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Home My WebLink About; Laguna Riviera Unit 6 and 7; Soils Report; 1974-11-08- - - - - - - - .- _- - - _- - - .- - <P ‘J ati- . n e.,; :y; c, E I[ V E Ip WOODWARD - GIZIENSKI & ASSOCIATES CONSULTlNG SOIL AND FO”NDlT,ON ENOINEERS AND OEOLOGISTS APR 3 ii i975 An nffiiiotc of Woodrcnrd - Clyde Consultants ii’i~ ui CARLSBAD 3467 mti street San Diego ,! @neering Department California 92110 'November 8, 1974 (714) 224.2911 Project No. 72-102-4 Kamar Construction Company P.O. Box 1155 Carlsbad, California 92008 Attention: Mr. Jerry L. Rombotis In accordance with your request, we have reviewed the Grading Plans for Laguna Riviera Unit Nos. 6 and 7, dated November 7, 1974 and prepared by Raymond R. Ribal, Civil Engineer. In addition, we are updating the report entitled "Foundation Soils Investigation for the Proposed Ranch0 Aqua Hediondia Subdivision, Carlsbad, California", dated July 1965 and-prepared by Dresselhaus Engineers, and their addendum dated January 6, 1966. 29, Portions of these units have been graded in conjunction with Laguna Riviera Unit Nos. 5 and 8. The grading was done under our observation, with that portion as part of Unit 5 being reported on April 5, 1972 in our report entitled "Laguna Riviera Unit 5, Offsite Fill Areas A and B". A copy of this report is attached. The grading done with Laguna Riviera Unit No. 8 has not been reported previously. Results of compaction tests taken during this phase of grading are attached. Results of our observations of the fill construction and a review of the above named reports indicate that: (1) The ground which will or has received fill and/or residential structures will have adequate bearing value to safely support the proposed loads. Footings for one or two-story residential structures placed on nonexpansive native soils or properly compacted nonexpansive fill soils may be designed for a soil bearing pressure of 1500 psf at a depth of 8 inches or 2000 psf at a depth of 12 inches below either undisturbed or compacted lot grade. - Kamar Construction Company . , Project No.'72-102-4 November 8, 1974 Page 2 ,- - (2) ,Many of the soils expected to be used in fill or to be encountered in cut areas may have moderate potential expansibility characteristics. Should these soils be used or be left within 2 feet of finish lot grade, it is recommended that foundations on such material be reinforced too and bottom with No. 4 reinforcins bars. The foundation ,- - should be founded a minimum depth of 16 inches compacted lot grade and may be designed for an pressure of 2000 psf. In addition, structures on-grade should also be reinforced 6X6 - lO/lO be underlain by 4 inches of sand, crushed rock that the wire mesh be delivered to the site in for proper placement. below undisturbed or allowable soil bearing having concrete slabs- welded wire mesh and or gravel. It is recommended flat sheets to allow (3) The current plans indicate that proposed and existing cut and fill slopes will have maximum inclinations of l-1/2 to 1 (horizontal to vertical) and maximum unsupported heights of 45 feet and 30 feet, respectively. Based on our knowledge of the area and calculations of slope stability (attached to this report), it is our opinion that the existing and proposed slopes will have an adequate safety factor against deep-seated slope failure if constructed in accordance with the plans and specifications. It is recommended, however, that cut slopes be inspected as excavated to verify that .the materials are competent; should weaker soils than those anticipated be encountered, buttressing .