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Home My WebLink AboutCT 76-08; HIGHLAND VILLAGE; SOILS REPORT; 1976-08-20B1' , ' 'II G EOTECH N ICAL CONSU.L TANT OFFICE HOME 423 Hale Ave. (714) 741·2592 1922 Howe PI. (714) 746·6182 20 ,August 1976 Westco ESCONDIDO, CA 92025 2551 State Street Carlsbad, California Attention: Mr. Ed Ebright 'Dear Mr. Ebright: ,#18,'987 GEOLOG,I$T _ 1/512 CERT. ENG. GEOLOGIST tj922 Re: Job No. 76-119P Pr-oposed ,Carlsbad Tract 76..,.8 Highland Village Subdivisidn Carlsbad, California Enclosed is my Preliminary Soil Investigation r~PQrt as you r~qussted for the above referenced project located on the west --side of Highland Drive between Magnolia Avenue and Chestn,ut . ::,~ , Carlsbad,' Cali fornia. ".fJ..' ' Avenue, • The investigation consists of three test, pi ts du'g to depths of. approximately eight fe:et below the e~isting ground surface. App,ropri- ate laboratory testing and engineering analyses were p-erformed. The results of this investigation along' with my tecom~endations are to be found in the.accompanying report. In summa~y, it is my opinion that there are 00 WLusual soil [Jroblems which would hinder th·e grading of the proposed project provided th'e recommendations cohtaili,ed he~ein are followed. I wish to gmph~sizB the importanc~ of cont~nuing inspection and testing during g~ading. I f there are any questions or problems,. please feel frEie to. contact me in the future. --.~ Respectfully submitted, CLAUDE B. PARKER Registered Civil Engineer _ G~rtified En ineerin nCT 2 8 1976 CITY' vI-CARLSBAD Engineering Department • • 'OFFICE HOME 423 Hale Ave. PRELIMINARY SOIL INVESTIGATION PROPOSED CARLSBAD TRACT 76-8 HIGHLAND VILLAGE SUBDIVISION CARLSBAD, CALIFORNIA FOR lJESTCO 2551 STATE STREET ~ARLSBAD, CALIFORNIA 92008 20 AUGUST 1976 JOB NO. 76-119P GEOTECHNICAL CONSULTANT (714) 741-2592 ESCONDIDO, CA 1922 Howe PI. 92025 (714) 746-6182 , , CIVIL ENGINEER #18,987 GEOLOGIST #51.2 CERT. ENG. GEOl..O<3IST #922 OFFICE HOME TABLE OF CONTENTS I. General Information II. Purpose of In~estigation III. Field Investigation ; A. Surface Conditions B. Test Pits C. Subsurface Conditions IV. Tests and Results A. Density Tests B. Expansion Test C. Grain Size Analysis D. Direct Shear Test Page 1 1 '1 '1 . 2 2 3. 3 4 4 5 V. Bearing Capacity 5 VI. Slope Stability 6 VII. Conclusions· and Recommendations 7 VIII. Reference 8 423 Hale Ave. APPENDIX Plot Plan Logs of Test Pits Specification for Construction of Controlled Fills Unified Soil Classification Chart GEOTECHNICAL CONSULTANT Plate 1· 2 to 4 CIVIL ENGINEER #18.987 (714) 741·2592 ESCONDIDO. CA GEOI,.OGIST #512 1922 Howe PI. 92025 (714) 746·6182 . . . CER.T. ENG •. GEOLOGIST #972 . ....... • 1. PRELIMINARY SOIL INVESTIGAT10N PROPOSED CARLSBAD TRACT 76-8 HIGHLAND VILLAGE SUBDIVISION CARLSBAD, CALIFORNIA GENERAL INFORMATION A preliminary soil investigation has ,been completed for the pro~osed Highland Village subdivision legally'described as a Portion- of Tract 240, Thum Lands, City of Carlsbad, County of Sari Diego, 'state of California. It is understoo'd the land is planned to be used for six resLdential house pads. The buildings will b~ one and two-story wood fr?me dwellings. The foundations will consist of concrete slabs-on-grade with continuous concrete wall footi~gB. Du~ to th~ relative flatness of the topography, th,e cuts and fil-l,s will only' be in the order of several feet. --• .l I. 