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1990-395 G , Street Address ~{Cc 5 Category I , ,-:;J 3 7- I ~2 Serial # 0,' 'J. c- 'I",J 1 ~ £7 I Name Description Year Plan ck. # recdescv JULY 11,1990 LOGAN EN G INEERIN G 465 First Street, Suite A Enciniías, CA 92024 619-942-8474 HYDROLOGY STUDY FOR THE HAYDN & LISZT RESIDENCE DESCRIPTION: SOUTH CORNER OF HAYDN & LISZT CARDIFF, CA 92007 APN 260-276-01 OWNER/PERMITTEE: L & Y INTERESTS, INC. 12770 HIGH BLUFFS DRIVE SAN DIEGO, CA 92130 619-481-1332 ENGINEER: , LOGAN ENGINEERING '465 FIRST"S'!'., STE. A ENCINITAS, CA 92024 619-942-8474 ,1' R.C.E.39726 EXP. DATE 12-31-93 JUt I I I " ~,~ , t',: 1 OF 2- Zðt1.. ~. 14-l--lDr2òlðG~ ~T>/ - "IÆS16,.l 'Paz. -S.:P. (j)ûJT-J "'DEs",J ~ 11?OC8)\faf ~" - 'RA-íIOf.!4-L MernoV ) '-& --c~ A - ~otL. br2ou'P "v'\ j ~(tJ~LE: ÇAMIl--I 12estro!1ïð(L :. c. = o,C;t; V,?' ~I A ~E:A:: (), '? Ac. -t.~ -:; _6 M I~ :r ;: fo,G I tJ /H(¿ 6~~ I~I L~ I~ ~c = 0,11, & (OJ -; (),f76 (b/~)({),I:j) ~ t.1 Cf5 1C. _fffDT2 ÂVU~ CðJClÛS'oJ - ~EÙ ùPo,J .-s-rUD-/ ; ~(aD 1~\JßT16A-110~) -11-t£ OÁL-/ w~ TBê E.N,a<.I,J~ /E)(lf'~to 1'HI S ~Pa2í-1 IS -rf..t ~ ,~\-rE ()J A-~) LJ t{ tc.H )5 V e<.. -I ~ Au. - - ðtJ-"S\ 1t "WA-ftJ Â--tt 7I-SítM5) i .e,,) 6fZJóS-¿'/,Jro ?W A-1-e) / krLø, Prz.A I ~ S I ert , ~'Å1)t &J ~ T& . '.. . tAlLE Z .HOFF COEFFICIENTS (MßOML ""'00) . , ' " , land Use ! Res i dent i al: 'Slngle Family Hulti-UnitS .1tO Kobi Ie homes .45 .45 Rural (IoU' greater than 1/2 acre) , C~rcial (2) , 80% Irnpervi ous Industrial (2) 9~ Impervi ous .30 .70 .80 Foefflcl8nt&,.Ç SollGzoup (1) . - c - - . -. .. .. -0 - U.,' .70 , .65 , . . Its .50 .50 .60 .45 .85 .95, NOTES: , (1)SoÙ'Group -J?S are available at òe offices of the Department of. Public Works. , , ' , (2~~re actual conditIons, deviate significantly from th~:iåbulated ¡8pe~¡~s- ness values of 80% or 9œ, the values gIven for coefficient C. ..y be revised 'Y .,1tiplyl ng ~ or 9œ by the r.tlo of actual IlIp8rvious.ness to the tabulated Impervi9uSneSS. However. In no case shall ,he final coefficient be less than 0.50. ..for uaaple;::.Conslder COØIIÍIerclal property on D loil.aroup. ActlØ I I..pervi ousness .50 .35 .55 .40 .75 .80 .85 .90 Tabulated l8perviousness. 8a% .s~ , , . , ' IevlsedC .~'x 0.85.0.53 ' , , 'I J , ; 0' " . ... 0, . , , . . IV-A-' ... , APPENDIX IX-8 a.,Y. S'81 . ' . ... . .1. .._,.,__.,. ÞO4 < .-.~-.-.. >J ~ 10 . 15 20 Minut...!, 30 40 50' 1 JNTENS ITY -DUM TIori DES I GN CHART -_-1..1.1 .'-~. 2 . 3 Ho'ur's 4 5 6 3) t . c 4) I. min. ~n/hr. *Not Applicable to Desert Region .. . APPENDIX XI IV-A-14 Revised 1/85 . - '-;,~-.. . ~ .,'..s'. -. . -- .' .. .. - '.. ..~ ....--'- , ... -.,.'.-'.' ". ."".~"",--..~,..., . 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"S' . --..-. .... -- _. 8* .. p".. ... . U.S:OEPARnI£N r 0,. COMaIERCE . ItAftOII"'.. oeu..,C AltO AT. "Ulllrc ADUINIITIAftOlf DICtA.. ""DIU ..AIICH. OFFICI or.. Þ.OLOOV. ""'TrOHA" .CATtll. '.RYlCI ... Þ4 I :.- . ..... 30' I 118' 15' , "5' '15 I 30' IS' . 1178 30' .,' , , - .. . ~ . : . . . . . , 116- - - -- .' - - -'- -, -' -' -' -, , . -' ,. . COUNTY OF SAN 01£00 ' DEPART"EHT OF SANITATION ~ fLOOD CONTROL", ' . , I "5' '. "S' ]0' - : - - -- IS' , . . .1- '3' ..1- . P""i. '" u.s, D£PARTall! r 0' COM1t£RC! "Aft."A" OC.A"IC AN. AT' vartlc.lc ADUIN""."""" ",8tAIo ftVDIU .WAltCn, .UIC. 0'" ..11.,,"°,., ""TID""" ..AT"" 1C"",C8 )0' lit ... , þ . - ... l1n- '15' . '0' I'i' t 17' II~ ' )0' . . .,. , 11,8 , , , I I I I I I I I I I I I I I I I I I I r;:::.:- " """"l I ( c-;'" , ~,,:-),;;,-, ' "'l, tr.,J, . -,~ Q U)y." þ~ iii nJlJ1 '--' - ~~f ~ëS RES o~ DRIVE r-> e:, ,--.J ::a ,:::ï REPORl' OF CAr. INVESTIGATIŒ IDENl'IAL PROJæ'l' AND . LISZT AVENUE =--.:1 .. I .~ ¡ 1,.-_,,:::':: U=:~(;~:=: , CALIFORNIA PREPARED FOR: L & Y Interests, Incorporated 12770 High Bluff Drive #370 San Diego, California 92130 PREPARED BY: Southern California Soil & Testing, Inc . Post Office Box 20627 6280 Riverdale Street San Diego, California 92l20 I I I I I I I I I I I I I I I I I I I ~ SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 . TELE 280-4321 P.O. 80X 20627 SAN DIEGO, CALIF. 92120 67 B ENTERPRISE S T. ESCONOIOO. CALIF. 92025 TEL E 746-4544 June 11, 1990 L & Y Interests, Incorporated 12770 High Bluff Drive, #370 San Diego, California 92130 SCS&T 9021069 Report No. 1 SUBJECT : Report of Geotechnical Investigation, Proposed Residential Project, Haydn Drive and Liszt Avenue, Encinitas, California. Gentlerœn: In accordance with your request, we have completed a geotechnical investigation for the proposed project. We are presenting herewith our findings and recormendations. In general, W3 found the site suitable for the proposed developœnt provided the recormendations presented in the attached report are follo~. If you have any questions after reviewing the findings and recormendations contained in the attached report, please do not hesi tate to contact this office. This opportunity to be of professional service is sincerely appreciated. & TESTING, INC . ~. ¡J:1, c.