- may be required. - (4) It is recommended that the upper 2 feet of fill on level lot pads be constructed of nonexpansive or low to moderately expansive soils. Highly potentially expansive soils may be spread through the lower portions of fills. (5) A set of "Specifications for Controlled Fill" is attached. It is recommended that additional grading be done in accordance with these-specifications. - - .- If you have any questions, please call at your convenience. WOODWARD-GIZIENSKI & ASSOCIATES LJL/JGK/jr Attachments (6) WOODWARD. GIZIENSKI & ASSOCIATES WNWLTIY~ SC.011 ,*o IO”*Dl”M r*m*rrr* wm 6roLoms” - -, - - - .- - Project No. 72-102-4 LAGUNA RIVIERA UNIT NOS. 6 AND 7 ClJT,SLOPE STABILITY Attachment I Page 1 of 2 . Assumptions: =45 .- (1). Maximum height of slopes, (2) Maximum slope inclination, (3) Unit weight of soil, l-172 .l 6 = 34 (4) Apparent angle of internal friction, Y : i20. 5) Apparent cohesion, i! =30 = 300 _.,' 6) No seepage forces. References: (1) Janbu, N., "Stability Analysis of Slopes with Dimensionless Parameters", Harvard Soil Mechanics Series No. 46, 1954. (2) ;;;-;,,N. s "Dimensionless Parameters for Homogeneous Earth , JSMFD, No. SM6, November, 1967. Analysis: Safety Factor, F.S. = Ncf -$- Where Ncf is the stability No. for slopes with both c and 4.. ‘Acf ‘= y H tan 4 = (45)(.577), 120 C 300 = 1o 4 From Figure. 10 of Reference 2 Ncf = 30 F.S. = $$+#= 1.67 WOODWARD.GlZlENSKl h ASSOCIATES cMs"LrI*D so011 .I0 rO"*O.*lO* cl(al*c~"* ."D cexoT,s,* c: Project No. 72-102-4 - - - - - - LAGUNA RIVIERA UNIT NOS. 6 AND 7 FILL SLOPE STABILITY Assumptions: Attachment I Page 2,of 2 (1) Maximum height of slopes, H '30 (2) Maximum slope inclination, (3) Unit weight of soil, l-l/2 fli2E = 34 Y (4) Apparent angle of internal friction, 0 =29 (5) Apparent cohesion, C = 210 (6) No seepage forces. References: 0 ) ",;;,";;,,",; II "Stability Analysis of Slopes with Dimensionless , Harvard Soil Mechanics Series No. 46, 1954. (2) ;W,,". 3 "Dimensionless Parameters for Homogeneous Earth , JSMFD, No. SM6, November, 1967. Analysis: Safety Factor, F.S. = Ncf $- Where Ncf is the stability No. for slopes with both c and 0.. %f y H tan 4 = 120 (30)(.555) C 210 = 9.5 From Figure 10 of Reference 2 Ncf = 26 F.S. = $#$$= 1.52 - -- -. WOODWARD-GIZIENSKI & ASSOCIATES CaruLnnE SOIL WI0 ~0"MI,\0* WlaI"~~"~ A"D oatca11,, COMPACTION TEST RESULTS - J&a NAME LAGUNA RIVIERA UNIT #7 DATE REP&ED 11-8-74 -loI) NUMBER 72-102-4 - ~~~~~~~~~~~~ .April 2, 1974 through April 17, 1974 PAGE 1 OF 1 - DA,% nn, “r.rE.I, YOIST”“‘ ,,u.o t.A.OR*roR” llLA.lYI LOCATIO” WVMBER 0, ELCVITION COYImn nI**l,l DIN,,rv COlCACTlOH OFIIST * DIY WT. rc, PC. * 0. IAm_ OCN.. -APRIL 2 : -APRIL 4 3 APRIL 9 2 6 7 -APRIL 10 8 1; - :: APRIL 11 13 1: 16 -APRIL 15 17 18 :i -APRIL 17 24 ;z 27 - LOT 206 135' 12.3 112.7 119.5 94.2 206 137' 13.0 110.9 119.5 ,92.8 LOT 215 LOT 202 203 204 204 LOT 203 202 204 202 202 LOT 197 104' 196 188' 195 90'. 