'PURPOSE OF INVESTIGATION The purpose of this investigation is'to determine the followin~: 1 the condition of the native soil, 2 -the presence and condition of any expansive-sO'il, o:r;- existing fill, 3 -the allowable soil bearing pressures, 4 any obvious geologic hazards, 5 -any construction problems that can be anticipated, and to make appropriate foundation recommendations. Ill. FIELD INVESTIGATION A. Surface, Conditions The site is a rectangular ar,ea approximately 152 t fronting Highland Drive and extending 418' westerly. The sits slD~es dowri OFFICE HOME CLAUDE .fS. GEOTECHNICAL CONSULTANT 423 Halo Avo. (714) 741-2592 ESCONDIDO, CA 1922 Howo PI. 92025 (714) 746-6182 1 CIVIL ENGINEER _#18,987 GEOLOGIST #512 CERT. ENG. GEOLOGIST. #922, 7% to the west and is covered with loose sand and sparse weeds • . There are no obvious natural or man-made obstacles on the p·roperty. which would cause problems during grading. , There were no obvious landslides, faults or othe~ geologLc hazards observed during the investigation., A review df the li~8r ature indicates the site is in a relatively stable area for Southern California. The nearest "active" faults are the Elsinore fault '25 miles to the northeast and.possibly the Rose Canyon fault 24 ~iles to the south. It is theorized that the lattet faDlt extends off shore and connects with the known active ~ewport-Inglewood fault system to the north. B •. Test Pits Three exploratory test pits were dug with: a backhoe on, 14 August 1976 at the approxima~e locations indicated on prate 1 (from the • Map by \Jestco, Carlsbad, dated 6/2~/76). Samples of the $0;1).8 were visually classified by field identification procedure'in accOrdance with the Unified Soil Classification. A simplified version of the Uni fied Soil Classi fica tion is included in the App enqix.. Continuou.s logs of the soils encountered in the test pits were rec6rded in the field~ The logs of the test pits shown dn Plates 2 to 4 are based on the field logs, on inspection of the samples, and on the lab- oratory test results. C. Subsurface Conditions The site is underlain by a fairly uniform soil profile generally . . consisting of approximately several feet of a brown. silty sand which OFFICE HOME CLAUDE .8. GEOTECHNICAL CONSU\-TANT 423 Hala Ava, (714) 741·2592 ESCONDIDO, CA 1922 Howe PI, 92025 (714) 746·6182 2 CIVIL ENGINEER #18;987 GEOLOGIST #512 . CERT. ENG. GEOLOGIST #922 grades to a red brown silty clayey sand. The upper 1 to 2 feet 4It' was loose but graded firm with depth. • No groundwater or hard rock was encountered. There were essentially two soil types based on similar engi- neering properties as described on the logs which were encounter~d dUring the investigation. The two soil types arerefarred to later in the report as Soil Ty~es 1 and' 2. Soil Soil Type Description 1 Brown Silty Sand . 2 Red Brown Silty Clayey Sand IV. tESTS AND RESULTS A. Density Tests OFFICE HOME 1 -Laboratory Compaction One laboratory compaction test was made of Soil Type 1 to determine the maximum dry density and optimum moisture content of this material as specifie~ by ASTM 01557-64T (method A). 