{~o DBA:CRB:nw cc: (2) Submitted ( 4) Mr. Greg Watts (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL AND TESTING, INC. I TABLE OF CCNl'ENI'S I PAGE I Introduction and Project Description................................... Project Scope............................................................ Findings.................................................................. Site Description...................................................... General Geology and Subsurface Conditions............................. Geologic Setting and Soil Description........................... Tectonic .Setting............................................... Geologic Hazards...................................................... General..........................................................,4 . . . .l ..2 .2 .2 .3 . .3 . .3 .4 I I I I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4 ..6 Conclusions and Recommendations............................................6 .6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6 .6 .........................................7 .................................................7 .............................................7 .7 Groundshaking. Groundwater..................................................... I General.......................................................... I Grading. Site Preparation........................................ Existing Trench Backfill. Surface Drainage. Earthwork........ I Terr1porary Cut Slopes............................................. Foundations........................................................... .8 General...........................................................8 Reinforcerœnt.....................................................8 Concrete Slabs-on-Grade...........................................8 Exterior .Slabs-on-Grade..........................................9 . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9 .................................................9 ""'............................................9 Active Pressure...................................................9 Backfill.........................................................10 .10 .10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .10 .............................................10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1l I I I Expansive Characteristics. Earth Retaining Walls. Passive Pressure. I I Factor of Safety................................................ LiInitations.............................................................. I Review, Observation and Testing. Unifonnity of Conditions. Change In Scope.......... I I I I I I I I I I I I I I I I I I I I I I TABLE OF aJN1'ENI'S ( continued ) PAGE Tine LiInitations......................................................11 Professional Standard.................................................l1 Client's Responsibility...............................................12 Field Explorations........................................................12 Laboratory Testing........................................................13 FI GtJRES Figure 1 PLMES Plate 1 Plate 2 Plates 3-6 Plate 7 Plate 8 Plate 9 Plate 10 Plate 11 Plate 12 APPENDIX ATl'ACHMENI'S Site Vicinity Map, Follows Page 1 Plot Plan Subsurface Exploration Legend Trench Logs Grain Size Distribution Maximum Dry Density and Optimum Moisture Content Expansion Index Test Results Direct Shear Sunm:iry Single Point Consolidation Test Results Weakened Plane Joint Detail Retaining Wall Subdrain Detail Reconrœnded Grading Specification and Special Provisions I I I I ~ SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVEROALE ST, SAN DIEGO, CALIF'. 92120 TELE 280-4321 P.O, 80X 20627 SAN DIEGO, CALIF'. 92120 67 B ENTERPRISE S T. ESCCNCICC. CALIF. 92 C 2 5 TEL E 746-4544 I I I I GEXJl'OCHNI CAL INVESTI GAT! Œ PROPOSED RESIDENI'IAL PROJECT HAYDN DRIVE AND LISZT AVENtÆ EOCINITAS, CALIFORNIA :INl'IO:U:TIŒ AND PROJæT DESCRIPl'IŒ II I I I I I I I I I I This report presents the results of our geotechnical investigation for a proposed residential project to be located at the southeastern intersection of Haydn Drive and Liszt Avenue, in the City of Encinitas, California. The site location is illustrated on the following Figure Number 1. It is our understanding that the site will be developed. to receive t\\U residential structures. Only plans for the northern structure are presently known. This structure will be t\\U and three stories high and of V\DOd-frane and masonry construction. The building will have an underground garage . Shallow foundations and a conventional slab-on-grade floor systems are anticipated. Grading will consist of cuts up to approximately nine feet in depth. It is assUIœd that the proposed structure for the southern lot will be si1nilar. 