194 96' LOT 229 196 204 203 LOT 206 204 202 LOT 201 200 205 201 82' 14.3 114.5 119.5 91.2 118' 10.5 116.9 126.0 93.0 120' 11.7 116.1 126.0 92.2 122' 12.3 116.3 122.5 95.1 125' 14.3 116.4 119.5 97.4 127' 122' 129' 124' 126' 106' 100' 132' 133' FG 142.5' 137' 130' 122' 122' 141' 124' 1, 112.7 119.5 94.3 113.8 119.5 95.1 111.0 .119.5 92.8 109.6 119.5 91.7 113.0 119.5 94.6 116.1 119.5 97.1 112.9 119.5 94.3 112.1 119.0 93.8 113.1 119.5 94.6 113.2 119.5 94.8 109.1 119.5 91.3 113.8 119.5 95.1 112.8 119.5 94.2 113.1 124.0 ;i;:: 3 91.4 92.4 94.8 115.4 124.0 93.2 114.2 124.0 92.1 115.2 125.5 91.8 116.8 124.0 94.0 - - WOODWARD. GIZIENSKI & ASsOClATES COnlYLIlNC SOIL .llD ~O"NOAIIOI( cNCI*lfm AhO TroLmlsl~ - COMPACTION TEST RESULTS - Jon NAME LAGUNA RIVIERA UNIT #7 DATE RLPORTED 11-8-74 JOB N”M~ER 72-102-4 (STREETS) - ~~~~~~~~~~~~ .April 3, 1974 through April 25, 1974 PAGE s-1 OF S-l "OI*NU ,,rln UrnOIIATOII "ILIT,"* o&IS 7xDT "crL?I1 - l.ocA*,o" LLLYAmON couTI?n OIW.ITv T)m4.,?Y COY.ACTIOY NUMBm OF OFTEST * D"" WT. rGr PC, x 0. LA.. Ds**. - APRIL 3 APRIL 4 APRIL 11 --APRIL 15 -APRIL 16 APRIL 23 - APRIL 25 S-l s-2 s-3 s-4 s-5 S-6 s-7 S-8 s-9 HILLSIDE DRIVE OPP. LOT 196 NEBLINA AVE. OPP. LOT 196 HILLSIDE DRIVE OPP. LOT 230 HILLSIDE DRIVE OPP. LOT 230 84' 86' 102' 104' 12.3 115.2 119.5 13.0 114.1 125.5 14.9 115.0 119.5 16.9 112.9 116,D HILLSIDE DRIVE OPP. LOT 195 1::: 14.3 105.1 116.0 HILLSIDE DRIVE OPP. LOT 215 13.6 109.2 119.5 HILLSIDE DRIVE OPP. LOT 230 106' HILLSIDE DRIVE.OPP. LOT 216 108' NEBLINA AVE. OPP. LOT 196 106' 13.0 111.9 119.5 11.7 110.5 119.5 14.3 111.0 119.5 - - - 96.5 91.0 96.1 97.4 90.8 91.5 93.5 92.5 92.8 - WOODWARD. GIZIENSKI El ASSOCIATES CONIULIlW WILL 1-o ro"*oA1m* c*GI*TcII AND rcoLorlPIs - - - - - - - - - - - -- - . I II III Project No. 72-102-4 Attachment III Page 1 of 4 SPECIFICATIONS FOR CONTROLLED FILL GENERAL These specifications cover preparation of existing surfaces to receive fills; the type of soil suitable for use in fills; the control of compaction and the methods of testing compacted fills. It shall be the.Contractor's responsibility to place, spread, water and compact the fill in strict accordance with these Specifications. A Soil Engineer shall be the Owner's representative to inspect the construction of fills. Excavation and the placing of fill shall be under the direct ir;spection of the Soil Engineer; and he shall aive written notice 6f conformance with the specifications tipon completion of grading. Deviations from these specifications will be permitted only upon written authorization from the Soil Engine&r. A soil investigation has, been made for this project; any recommendations made in the report of the soil investioation or subsequent reports shall become an addendum to these specifications. SCOPE The placement of controlled fill by the Contractor shall include. all clearing and grubbing, removal of existing unsatisfactory material, preparation of the areas to be filled, spreading and compaction of frill in the areas to be filled, and all other work necessary to complete the grading of the filled areas. MATERIALS 1. Materials fgr compacted fill shall consist of any material imported or excavated from the cut areas that, in the opinion of the Soil Engineer, is suitable,for use in constructina fills. The material shall contain no rocks or hard lumps greater than 24 inches in size and shall contain at least 40% of material smaller than l/4 inch in size. (Materials greater than 6 inches in size shall be placed by the Contractor so that they are surrounded by com- pacted fines; no nesting of rocks shall be permitted.) No material of a perish- able, spongy, or otherwise of an improper nature shall be used in filling. 