'This test uses the minus #4 sieve soil in a 4 inch diameter 4 inch high cylindrical mold. Th~ sampl~ is formed with a 10 pound hammer falling 18 inches for 25 blow? on each of 5 layers. LABORATORY COMPACTION Location Soil Max.Dry Optimum Type Density Moisture (pcf) Content C%) Test Pit 1 @ l' 1 124.0 10.3 2 -Density Tests Moisture contents and density determinatiohs were ma~e by CLAUDE JB. GEOTECHN ICAL CONSULTANT 423 Hale Ave. (714) 741·2592 ESCONDIDO, CA CIVIL ENGINEER. GEOLOGI$T #18.987 #512 1922 Howe PI. 92025 (714) 746·6182 3 CERT. ENG. GEOLOGIST #922 • direct measurements on paraffin coated samples by the water dia- placement method. The ratio of field dry density to the laboratory maximum dry density is defined as the relative compaction. These results are presented on the logs, Plates 2 to 4. B. EXpansion Test An expansion test was performed on the most clayey material expected to be found near find1 grade to determirte if this material would constitute a structural hazard to the buildings if found undB~.· the slab. An undisturbed ring sample 2t inches in rliametar and 1 inch high was loaded ~ith··1 psi~ instrumented, and allowed to air dry. After shrinkage had ceased, distilled watar was applied and the exp~nsion-was recorded as a percentage of the air ~ried height. The results follow: EXPANSION TEST Smrriple Location Initial Condition w ?( Air Dry w l( Saturated w X Expatrsion % Test Pit 2 ® 4' 7.9 112.4 2.0 13.5 111.9 1.4 w = moisture content (%) i = dry density (pcf) This test indicate~ the material is essentially nonexeansivew . C. Grain Size Analyses Four grain size analyses were performed on questionable samples. in general accordance with ASTM D422-63 for c1assificatioh purposes and as a guide to the engineering properties. The results fol1ow~ . OFFICE HOME CLAUDE .l~. GEOTECHN ICAl CONSU l TANT 423 Hale Ave . (714) 741-2592 ESCONDIDO, CA 1922 Howe PI. 92025 (714) 746-6182. 4 CIVI.L ENGINEER GEOLOGIST #18,987 #512 CERT. ENG. GEOLOGIST #922. .' " " I :1 ,GRAIN SIZE ANALYSES Loc'ation Soil Percent Passing U.S. Standard Sieve No. Unif:Led Soil Type 4 10 40 100 200 Classification TP 1 ® 1 ' 1 100 100 84 34 24 . SM," TP 2 ® 4' 2 100 100 78 40 34 SM...,SC ; TP 3 ® 4' 2 100 100 73 31 25 SM-'SC TP 3 ~ 1 ' 1 99 99 75 31 ,25 SM TP = Test Pit • The results of these tests indicate a simila;rity of grain. s:i,ze ,distribution. The weak cementing of Soil Type 2 may-be ~ue to chemical agents rather than clay binder. o. Direct Shear Test A direct shear test was performed on samples of Soil Type 1" the material, in which the footings will be 'founded,for strength' parameters in the bearing capacity calc~lation. Three specimens Df this soil were prep~red,by remolding to gO% Df the maxim~m dry d~nsity at 3% over the optimum moisture content ,the soi14n2i inch diameter 1 inch high rings~ The specimens wete loaded, "",with normal loads ' of • 5, 1. 0 , and-1. 5 K S F respectively and sheared to' failure in undrained shear'., The. results 'follow: : .. 1' DIRECT SHEAR TEST ,Location Soil Unit Angle of Type Density Internal (pcf) Friction Test Pit 1 ® l' 1 112.0 30 GEOTECHN ICAL CONSULTANT OFFICE HOME 423 Hale Ave. (714) 741·2592 ESCONDIDO, CA 1922 Howe PI. 92025 (714) 746·6182 5 " Apparent Cohesion (0) Cps.f) "" 150 CIVIL ENGINEER #18.987 . GEOLOGIST #512 CERT. i:NG. GEOLOGiSt #922 , .' ',11'- v. BEARING CAPACITY e The values of internal friction and apparent co'hesion deriv,ed from ths direct shear test were used in the Terzaghi FormUla in accordance with the procedure outlined in Reference 1, page 17D, vI. to compute the allowable bearing capacity.' Terzaghi