'Ib assist in the preparation of this report, \\e \\ere provided with a site plan prepared by Greg Watts, dated March 26, 1990. The site configuration, topography, and approximate location of our subsurface explorations are shown on Plate NunDer 1 of this report. 5 0 U THE R N CALIFORNIA 5 0 I L AND TE5TING, INC. I I I I I I I I I I I I I I I I I I I ~ I ~ . CARDIFF I '2 BY THE~A .', I I ' r--' I lMftPOOl. OIl' '., ," f----~--+-ar~" . I """MACH ", I ~:=:-..;.. ' I -..,.' I ~I I I ~I -------+------- ~! I ~ I I I --------+~----- I :~ I ~ SOLAM';:=r '";, I ClAlltC L, ' I ,.TO..IA .r. ' , ; I ~ ........1., , -------+-------f~ ,- I cow.,.. " I ~ UHDA...1... ~, I I I I I I _1-,1 I ~- i I I -------+--------+- . I I I I I I I I ~ ~ 5TA"- ~ SOUTH.". CALIPO...IA ~ SOIL & T..TI.G,I.C. PROPOSED RESIDENTIAL PROJECT DllAIWDW DATI: ..- .y: .10. MU...": 902108. f~ ft.' I I I I I I I I I I I I I I I I I I I SCS&T 9021069 June 11, 1990 Page 2 PROJEI:T SCOPE This investigation consisted of: surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of the field and laboratory data, research of available geological literature ¡:::ertaining to the site, and preparation of this report. More specifically, the intent of this analysis was to: a) Explore the subsurface conditions to the depths influenced by the proposed construction. b) Evaluate, by lalx:>ratory tests, the ¡:::ertinent engineering pro¡:::erties of the various strata which will influence proposed development, including their bearing capacities, expansive characteristics and settlement potential. c) Describe the general geology at the site including possible geologic hazards which could have an effect on the site developrrent. d) Develop soil engineering criteria for site grading and provide design information regarding the stability of temporary cut slo¡:::es. e) Address potential construction difficulties recomrendations concerning these problems. provide and f) Recomrend an appropriate foundation system for the type of structure anticipated and develop soil engineering design criteria for the recomrended foundation design. FIND:nG5 srm lESCRIPTIœ The project is a nearly triangular shaped parcel located at 715 Liszt Avenue in the Encinitas area of the County of San Diego County. The property is I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 3 situated between Haydn Drive and Liszt Avenue, south-southeast of the intersection, and is further bounded on the south by a single fanú.ly horœ. It is our understanding that the property is to be split into t\\U parcels. 'lbpographically the site slopes gently to ...est with elevations ranging from 125 feet MSL to 142 feet MSL. A cOI1p:)site cut/fill slope a naximum of four feet in height, exists along the ...est property line. The inclination of the slope is approximately 2: 1 (horizontal to vertical). The property is improved with a one-story single-family residence, a detached garage, a stone retaining wall, a block and w:xxi wall and fencing, concrete driveway and sidewalk slabs. The existing structures are to be rerroved from the site. Vegetation consists of lawn grass, abundant landscape shrubs and plants, and several mature trees. GENERAL GroI1X;y AND SUBSURFACE aH>ITI<H3 GEDUX;!C ~t;l.l'~ AtI) SOn. DESCRIPl'.I(N3: The project site is located in the Coastal Plains Physiographic Province of San Diego County and is underlain with QuateI11aIy-age marine terrace deposits with associated topsoils and artificial fill. The site is overlain with approxinately 1.5 to four feet of natural ground topsoils. The topsoils consist of dark brown, loose to medium dense, silty sands. The topsoils are underlain with marine terrace deposits, consisting primarily of light brown, orange brown and tan, medium dense to dense, silty sand. Minor amounts of fill soils exist along the ...est end of the site. The fills are less than 1.5 feet in thickness, poorly compacted, and consist of brown, silty sands. 'lælU\1IC ~t;l.l'~: It should be noted' that much of Southern California, including the San Diego County area, is characterized by a series of I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 4 Quaternary-age fault zones which typically consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Sorœ of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are those which have shown conclusive evidence of faul ting during the Holocene Epoch (the ITOst recent 11 , 000 years) while potentially active fault zones have derronstrated nuverœnt during the Pleistocene Epoch (11,000 to 2 million years before the present) but no nuverœnt during Holocene Tirœ. The Rose Canyon Fault Zone is located approximately four miles \\Bst of the site. Other fault zones in the region that could possibly affect the site include the Coronado Banks, San