2. Material placed within 24 inches of rough grade shall be select material that contains no rocks or hard lumps greater than 6 inches in size and that swells less than 3% :/hen cos;pacted as hereinafter specified for compacted fill and when subjected to an axial pressure of 160 psf. 3. Representative samples of material to be used for fill shall be tested in the laboratory by the Soil Engineer in order to determine the maximum density, optimum moisture content and classification of the~soil. In addition, the Soil Enpineer shall determine the approximate bearin? value of a recom- pacted, saturated sample by direct shear tests or other tests applicable to' the particular soil. 4. During grading operations, soil types other than those analyzed in the report of the soil investigation may be encountered by the Contractor. The Soil Engineer shall be consulted to deteniline the suitability of these soils. WOODWARD-GIZIENSKI & ASSOCIATES LOIImJLrl*O *.a11 AND ro”hOlrlOn E*EI*lE”d Aed0 ccoLoo,s,I ' - Project No. 72-102-4 -, . Attachment III Page 2 of 4 - IL'. COMPACTED FILLS 1. General .' (a) Unless 'otherwise specified, fill material shall be compacted by the Contractor while at a moisture content near the optimum moisture content and to a density that is not less than 90% of the maximum density deter- - mined in accordance with ASTM Test No. D1557-70T, or other density methods that will obtain equivalent results. (b) Potentially expansive soils may be used in fills below a depth of 24 inches and shall be compacted at a moisture content greater than the. optimum moisture content for the material. L 2. Clearing and 'Preparing Areas to be Filled - (a) All trees, brush, grass, and other objectionable material shall be coll,ected, piled and burned or otherwise disposed of by the Contractor so as to leave the areas that have been cleared with a neat and finished appearance free from unsightly.debris. - (b) All vegetable matter and objectionable material shall be removed by the Contractor from the surface upon which the fill is to be placed and any loose and porous soils shall be removed or compacted to the depth shown on the plans unless otherwise specified in writing by the Soil Engineer. The surface shall than be plowed or scarified to a minimum depth of 6 inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used.. - - (c) Where fills are constructed on hillsides or slopes, the slope of the original ground on which the fill is to be placed shall be stepped or keyed by the Contractor as shown on the attached Figure. The steps shall extend completely through the soil mantle and into the underlying for- mation materials. - (d) After the foundation for the fill has been cleared, plowed or scari- fied, it shall be disced or bladed by the Contractor until it is uniform and free from large clods, brought to the proper moisture content and com- pacted as specified for fill. 3. - Placing , Spreading, and Compacting Fill Material (a) The fill material shall be placed by the Contractor in layers that when compacted shall not exceed 6 inches. Each layer shall be spread - evenly and shall be thoroughly mixed during the spreading to obtain uni- formity of material in each layer. - (b) When the moisture content of the fill material is - that speci- fied by the Soil Engineer, water shall be added by the Contractor until the moisture content is as specified. - ..(c) When the moisture content of the fill material is above that speci- fied by the Soil Engineer, the fill material shall be aerated by the Con- tractor by blading, mixing, or other satisfactory methods until the.moisture content is as specified. - WOODWARD. GIZIENSKI & ASSOCIATES coNwLrIuo IOll Lr+D ro”NOArm.Il ENanrkal *.