Formula Bearing Capacity = 2/3cN'c + (0 N' + i(B~i , f, q . p Assumptions: Depth of Footing, Of = 1.0' Width of Continuous Footing,'B = 1.0' Nt N' Nt = dimensionless' parameters found from c' q' t Fig. 75, Ref. 1. Factor of Saf~ty = 3. Soil Type 1 SLOPE STABILITY ALLOWABLE BEARING CAPACITY Soil Description Brown Silty Sand A slope stability analysis was made for B'e9 ring' . ·Capaci ty (psf) , , 1042 ., , J.b ',' '?'5i~," an~®foo,t " fill height with the soil strength parametets dBrivad from the direct shear test. The analysis as outlined below was done ih accordance with the Janbu method, Ref. 2~ which nagl~cts earth- _quake and seepa~e. It is felt,' howev~r, the factor of safety of 3.1 i~ high enough to neglect these deficiencies~ GEOTECHNICAL CONSULTANT OFFICE HOME 423 Hale Ave. (714) 741·2592 ESCONDIDO, CA 1922 Howe PI. 92025 " ,CIVIl,. ENGINEER " #18,987· GEOLOGIST #512 CERT. ENG. GFOLOGIST #922 (714) 746·6182 (j) = 30 0 C = 150 psf If = 126 pcf Aca>= i H tan d) c Ncf = 13 (Fig. FS = Ncf c (fH H B 10) = =~7t~ = 1! . 1 . = (126)(5)(tan 30) = 2.4 (Eq~ 36) (150) f13)~O) = ~(Eq. 37) t, l~ 126 ) ?O' VII. CONCLUSIONS AND RECOMMENDATIONS 1 -It is recommended that all grading and the pr'eparation of native soil be done in accordance with the enclosed "Spetifications tdr Construction of Controlled Fills" except if supers~de~ by the ~, following recommendations. • Any septic tanks or large buried objects enqountered during . grading should be excavated and the' voids filled with compacted soil •. . .' 2 -The loo~e upper surface soil as ~ndicated oM the logs should be excavated and recompacted to at least 90% of. the ,maximum dry density prior to placing the house fo~ndations or fill~ The ~pproximate depth of recompaction ouer the site ~s in the order of f to 1t feet. The actual depth should be controlled in the field by a qualified soil engineer on examination of the .grading pla~ and actual field condition. 3 -Design' slope ratios of 1t (horizontal : 1 (vertical) ~ay ~ be used for the proposed cuts and fills • OFFICE HOME GEOTECHNICAL CONSULTANT 423 Hale Ave. (714) 741·2592 ESCONDIDO, CA 1922 Howe PI. 92025 (714) 74G·6182 7 . f .r CIVIL ENGINEER H18;j:387 GEOLOGIST #512 CEfn, ENG.GEOLOGISTtl922 • 4 -The soil tests and theoretical calculations indicate an allowable bearing capacity of 1042 psf • 5 -The expansion test indicates the red·brown silty ~layey sand, Soil Type 2, which may be encountered near final grade is essentially nonexpansive •. If any clay, undetected during this invastigation is found withiri 2 feet of final grade it should be undercut 2 foot and replaced with granular soil which is abu~dant on site. 6 -Direct and maintain drainage away from the foundations. 7 -If soils other than those described in this report are encountered during the grading or if i~ported material is used, additional tests will be required .to ascertain their engiAaeri~g properties. VIII. REFERENCE 1-Terzaghi and Peck, "Soil Mechanics in Engineering Practice", .John Wiley & Son, N.Y., 1948. . . 2 -Janbu., N., "Journal of Soi.1 Mechanics and Foundations Div.," A.S.C.E., Vol. 93, No. SM6, Nov. 1967 • . ~espectfully submitted, CLAUDE B. PARKER Registered Civil Engineer #18,987 Certified Engineering Geologist #922 Distribution: 6 Addressee pe B. GEOTECHN ICAL CONSULTANT OfFICE HOME 423 Hale Ave. (714) 741·2592 ESCONDIDO. CA 1922 Howe PI. 92025 (714) 746-6182 8 CIVIL ENGINEER #18;987. GEOLOGIST #512 CERT. ENG. G!