Diego Trough, and San Clenente Fault Zones to the \\Bst and the Elsinore and San Jacinto Fault Zones to the northeast. GEXIŒIC HAZARœ GENERAL: The site is located in area which is relatively free of potential geologic hazards. Hazards such as tsunamis, seiches, liquefaction or landsliding should be considered negligible or nonexistent. GIUJNIEHAK]K;: One of the ITOst likely geologic hazards to affect the site is groundshaking as a result of nuverœnt along one of the major, active fault zones rœntioned above. The maxim.nn bedrock accelerations that could be attributed to a maximum probable earthquake occurring along the nearest portion of selected fault zones that could affect the site are sunmarized in the following Table I. TABŒ I Fault Zone Rose Canyon Coronado Banks Elsinore San Clenente Distance 4 miles IS miles 30 miles 50 miles Maximum Probable Earthquake 6.5 magnitude 7. a magnitude 7.3 magnitude 7.8 magnitude Bedrock Design Acceleration Acceleration 0.52 g 0.25 g 0.17 g 0.l2 g 0.35 g 0.17 g 0.l2 g 0.08 g I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 5 Earthquakes on the Rose Canyon Fault Zone are expected to be relatively minor. Major :.seismic events are likely to be the result of JTDVeIœnt along the Coronado Banks, Elsinore, or San Clemente Fault Zones. In addition, ~ have analyzed the fault zones which could affect the San Diego County area in order to determine the probability of groundshaking of any given level. The individual faults and different fault zones have slip rates which have been calculated to range from very low to very high rates of activity. The following chart sl1I11t'ðrizes our opinion of the probability of events which WJuld result in associated maximum and "design" bedrock accelerations. TABLE I I Peak Acceleration Design Acceleration 0.34 g 0.27 g 0.20 g 0.17 g 0.13 g 0.10 g 0.07 g probabili tv of Q::currence 1 x 10 -4 1 x 10 -3 1 x 10 -2 5 x 10 -2 1 x 10 -1 5 x 10 -1 1 x lO -0 0.50 g 0.40 g 0.30 g 0.25 g 0.20 g 0.l5 g O.lO g Probability of occurrence is defined as the probability of any given event occurring during the assœœd life of the proposed structure (50 years) which WJuld occur in accelerations of that level. Experience has shown that structures that are constructed in accordance with the Uniform Building Ccx:ie are fairly resistant to seismic related hazards. It is, therefore, our opinion that structural damage is unlikely if such buildings are designed and constructed in accordance with the minimum standards of the IIDst recent edition Qf the Uniform Building Ccx:ie. I I I I I I I I I I I I I I I I I I I SCS&T 9021069 June 11, 1990 Page 6 GROUNDWATER: No groundwater was encountered at the site and no major groundwater related problems are expected either during or after developrœnt. It should be recognized, though, that minor groundwater seepage problems may occur after development of a site even where none were previously present. These are usually minor phenorœna and are often the result of altered penœability characteristics coupled with an increase in water due to irrigation. Proper landscaping and waterproofing techniques should minimize the likelihood of any such seepage phenorœna occurring. CCN::LUS I ONS AND RæŒMENDATI ONS GENERAL In general, no geotechnical conditions ~re encountered which ~uld preclude the development of the site as presently proposed provided the recOl11œndations presented herein are follo\\Bd. The site is underlain by a relatively thin layer of conpressible topsoils and fill extending to a maximum depth of four feet. These deposits are considered unsuitable, in their present condition, for the support of settlerœnt sensitive improverœnts and will require rerroval and replacerœnt as compacted fill. An additional consideration is that the proposed structure will be supported on undisturbed terrace deposits and conpacted fill. Terrace deposits are often highly heterogeneous and, although not encountered in our trenches, often contain pockets of material highly collapsible upon saturation. This condition will require special foundation consideration as described herein. GlW)IR; SITE PREP1\RM.'IŒ: Site preparation should begin with the rerroval of any existing vegetation and deleterious matter detrim:mtal to the proposed developrœnt from the areas of the site to be developed. Existing fill and topsoils underlying the propJsed settlerœnt-sensitive inproverœnts (exterior I I I I I I I I I I I I I I I I I I I SCS&T 9021069 June 11, 1990 Page 7 slabs and driveway included) should be reIIDVed to finn natural ground. This is defined as soil having an in-place density of at least 85 percent. Minimum horizontal limits of rerroval are five feet from the per:i.Iœter of the improvements or property line, whichever is less. The bottom of the excavation should be scarified to a depth of 12 inches, watered heavily