“‘G.OLOC,ws - - - -V Project No; 72-102-4 Attachment II . page 3 of 4 (d) After each layer has been placed, mixed and spread evenly, it shall "be thoroughly compacted by the Contractor to the specified density. Com- ,paction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers or other types of acceptable com- pacting equipment. Equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be con- tinuous over the entire area and the equipment shall make sufficient trips to insure that the desired density has been obtained. (e) Surface of fill slopes shall be compacted so that the slopes are stable and there shall be no excessive~loose soil on the slopes. INSPECTION 1. Observation and compaction tests shall be made'.by the Soil Engineer during the filling and compacting operations so that he can state his opinion that.the fill was constructed in accordance with the specifications. 2. The Soil Engineer shall make field density tests in accordance with ASTM - Test No. 01556-64T. Density tests shall be made in the compacted materials below the surface where the surface is disturbed. When~ these tests.indicate, that the density of any layer.of fill or portion thereof is below thqspeci- - fied density, the particular layer or portion shall be reworked until the specified density has been obtained. VI PROTECTION OF WORK - 1. During construction the Contractor shall properly grade all excavated ~surfaces to provide positive drainage and prevent ponding of water. He shall - control surface water to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas and until such time as permanent drainage and erosion control features have been installed. - 2. After completion of grading and the Soil Engineer has finished his obser-- vation of the work, no further excavation of filling shallsbe done except under - the observation of the Soil Engineer. - WOODYlARD. GIZIENSKI & ASSOCIATES SONI"LIIWC *on em rO"NOArlO* r*C,*Lns allo cLol.oc,~,I Slope to be such that Sloughing or Sliding Remove all Topsoil NOTES - The minimum width 93” of key shall be 2 feet wider than. the compaction equipment, and not less than 10 feet. The outside edge of bottom key shall be below topsoil or loose surface material. Keys are required where the natural slope is steeper than 6 horizontal to 1 vertical, or where specified by., Soil Engineer. See Note - - - WOODWARD - GIZIENSKI 81 ASSOCIATES CONS”LT,NG SOlL AND FOUNDATION ENGlNEERS AND sEOLOelSTS An affiliate of Woodumd Cl& Consultants 3467 Ku* street San mego California 92110 April 5, 1972 (714, 221-2911 Project No. 72-105-l Kamar Construction Company P.O. Box 71 Carlsbad, California 92008 Attention: Mr. Jerry Rombotis LAGUNA RIVIERA UNIT 5 OFFSITE FILL AREAS A AND B CARLSBAO, CALIFORNIA In accordance with your request and your letter of authorization dated January 12, 1972, we have provided soil engineering services in conjunction with the grading of the subject site. These services included: (1) Engineering observation'of the grading operation. (2) Taking field density tests in the fill as placed and compacted. Current site preparation, compaction and testing were done between January 6 and 24, 1972 in accordance with the "Specifications for the Construction of Controlled Fills" presented in the January 6, 1966 addendum to the "foundation Soils Investigation for Ranch0 Agua Hedionda Subdivision" dated July 29, 1965, prepared by Dresselhaus Engineering of Oceanside, California. Fill was placed, compacted and tested on Offsite Fill Areas A and B. The approximate limits of fill are indicated on the attached figures. Prior grading was done on June 10, 1969 in a portion of Area A. 