=OLOGIST #922 .' • SCALE 1"::60't ~ - 152't I __ -(-~ --T ~----' 2 3 ----- - "'2 _. --4 . ---- ___ 16 152't LlIL:LJLJf A lCa ___ -"--nn.;Jrn;;;.7"U vCJ DR. LEGEND TEST PIT --APPROX. CONTOuRS VICINITyidAP ,NO SCALE PLATE TEST PJT LOCATION . , ·FOR ;CARLSBAD TRACT 7G-8 ' WI61-1LAND VILLAGE GEOTECHN ICAL CONSU L TANt JOB NO. 7~-119-P OFFICE HOME 423 Hale Ave. (714) 741·2592 ESCONDIDO, CA 1922 Howe PI. 92025 (714) 746-6182 CIVILENGINEER#1a.987 GEOLQGIST #5'12 CI;RT. E;NG. GEOI..OGIST #922 I I '. " ~ :x:tu ... u.J 0. .... u.J Q 1 - 2':'- 3:,- 4 -- 5 - 6 7 - 8 ,- 9 .Date: By: OFFice HOME - - - - - - LO G OF BOR I NG BORING NO. Test Pit :1/=1 UJ'" ELEVATION .... ill ~~ --0. <0 ~~ 0::> SAMPLING -'0 "'u METHOD Backhoe , . : Brown Silty Sand 6 0 loose, dry I grades. firm ® 18" 0, 6 firm Soil TY-R~ 6 Red Brown Silty Clayey Sand firm Soil Type Bottom " D Undisturbed Sample D Disturbed Sample 14 Auq. 1976 Highland Village C. Parker 423 Hale Ave. (714) 741·2592 1922 Howe PI. (714) 746·6182 Highland Dr., Carlsbad B. GEOTECHNICAL CONSULTANT ESCON 01 DO, CA 92025 . 1 2 -- - z w-:: a-~ -'- 0 '" .a :) (]I Z ~ >--•• >-53 .., Q Vi u .-z ,w U -~ ~ :>. '" ' ~~ Vi 0 0 0 .... rn <{'''--<{ -' >=-= u=:o SSd ~~ ,,-.9.. ~~ u. -Cl<U · 'T: , I : t·· , , • · .' , • , l • • , , • .6 ~09. 2. .88.1 " , , -J • · · I · I ! , 2.1 ~ 21.3 97.8 SM' , I · 1 I' · , " · · : . '. " j I · · · 'I '. · · · · · • ; , · • • • • · . · 1 , .. · · · · • '~lY~ J;"; # 7.0 114,.9 ;.., :.- ;. SM. ~~ · SC ~~ .1 • .;- 5, ' • -, -- .. . , -, - Job No. 76-119P Plate No. 2 C!VIL eNGINEER #18,987 ' GEOlOGIST #512 ·CERT. ENG. GEOLOGIST #972 e, ·e· e ,~--------.... -........ -. -----~--.--... ~ ~ ----~ ~~-~------.--------.. ---.----.... -----~----.. ---- ~ :x:t:i >-UJ 0.. ..... UJ 0 1- 2 - '3 - 4 - 5 - ,6 - 7 - 8 ,- - - - - - Date: ey: OFFice HOME LO G OF BORING BORING NO. Test Pit #2 w'" ELEVATION ..... w ?;z ,,-co ::E::E 0:;) -'0 SAMPLING <l::;) V1Z al u METHOD Backhoe Brown Silty Sand 6. loose, dry ( grades firm ® 20 11 , , Soil Type Red Brown Li Silty Clayey Sand firm D moist Soil TYP,e Bottom - , 14 Aug. 1976 Highland Village Highland Dr., Carlsbad C. Parker 423 Hale Ave. (714) 741·2592 1922 Howe PI. (714) 746·6182 G EO TECH N ICAL CONSU L T ANT EscoNbiDO. CA 02025 . 1 2' ~ z w'=' -0 CC.J.: :;) 01 ~Z ;:: .... .->- <l: V1 '" .-Q o~ ?; in u w-G u:: :e ~ z , w 2::« Vi 00 ~C .... 0-..... V1 ~ <;: :E -« ...J r.:C 0 ..... ~~ '" 0-iZO v;U u.. _ 0_ ry:u ~ I' . r .. , . ' · . " . · . · . · . · \ .7 109.,7 88.5 · . · !: : I' '! ." ' SM ': :/:I:/: ~~ ... W' .~' . , ' 1/ .. 7.9 112 .• 4 'rt v~: .' I/f.--. ' vL.,~ • ,I ~l':-' .:.Jr · I . ' I";'SM t:'- ~I ··t 1;-SC ' 01£ v'-· . ,~ 17.1 Y~vl' 7.6 i/i--. . ;)_:..v. . .;,.~ . Job No. 76-119P . plate No. CIVIL ENGINEER GEOLO(3IST i/18,987 . #512 e.ER,.. ENG. GEOl,.dGIST i922 e ~ UJ '" ~ ~ -'W t-o..", J:W :E:E O::l t-LU ..... 0 a.u.. ~::l "'u w "'Z 0 1 -D 2- 3 - 4 -, '6, 5 - 6 - 7 -6, R 9 - - - - - LOG OF BORING BORING NO. Test Pi t 11::....3.<--'---- ELEVATION _________ _ SAMPLING METHOD ____ llRaa~c~k~b~o~e~ _____ _ Brown Silty Sand loose, dry grades firm ® I Red Brown Silty 24" Clayey weakly cemented . Soil Tyee Sand 1 , Soil Type 2 Bottom Dote: 14 Aug. 1976 Highland Village Highland Dr., Carlsbad By; C. Parker OFFice HOME 423 Hale Ave. (714) 741-2592 1922 Howe PI. ' (714) 746-6182 [St GEOTECHN ICAL CONSULTANT ESCONDIDO. CA 92025 -. UJ . Z "" 12 -Q ::l '" ?: z 4: ,.. Qj 0 0/) u 6, ~ Vi ;:; ::E z UJ .U u.. >-UJ >-~' Vi 0 0 ;:; ,,,,- -' '" 9 <t. :E ~ >--6 ·UJ o~ v -' 0 -' '" E: w '" U u:: -0 {JI. u . .4 08.3 87.3 · · , • , · , · I · , • · . .29.3 26.7 Job No. 76-119P' Plcite No .. 