and recompacted to at least 90 percent as determined in accordance with ASTM D 1557-78, Method A or C. The stockpiled soils should then be placed in thin compacted layers until desired elevations are reached. EXISTDI; TREH:JI B1ICKFTI..L: Trench backfill in areas to receive settlenent- sensitive improvetœnts resulting from our subsurface explorations should be renuved and replaced as corrpacted fill. SURFK:E D~: It is recOITlœnded that all surface drainage be directed away from the structures and the top of slopes. Ponding of water should not be allOW9d adjacent to the foundations. EARnHJRK: All earthw:)rk and grading contenplated for site preparation should be accomplished in accordance with the attached RecOITlœnded Grading Specifications and Special Provisions. All special site preparation recornœnciations presented in the sections aOOve will supersede those in the Standard Recomrended Grading Specifications. All embankIœnts, structural fill and fill should be corrpacted to at least 90 percent relative compaction at or slightly over optimum rroisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt paverœnts should be compacted to minimum of 90 percent of its maximum dry density. The upper six inches of subgrade beneath paved areas should be compacted to 95 percent of its maximum dry density. This corrpaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requireIœnts. The maximum dry density of each soil type should be determined in accordance with ASTM D l557-78, Method A or C. TEMPORARY CUT SLOPES: It is recommended that temporary cut slopes be constructed at a continuous 0.5:l (horizontal to vertical) inclination. It I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 8 is anticipated that naximum slope height will Although not encountered in our trenches, zones within terrace deposits. The presence of this slopes may require flatter terrporary cut slopes. be approximately nine feet. of cohesionless soils exist material in terrporary cut F'OONDATI em GENERAL: Shallow foundations may be utilized for the support of the proposed structures. The footings should have a minimum depth of 18 inches below lmæst adjacent finish grade. A minimum width of 12 inches and 24 inches is recomrended for continuous and isolated footings, respectfully. A bearing capacity of 2000 psf may be assmœd for said footings. This bearing capacity may be increased by one-third when considering wind and/or seismic forces. Footings located adjacent to or within slopes should be extended to a depth such that a minimum horizontal distance of seven feet exists betwæn the bottom of the footing and the face of the slope. Retaining wall footings in similar conditions should be evaluated on an individual basis. REINFURCEMENr: Both exterior and interior continuous footings should be reinforced with one No.5 bar positioned near the bottom of the footing and one No. 5 bar positioned near the top of the footing. This reinforcenent is based on soil characteristics and is not intended to be in lieu of reinforcenent necessary to satisfy structural considerations. ~11~ SI.l\æ-œ-GRADE: Concrete slabs-on-grade should have a thickness of four inches and be underlain by a four-inch blanket of clean, poorly graded, course sand or crushed rock. This blanket should consist of lOO percent material passing the one-half inch screen and no rrore than ten percent and five percent passing sieves #100 and #200, respectively. Where rroisture sensitive floor coverings are planned, a vis queen barrier should be placed on top of the rock or sand layer, and a two-inch-thick layer of clean sand should be placed over the visqueen to allow proper concrete curing. The slab should be reinforced with at least No. 3 reinforcing bars placed at 24 inches on center each way. A 6 "x6 "-W2. 9xW2. 9 welded wire rresh may be used in lieu of the rebars. Slab reinforcenent should be placed near the center of the slab. I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 9 EXTERIOR SLABS-œ-GRl\DE: Exterior slabs should have a mininum thickness of four inches. Walks or slabs five feet in width should be reinforced with 6 "x6 "_WI. 4xWI. 4 (6 "x6 "-10/10) v..Blded wire rresh and provided with v..Bak:ened plane joints. Any slabs betVÆ!en five and ten feet should be provided with longitudinal weakened plane joints at the center lines. Slabs exceeding ten feet in width should be provided with a weakened plane joint located three feet inside the exterior perbreter as indicated on attached Plate Number 11. Both traverse and longitudinal weakened plane joints should be constructed as detailed in Plate Number 11. Exterior slabs adjacent to doors and garage openings should be connected to the footings by dowels consisting of No. 3 reinforcing bars placed at 24-inch intervals extending 18 inches into the footing and the slab. EXPANSIVE ~STICS: The prevailing