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 indicate that the fill has been compacted to 90 percent or more of maximum laboratory density. The approximate locations of field density tests and the limits of compacted fill are shown on the attached Figures 1 and 2. The results of field density tests and of relative compaction, expressed as a percent of maximum laboratory density, are given on the attached forms. 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. It is our understanding that additional grading will be done in these - Kamar Ccnstruction Comoanv Project No. 72-105-l " -. Aprjl 5, 1972 Page 2 - areas at a future date. Foundation recommendations will be made in our final report at the completion of all grading. - - The elevations of compaction tests correspond approximately to the eleva- tions shown on the grading plans for "Laguna Riviera Unit No. 5" dated October 1967 and prepared by Raymond R. Ribal, Civil Engineer, Brea, California. This report covers the fill placed under our observation during the dates specified above. Additional fill placed after these dates should be com- pacted under the observation of this office and tested to assure compliance with the earthwork specifications of the project. This office should be contacted at least 24 hours prior to backfilling operations. -. The inspections and tests of compaction made during the period of our ser- vices on the subject site were in accordance 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 represent conditions at the date of our final inspection. We will 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. - - - EHP/JLH/SFG/jm Attachments (7) - WOODWARD. GIZIENSKI & ASSOCIATES cou*"LTt*o 1011 .*o m"*olno* msPI*cz"* Arm ~IOLoo,lrs - COMPACTION TEST RESULTS .- J6a NIME LAGUNA RIVIERA UNIT 5 (Offsite Fill Area A) DATLRWORTED 4-5-72 JOB NUMBER 72-105-l - DATESCOVERED June 10, 1969 and January 6 through 24, 1972 PAGE 1 or 1 YOIaTY”I rmu) UmORITO”” “‘LATIYS - DATE lx*7 “CTTISI LOCAIIO” ELL”*,IO* co*T*YT DIH.ln DIN.lTv Cc.Y,AC1ION *““BE* or OPIISI . D”“wr. cs, K. I( or UII. DCN.. 1969 -JUNE 10 -- 1972 JAN 6 JAN 21 - JAN 24 - A-l A-2 ;:; A-5 A-6 A-7 A-8 A-9 A-10 A-11 A-12 SEE FIGURE 1 64.0' 11.7 116.8 66.0' 12.3 118.0 54.0' 11.7 116.0 68.0' 10.5 114.9 38.0' 10.5 115.2 41.0' 11.1 116.0 44.0' 47.0' 70.0' 72.0' 72.0' 74.0' 1::: ;:z 9.9 10.5 125.0 93.4 125.0 94.3 125.0 92.6 125.0 91.8 125.0 92.3 125.0 92.8 112.9 125.0 90.2 116.2 125.0 93.4 113.0 124.5 91.0 113.2 125.0 91.0 116.5 116.8 127.0 91.8 127.0 92.0 WOODWARD. GIZIENSKI & ASSOCIATES Lc.*IUIImC SOIL &no ,oY*D*llo" t"GlNlcI11 A.‘0 OrrJLocIsIs - - - - - - - -_ - - - - - Offsite Area G See Figure 2 .’ , c, I I I A-5. / .* ; I A-7 f 1 f--- hilla way I I \ \ \ \ \ \ Y , For Legend,See Figure 2 FIELD DENSITY TEST LOCATIONS OFFSITE FILL AREA A LAWNA RIVIERA WIT NO. 5 WOODWARD - GIZIULSKI h ASSOCIATES CONSULTING SOIL AND FOUNDATION ENGINEERS AND G<OLOGiSTS SAN DIEW, CA DR. BY: MIR 1 APPROX. SCALE: I' = 10"' 1 PROJ. ND: 77-,"r,, 41 !;I77 1. . COMPACTION TEST RESULTS - Jb. NAME LAGUNA RIVIERA UNIT 5 (Offsite Fill Area B) o*T~RwoRTED 4-5-72 JOB NUMBER 72-105-l - ~~~~~~~~~~~~ January 12 through 18, 1972 PAGE 1 OF 1 “OIM”~ ,llLD u~o”*r~l” lm.AllYI - DAI‘ n*r ItmiST LOCLIlO” LLL”A110N co”IINT OI”.ITI OK”*,PI Cc.YI*C,tOW WUHsEIl 0, 0111s~ !A D”“wT. PC, cs, * or LAB. mxs. JAN 12 -. - JAN 13 -JAN 14 - JAN 17 - JAN 18 - _- _- - - - B-l SEE FIGURE 