4 CIVIL ENGINEER GEOLOGIST #1S.987 " . #512 CERT. ENG. GEOLOGIST #922 OFFICE HOME GEOTECHNICAL CONSULTANT ESCONDIDO, CA 92025 CIVIL ENGINEER GEOLOGIST #'18;987 ' 11512 423 Hale A.Je. (714) 741·2592 1922 Howe PI. (714) 746·6182 CERT. ENG. GE9LOG1$TH922 ' SPECIFICATIONS FOR CONSTRUCTION OF CONTROLLED FILLS GE'N ERAL DE SC R I PT ION: The cons t ructi on o'f controlled fills shall cOTisist 'of adequate preliminary soil investigations, and clearin'g, removal of 'existing structures and foundations, preparation of land .to be filled, 'excav;;:iti,on of' earth' and rock from cut area; compaction and control' of the fill,'and all other work ,necessary to complete the grading of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. '.), CLEARING ANO,'PREPARATION OF AREAS TO BE FILL D: a All fill control projects shall have a pr~liminary soil invastigation or a vi sual exarni nation, depending upon the nature of the job, by a qual-" ified soil engineer prior to grading.' ' (b) All timber, trees, brush, vegetation, a:n'd other rubbish shall be re..,. mov'ed, piled and burned, or otherwise disposed of to leBve the prepared, .ar8a~ with a finished appearance f~ee from unsightly debri~~ " : , ,. (c) Any soft, swampy or otherwise unsuit.able areas, shalJ. b-e correqtedby , ... drainage or removal of compressible material, or both, to the depths in- , dicated on the plans or as directed by'the soil engineer. ed) The natural ~round which is d~termined to be satisfactory for th~ support of the filled ground shall then be plowed or'scatifiedto a depth of at least six inches (6 11 ) or deeper as specified by the soil engi8eer~ and until the surface is free from ruts, hummocks; or other unev,en, fea-: tures which would tend to preven~ uniform compaction by th~ aquipment to be,used. (e) No fill shall be placed until the prepared native ground has been appro~ed by the soil engineer. (f) Where fills are made on hillsides with slopes greater than 5 (hori- zontal) to 1 (vertical), horizontal benches shall ~e cut into firm ~n~ , ,disturbed natural ground to provide lateral and vertical stability_ The'- initial bench at the toe of the fill shall be at least 10 feet ~n width on firm undisturbed natur~l ground at the elevation of the toe stake. The ~~il engineer shall determine the width and fraquency of all'~uc~ ceeding benches which will vary with the soil ~onditions and the steep- n~ss of slope. ' ' , (g) After the natural ground has been pr~par~d, 'it shall ,be brought to , the proper moisture content and compacted to not less ~han 90% of max-", • imum density, A.S.T.m. ,01557-64T. ' . .' . (h) Expansive' soils may require special compactio~ specificatiQns eas directed in the preliminary soil investigation by the soil en.gines.r. (i) the cut portions of building. pads in. which rock-like material exists . msy re~~itB excavation and recompaction for density co~p~tibility with the fill as directed by the soil engineer. mATERIALS: The fill soils shall consist of select materials gl;'aded so . that at lea~t 40 percent of the material passes the No. 4 eieva. The mat~ri~l may be