foundation soils were found to be nondetrbrentally expansive. The recOl'\1Œ!ndations presented in this report reflect this condition. EARIH RETAIN:IK; WAlLS PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions nay be considered to be 350 pounds per square foot per foot of depth. This pressure nay be increased one-third for seismic loading. The coefficient of friction for concrete to soil nay be assUITEd to be O. 35 for the resistance to lateral ITDV'eITEnt. When combining frictional and passive resistance, the friction should be reduced by one-third. The upper 12 inches of exterior retaining wall footings should not be included in passive pressure calculations. l\CTIVE PRESSURE: The active soil pressure for the design of unrestrained earth retaining structures with level backfills may be assumed to be equivalent to the pressure of a fluid v..Bighing 32 pef. For restraining conditions 48 pef nay be assUITEd. These pressures do not consider any other surcharge. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. These values assume a drained backfill I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 10 condition. Waterproofing details should be provided by the project architect. A wall drainage detail is provided on the attached Plate Number 12. BACKFILL: All backfill soils should be conpacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. F1\ClUR OF SAFETY: The above values, with the exception of the allowable soil friction coefficient, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent the walls from overturning and sliding. LIMITATI em REVIEW, <ESERVATIŒ AND .1~J.".u.G The recomœndations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with Chapter 70 of the Uniform Building Code. It is recomœnded that Southern California Soil & Testing, Inc. be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recomœndations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIF<HnTY OF CXHJITIcm The recomœndations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the I I I I I I I I I I I I I I I I I I I SCS&T 9021069 June 11, 1990 Page 11 subsurface soil conditions encountered at the subsurface exploration locations and on the assunption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intenœdiate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site developœnt should be brought to the attention of the geotechnical engineer so that he may make m:xlifications if necessary. CfJl\R;E IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or m:xlified by a written addendum. TIME LIMITATIOOS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the "M:>rk of man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or GovernITEnt Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recOIlTlEndations. ~Iaw:. STl\lÐARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the sarœ locality. The I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page l2 client recognizes that subsurface conditions may vary from those encountered at the locations where our trenches, surveys, and explorations are made, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recornœndations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the T,<,Drk perforned or to be perforned by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CLIENT'S RESP(H)ffiILITY It is the responsibility of L & Y Interests, Inc., or their representatives to ensure that the informa.tion and recornœndations contained herein are brought to the attention of the stnlctural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary rœasures to insure that the contractor and his subcontractors carry out such recornœndations during constnlction. FIEID EXPIORATIcm Four subsurface explorations 1fÆ!re made at the locations indicated on the attached Piate Number 1 on May 14, 1990. These explorations consisted of trenches excavated by a backhOe. The field T,<,Drk was conducted under the observation of our engineering geology personnel. The explorations 1fÆ!re carefully logged when made. These logs are presented on the following Plates Number 3 through 6. The soils are described in accordance with the Unified Soils Classification System as illustrated on the attached si.nI>lified chart on Plate 2. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or I I I I I I I I I I I I I I I I I I I SCS&T 9021069 June 11, 1990 Page 13 consistency are provided. The density of granular soils is given as either very loose, loose, ITEdium dense, dense, or very dense. The consistency of silts or clays is given as either very soft, soft~ ITEdium stiff, stiff, very stiff, or hard. Disturbed and undisturbed sanples of typical and representative soils ~re obtained and returned to the laboratory for testing. LAOORAroRY '!'