DATA: SAMPLE DATA: SiN 2, Monroe Street, '?PPosite File No,. 507 .Job No. 72-105-21 Buena Woods 112 Lot g .• Submitted to the laboratory on July. 24, 1973. , Woodward-Gizienski & Associates . 3467 Kurtz Street . San Diego, California 92110 . R -VALUE DATA GRADING ANALYSIS A S C D E , -<!EVE PERCENT PASSING COMPACTOR PRESS. P.S.I. 130 45 350 SIZE As RevD. As USED -COMPACTION MOIST @ .% " 12.7 14.4 10.9 4" DENSITY • ~/Cu. FT. 121.0 3 U 1l8.1 126.0 " R.VALUE. STABILOMETER . 17 .6 ,51 2'" . . . EXUD. PRESSURE. P.S.I. 290 150 420 ' . f'" . 100 STAG. THICK. FEET 100 ---------%" EXPAN. PRESS. THICK. FEET 0.01 ------*- T. I. (ASSUMED) = ---: %" IU SY STAB. @ 300 P.S.l. EXUD. :::' Z::l '18 :4 ~..J iii < ILl> ' , O· SY EXPANSION PRESSURE = " : 0:: ---. e: . I AT EQUILIBRIUM = 18 ·16 r SAND EQUIVALENT = "30· . I ! DURABILITY (COARSE) = LIQUID LIMIT = 50 . DURABILITY ( F:INE) = PLASTIC LIMIT = -tOO ., P. I. , 200 --- IOtARKS: " (1) Woodward-Gizienski & Associates " -'. : TESTING EN~INEERS, r#.' . SY_· if{dft~~-· '. . ,T. H. ,Chapma, R.E. J12882 ' 'HC:am .