obtained from the excavation, a bdrraw pit, or by mixing soils from one or more sources. The material used shall be free fr6m vegetable matter~ and other deleterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. If excessive vsgBtation, roc'ks, or soils with unacceptable physical characteristics are .encountered, these materials shall be disposed of in waste areas designated on the plans or as ditected by the soil engineer. If sails are entounterad d~ring the grading o,peration which were not reported in the preliminary soil invest- igation, further testing will be required to ascertain their engineerin:g prapertie~. Any' special treatment recommended in the ~reliminary or s~b sequent soil reports not covered he.rein shall become an addendum to. the:;3e 'speci fipat-ions. No matetial of a perishable, spongy, or otherwise unstable nature shall be u·sed in the fills • . PLACING, SP~EADING AND COMPACtING FILL MATERIAL: . . _< a) The selected fill material shall be placed in. layers which shall ., not exceed six inches (6") when comp,acted. Each layer shall he spread evenly' and shall be thoroughly blade-mixed durin·g the sp.rea.ding ,to insure' unifotmity of material and moisture in ~ach layer. .' (b) fied tent o~gh When the moisture content of the fill' ma·terial . i·s belo·wthat speci~ by the soil engineer, water shall be added until the moistui'a cbn- .is near optimum as determined by the soil engineer to assure thor- bonding during the compacting process. . (c) When the moisture content of the fill material is above that jpeci- fied by the aoil engineer, the fill material shall be a·e;L'atedb.y blading and sc.arifying, or other satisfactory methods until' the moistul;'e .conten.t is near optimum ae determined by the soils engineer. (d) After each layer has been placed, mixed and spread ~venly, Lt shall be thoroughly compacted to not less than the apecifiedmaximum density in accordance with A.S.T.M. 01557-64T. Compactipn shal~ be by means of tampihg or sheepsfoot rol16r8~ multiple-wheel pn~umatic-tired. rollers, or other types of rollers. Rollers shall be of such design th£t they.will be able to compaot the fill to the sp·ecified density. Rolling of each layer shall be continuous over its entire area and the roller shall make .s·uff'icient passes to obtain the desired derl!~ity.· The entire are:ato be' filled ahall be compacted to the specified. density. OFFice HOM!: B. GEOTECHN ICAl CONSULTANT 423 Hale Ave. (714)741-2592 ESCONDIDO. CA 1922 Howe PI. 92025 (714) 746-6182 CIVILENGI~EER GEOLOGIST #18;987 . #512: CERT. ENG. GEOLO.GIST #922 -- ..... ___________________ ....-____ .....,.,..... _______ ----,-~-___.~~~-----i,-,6: • (e) F i 11 S lop e s s hall b e camp act e d by m e an s of s h.e e p s f a a troll e r s or ~'Qther suitable equipment. Compacting operations shall be continued until the s lop e s are s tab 1 e but 'n ott a ode n s e for pIa n tin g and' un til t h,eT e i s no appreciable amount of loos~ soil on the slopes. Compacting of the slopes shall be acc~mplished by backrolling the slopes in increments'of ,3 to 5 feet in elevation gain or by other methods p:t;'oducing satisfactDry results. ' (f) Field density tests shall be made by the soil engineer for apprbx- imately each foot in elevation gain after compaction, but not to exceed two fest in vertical 'height between tests. The location of the tests in plan shall be