&STIR; Laboratory tests ~re perfonœd in accordance with the generally accepted AIrerican Society for Testing and Materials (ASTM) test rœthcx:l.s or suggested procedures. A brief description of the tests perfonœd is presented below: a) CLASSIFICATIOO : Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. b) MJIS'l'URE-DENSrI'Y: In-place ITOisture contents and dry densities ~re determined for representative soil sanples. This information was an aid to classification and permitted recognition of variations in ITBterial consistency with depth. The dry unit ~ight is determined in pounds per cubic foot, and the in-place ITOisture content is determined as a percentage of the soil's dry ~ight. The results are sumnarized in the trench logs. c) GRAIN SIZE DISTRIBUTiOO: The grain si~e distribution was determined for representative sanples of the native soils in accordance with ASTM D422. The results of these tests are presented on Plate Number 7. d) cnœlCrIOO TEST: The maxi.nuJm dry density and optimum ITOisture content of typic:al soils \'.Bre determined in the laboratory in accordance with ASTM Standard Test 0-1557-78, Methcx:l. A. The results of these tests are presented on the attached Plate Number 8. I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 14 e) EXPANSICJII INDEX 'I'E'Sr: An expansion index test on rem:>lded samples was perfonred on representative samples of soils likely to be present at finish grade. The test was perfonred on the portion of the sample passing the #4 standard sieve. The sample was brought to optimum moisture content then dried back to a constant ITDisture content for 12 hours at 230 +/- 9 degrees Fahrenheit. The speciIœn was then compacted in a 4-inch-dianeter mId in t\\D equal layers by ITEans of a tanper, then trimred to a final height of 1 inch, and brought to a saturation of approximately 50 percent. The speciIœn was placed in a consolidorœter with porous stones at the top and bottom, a total nomal load of 12.63 pounds was placed (l44. 7 psf), and the sample was allow:rl to consolidate for a period of lO minutes. The sample was allow:rl to becorœ saturated, and the change in vertical rroverænt was recorded until the rate of expansion becane nominal. The expansion index is reported on the attached Plate Number 8 as the total vertical displacemant tiIœs the fraction of the sample passing the #4 sieve tiIœs 1000. CIASSIFICATICJII OF EXPANSIVE SOIL EXPANSICJII INDEX POl'ENl'IAL EXPANSICJII 1-20 very low 21-50 low 51-90 medium 91-130 high Above 130 very high f) D:IRær SHEAR TESTS: Direct shear tests v..Bre perfonred to determine the failure envelope based on yield shear strength. The shear box was designed to accommodate a sample having a dianeter of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples v..Bre tested at different vertical loads and a saturated misture content. The shear stress was applied at a constant rate of strain of approximately 0.05 inches per minute. The results of these tests are presented on attached Plate Number 9. I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Page 15 g) ŒRJOLIDATIOO TEST: Single ,point consolidation tests v..Bre perforrred on selected "undisturbed" særples. The consolidation apparatus was designed to accomrodate a l-inch high by 2.375-inch or 2.500-inch diameter soil særple laterally confined by a brass ring. Porous stones V\Bre placed in contact with the top and bottom of the særple to pe:rmit the addition or release of pore fluid during testing. Selected loads V\Bre applied to the samples and the resulting deformations were recorded. The percent consolidation is reported as the ratio of the amJUnt of vertical compression to the original særple height. The test særples v..Bre inundated to determine their behavior under the anticipated loads as soil ITDisture increases. The results of these tests are presented on Plate Number 10. I I SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART I SOIL DESCRIPTION I I. COARSE GRAINED, more than half of material is larger than No. 200 sieve Slze. GRAVELS CLEAN GRAVELS More than half of coarse fraction is larger than No.4 sieve size but smaller than 3". I I GRAVELS WITH FINES (Appreciable amount of fines) I SANDS CLEAN SANDS More than half of coarse fraction is smaller than No.4 sieve size. I SANDS WITH FI NES (Appreciable amount of fines) I II. FINE GRAINED, more than half of material is smaller than No. 200 sieve Slze. SILTS AND CLAYS I I liquid Limit less than 50 I SILTS AND CLAYS I liquid Limit greater than 50 I HIGHLY ORGANIC SOILS PT I GROUP SYMBOL GP GM GC SW SP SM SC ML CL OL MH CH OH TYP I CAL NAMES GW Well graded gravels, gravel- sand mixtures, little or no fines. Poorly graded gravels, gravel sand mixtures, little or no fines. Silty gravels, poorly graded gravel-sanG-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mi xtures. Well graded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand and silty mixtures. Clayey sands, poorly graded sand and clay