2 78.0' B-Z 84.0' B-3 82.0' B-4 88.0' B-5 90.0' B-6 84.0' 0-7 92.0' B-8 94.0' B-9 86.0' 1::; 1i.z 11:o 10.5 113.5 125.0 91.0 121.0 127.0 96.0 116.0 124.5 92.9 112.0 124.5 90.2 117.0 125.0 93.9 116.0 125.0 93.0 B-10 B-11 B-12 B-13 B-14 B-15 B-16 80.0' 90.0' 84.0' 94.0' 96.0' 98.0' 92.0' lo'*: 11:7 10.5 8.7 9":; 118.5 131.0 90.6 115.0 122.5 93.7 114.5 122.5 93.5 115.8 125.0 92.5 122.0 131.0 93.2 121.5 131.0 93.0 117.5 125.0 94.0 B-17 72.0' 7.5 122.8 131.0 93.6 B-18 B-19 B-20 B-21 B-22 74.0' 76.0' 9":; 10.3 .6.9 9.3 112.2 122.5 91.7 115.2 124.5 92.6 113.8 124.5 91.3 110.8 122.5 90.3 115.9 124.5 92.9 E 9:3 122.8 131.0 93.5 115.0 124.5 92.9 113.9 122.5 93.0 WOOOWARD .GlZlENSKl h ASSOCIATES coNl"Lrl*~ so11 **I) rc."*D11vJI1 oNc,N11t"* At.0 C~OLcJCI3,S - - - - - - - ,- - - - _- r- - - .~^, -- p\ /’ i I I’, 1 pi / A *‘> I- - - ----.~ ., .C- \ \ <4 1 -*. t, -11-11 . LEGEND II l Indicates approximate location of Field Density Test 0 lndlcates approximate limits of Tested Fill. RS AND GEOLOGISTS - ~XXIUVICAL Mh!.YSI S !I - . - - - - - - - - - - - -. - - - - DIfXCT %X:/R TEST C,:TA 111 2 13 Dry Density. pcf - - 1111.1 Initial Water Content, $ _ _ 9.3 Final Watu Content. “i. - - 15.9 Apparent Cohesion. psf - - 450 Apparent Friction Angle. ’ _ - 23 AIR VOIDS CURVES .--.!4+&2.70 S.G. I I I I T-w-i ,2.60 S.G <:> 5 1 I I I I I I\ +- I I I I I Ill\ z .: ! ! ?\. ,i.. I I I I I I I I I IVA BO '2 5 60 2 c 640 2 kY 20 104 IO I.0 0.1 0.01 O.MI GRAIN SIZE IH MILLIb!ETERS COGGLES~JvJL Ic Y”~D f SILT & CL/J PLASTICITY CHARACTERISTICS 1 2 ~3 Liquid Limit. T+ - - Plasticity Index. % - - NP- Classification by Unified Soil Classification Systerr; SI~l.-SM SW Sb! NP = Non Plastic r WELL TEST DATA 1 2 3, Initial Dry Density, pcf - - - Initial bhter Content. { - - - Load. psf - - - Percent SW?1 I - - - , SAMPLE LOCATION 1 I Lot 160 I 139-140 s End N End of I -0t 139 3 LMRATORY CW?ACTIC# TEST FILL SIJITLCILIN TESTS .LAGORATORY CWPACTION TEST ~~p,o~: ASTH D1557-70T LAGUNA RIVIERA UNIT 5 I.*+, \ . . . . . ~./i.- ^ll-~.-~,~ __,___._____ - . . . . _,-_._-_.- .._. -__-. ..-.,. W(Wl%!fiRD - GIZIOJSKI h ASSXIATES .-'I/ COXSULTIHG SOIL At!8 FOlJ!WlI@H ENGlliECitS LED GEDLO:I:iS S/,3 PiLXi. CliLl~Oi#l.4 :I :1. y)‘: I ! ~y:;-.qy-- _ _, -r, _-,.h . . . : __ -_., ~L!:i_l:‘.:‘.~ 1:‘: .,., ‘j 1 ;;: ; D ‘(,,;:Ys. ;‘::- .” .----j-;-y ;:-7, ; ,ii..;y I;;,~ :- i (i.: ‘~ .,__...;r..~,~.i_l . . . . ~,.., .,,,. ,,.. ~..~ L - , -. - - - - - - - - - - - - - - -.,----~.__- _,_-__ S..~,” ~..:.~F.*~-l.~.l. .~~,.,l”r.~.~~~~-l.~_i 140 130 120 II0 IW 80 60 ,. _ .~, CIRECI ~;::A2 TEST DATA 7 Dry Density. pcf 114.4 Initial Kater Content. % 9.8 Final !42tr^r Content. $ 15.1 Apparent Cohesion. psf 360 Apparent Friction Angle. 6 25 100 80 . 2 - - 2 60 o_ 0 low 100 IO 1.0 0.1 0.01 O.O!ll ERG AIR VOIDS CURVES GSAIH SIZE I!: WILLIMTERS PLASTICIN CHARACTERISTICS Liquid Limit, $ Plasticity Index. % Classification by Uni+ied Soil Classification Systm SWELL TEST DATA Initial Dry Density, pcf 114.6 Initial Water Content. 5 160 Percent Swell 2.3 SAMPLE LOCATlCM YAXIMUM DRY DENSITY. pcf 0 f’T I KU1 RI \I \ CC:ITENT. % I 10.01 I I I I I I I I I I I I I I I I I I l:DiSTUI:E CW7E4T. 5 IO 20 30 ,,Qg&QORy C&~““Tl,-?, T!=CT I.“, I.,,. IL.,, r FILL SJITABILIPI TESTS LAEGRATORY CP:'?ACTION TEST ,,Enloa:/\STH U1557-70T _ 1 ~-~-~ L~W!A ~RIVIERA UNIT 5 ___ l4iKlll:d\lilj - GI LI [114SKl & ASSCIC IATF-S "-i; C'%iSULllt:G S3lL At:D fOli5;ihllO:1 f~:iGlf:TERS AH0 GEOLU;ISTS SAY [iilwj. c:~l.IFo~:r~:~ i/ :/ .:, ,l.~._‘.~ ..,.__, ~.,C.i., I,.