spaced to give the best possible coverage and shall be taken no farther than 100 feet apa~t. Tests shall be tak~n on corner and terreC8 lots for each two feet in elevation gain. The soil engine~r may take additional tests as considered necessary to check on the uniform~ ity of ccrmpaction. Where sheepsfoot rollers are used, the tests shall ,be taken in the compacted material below the disturbed 'surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. ' (g) the fill operation shall be continued in six inch (6 11 ) compactbd layers, as specified above, until the fill has been bro~ght to ths fin- 'ished slopes and grades as shown on the accepted plans. SUPERVISION: Supervision by the soil en'gineer shall 'be' made during the filling and compacting operations so that he can certi fy that ,the fill' was made in accordance with accepted specifications. The specifications and soil testing of subgrade, subbase, and ba~e materials for roads, or other public property shall be done in accordance wi t.h speci fications of the governing agency. . . SEASONAL LIMITS: No fill material shall be placed, spread, or rolled 'duri~g unfavorable weather conditions. When the work is intetruptsd by h~avy rain, grading shall not be resumed until field tbsts by the , soil engineer 'indicate that the moisture content and d~nsity of the fill are as previously specified. In the event that, in the opinion of the engineer, soils unsatisfactory as foundation material cp:e encountered, they shall not be incorporated in the grading and dispo'si tion will be made at the engineer's discretion. ' OFFICE HOME 8. G EOTECH N ICAL CONSU L T ANT 423 Hale Ave. (714) 741-2592 ESCONDIDO', CA 1922,Howe PI. 92025 (714) 746-6182 CIVIL ENGINEER #18,987 • GEOLOGIST #512 CERT. ENG. GEOLOGJST #922 IDENTIfYING CRITERIA I. II. ,e' rII. COARSE GRAINeD tlYlore -than" '50%' #200 sieve) GRAVELS flYlore than 50% #4 sieve but smaller than 3 inches) 'Non Plastic SANDS rlYlore than 50% smaller than #4 sieve) Non Plastic fINE GRAINED 1Mbra than 50% smaller tha'n #200 sieve) Liquid Limit less than 50 Liquid Limit greater than. 50 HIGHLY ORGANIC SOILS GRDUP SYlr180L GUl GP GM GC Sul SP SM SC IYlL CL OL MH . . CH OH PT SOIL DeSCRIPTION GRAVEL, well graded gravel- sand mixture~ little or no fines. _ GRAVEL, poorly graded gra~SI-_ sand mixture, little or no ' fines. " GRAVEL, SrLTY~ poorly graded gravel-sand-silt mixture~o GRAVEL, CLAYEY, poorly graded gravel-sand-clay mixture. SAND, well graded~ gravelly sands, little or no fines. SAND, poorly' graded, ,gravell y sands, little or no fiQe~ , S~ND, SILTY~ poorly gr~ded sand-silt mixtures. SAND, CLAYEY, ~oorly gTaded sand-clay ~ixturas. SILT, INORGANIC, silt and fine sand, sandy sLIt or clayey- silt-sand mixtures with slight plastici t y. CL~Y, INO~GANIC, clays of IDw to mu(1-ium plastici ty, graveJ,ly clays, sandy clays, silty clays,' lean cI<;.¥_s... ' SILT, ORGANIC, silts and ox~ ganic silt-clays of low plasticity. S I L T, I NORGAN I C, si,l ts micaceo(Js or dictomaceous fine sandy or silty soils, 'elastic silts. 'CLAY, INORGANIC, clays of med- ium to high plasticity, fat clays. CLAY~ ORGANIC, clays of medium to high plasticity. PEAT, other highlyo~ganic swamp soils. GEOTECHNICAL CONSULTANT. OFFICE HOME 423 Hale Ave. (714) 741·2592 ESCONDIDO. cA 1922 Howe PI. 92025 (714) 74€i-6182 CIVIL ENGINEER GEOLOGIST, '#18.987 #512 CERT. ENG. GEOLOGIST #922