mixtures. Inorganic silts and very fine sands, rock flour, sandy silt or clJyey-silt-sand mixtures with slight plas- ticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silts and organic silty clays or low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soil s. ~ - Water level at time of excavation - or as indicated I us - Undisturbed, driven ring sample or tube sample I I k. 80UTH8RN CALIFORNIA ~ SOIL & T.STIIIQ, IIIC. I BY: CK - Undisturbed chunk sample BG - Bulk sample SP - Standard penetration sample PROPOSED RESIDENTIAL PROJECT JBR DATE: 5-14-90 JOB NUMBER: 9021009 Plate No.2 I w z > ~ ~ A. Q "'0> > w8 - I - > ... TRENCH NUMBER 1 I-w zz!:: '" wZ - ... ... ~ Za: WW(I) (I) a:... >0 :r: ='0 w::;) a:...z z- :)z -... w 0- a:.- ~(I)W w- ~~ '-0 ... -' Ø)!; ELEVATION ~(I) C1.¡jO 0,9. ~~ CL ~ 11. - ..JC1. I w CI) 11.0 CLZa: > Oz ~~ 0 ~ ~ ~2 ~OO a: 20 (I) -' DESCRIPTION 0 Q 0 0 0 0 0 I - SM TOPSOIL, Dark Brown SILTY Dry To loose To SAND Humid Medium - 1 - Dense - I - - 2 .. - I .. BAG - 3 L. - I - - 4 - - I 5 - SM TERRACE DEPOSITS, Orange Humid Medium - CK Brown, Red-Brown, Light Tan Dense to - & Tan, SILTY SAND Dense - I 6 - --- - - Dense CK - I 7 - BAG - I 8 - CK - - 9 - - I - - 10- CK - I - - 11 I - Trench Ended at III - - - - - I - - - - I - - - - I ~ SOUTHERN CALIFORNIA PROJECT: PROPOSED RESIDENTIAL PROJECT I JBR DATE LOGGED: 5-14-90 W SOIL 8. TESTING. INC. LOGGED BY: I JOB NUMBER: 9021009 PLA TE NUMBER: 3 " I z w > > Ñ Q t-O> - ~ ~ t: w::::= - I ... > t- TRENCH NUMBER 2 I-w zzt: wZ - Za: (I) a:t- >2 ... t- < L&.IW(I) =10 w:) a:t-Z z- :)z -I- :::c a: I- w- 1-0 w 0- «I)W 0,9. t-w t- -oJ (I)~ ELEVATION «I) ~¡;O ~t- « L ~ ~- -oJ~ I w s (I) ~O ~Za: > Oz ~~ 0 < <S <00 a: so < -J DESCRIPTION 0 0 0 0 (I.) (.) 0 0 I SM FILL, Dark Brown, SILTY Dry Loose - SAND - 1- - I 2- SM TOPSOIL, Dark Brown, SILTY Humid Medium SAND Dense - I 3[ BG SM/ SUBSOIL, Dark Brown to Humid to Dense SC Brown, CLAYEY SILTY SAND Moist - I - \ - 4- CK SM TERRACE DEPOSITS, Light Humi d Dense - Brown, SILTY SAND - I 5 - Trench Ended at 51 - I - - - - I - - - ,- - - I - - - - I - - - - I - - - - I - - - - - - I - - - - I - - - - I I ~ SOUTHERN CALIFORNIA PROJECT: PROPOSED RESIDENTIAL PROJECT I JBR 5-14-90 W SOIL & TESTING, INC. LOGGED BY: DA TE LOGGED: JOB NUMBER: 9021009 PLA TE NUMBER: 4 I I ~ z > Ñ ""! Q 1-0> >- w8 I-w !:: - I .. >- I- TRENCH NUMBER 3 zz!:: wZ - ~ Za: CI) a:... >2 .... I- wwCl) % .0 w:) a:...z z- :)z -... w 0- 0:... ~CI)w w- "'w "'u ... ..J {I)~ ELEVATION ~CI) a.ã!i° 0,9, !!... ~-< L 0. 0.- ..Ja. I w :I CI) 0.0 LZa: >- Oz ~~ Q c c c:l ~OO a: ~O (þ ..J DESCRIPTION (.) 0 (.) 0 0 0 0 I SM TOPSOIL, Dark Brown, SILTY Humid Loose to - SAND Medium - 1- Dense - I - - 2- - I - - 3- - I - - 4 SM TERRACE DEPOSITS, Orange Humid Dense - Brown to Light Brown, SILTY - I 5- SAND - CK - - I 6 - - ~ BG - I 7:.. - - - I 8- CK - - - 9- - I - - 10 I - Trench Ended at 101 - - - I - - - - - - I - - - - I - - - - I ~ SOUTHERN CALIFORNIA PROJECT: PROPOSED RESIDENTIAL PROJECT I LOGGED BY: JBR DATE LOGGED: 5-14-90 W SOIL &. TESTING. INC. 9021009 5 JOB NUMBER: PLATE NUMBER: I I ~ z > ~ ~ 2 "'0> > - I ""w t: w~ - - > ... TRENCH NUMBER 4 zzt: wZ ... .... ... ~ za: WWCl) CI) a:... >Q :I: =10 w:;:) a:~Z z- ::)z -.... w 0- a:.... ~CI)W w'" ""w ""0 .... ~ Ø)~ ELEVATION ~CI) Q,,¡jO O,g. ~.... ~~ 0.. Q" 0..- I w :s (I) 0..0 o..Za: > Oz wo.. 0 ~ ~ ~:S ~OO a: 20 a:2 CI) ~ DESCRIPTION 0 C 0 0 0 0 0 I SM TOPSOIL, Dark Brown, SILTY Humid Loose to - SAND Medium - 1 - Dense - I - - 2- - I - - 3 - SM TERRACE DEPOSITS, Orange Humid Medium I Brown, SILTY SAND Dense to - 4 CK Dense - BG - I 5 - -- - I 6- Tan with Orange Brown Dense - - CK - I 7- - - ,~ 8 I - Trench Ended at 81 - - - I - - - - I - - - - I - - - - - - I - - - - I - - - - I ~ SOUTHERN CALIFORNIA PROJECT: PROPOSED RESIDENTIAL PROJECT I JBR DATE LOGGED: 5-14-90 W SOIL & TESTING, INC. LOGGED BY: 9021009 I JOB NUMBER: PLA TE NUMBER: 6 a: 70 ~ 60 U. I- Z 50 ~ a: 40 It! - u.s. STANDARD SIEVES HYDROMETER (MNJTES) 36" 18" '40 '60 112. 1/4" 2. 1. 120 '10 24" 12. 30 180 6" '30 '200 3. 1-1/2. 3/4. '4 '8 '50 '100 3/8. '16 2 5 90 ~. ~ : : ~ : : : ; ; : : : ; : : : : : : : : : : : : : : : I~ : : : : : : : : : : : : : : : ; : \ : : I: 2 5 b : 180 : ~ \ : : " : : : : : : : : : : : : ' ' : : ' , ; : : : : : : : : : : :\ " " : : " : : : .. .. : : : : : ~ : ,, " " : " .. .. : : .. " : :"""" " " : : : : ' : : : : : : : : : : . : " 100 80 30 20 10 0 9876543 1000 9876543 10 2 2 9876543 0,1 9876543 01 2 9878 5 4 3 100 2 2 9876543 1,0 2 GRAIN SIZE (mm) PARTICLE SIZE LIMITS I GRAVEL SAND I BOULDER I COBBLE SILT OR CLAY I COARSE I FINE COARSE I MEDIUM I FINE (12") 3" No. 40 No. 200 No.4 No. 10 3/4" U.S" STANDARD SIEVE SIZE T1 @ 7'-8' - - - - - - - - - - - - - - I- U Lú 0 'J ~ 0 I c:: 00 ...... a.. 0 I . I ---I \.0 0 (50Gm) c:( Z ..... I- ûJ QJ Z +-I Lú ti It! C ,..... ..... Q a.. V) Lú c:: C'\ C 1.0 440 ( 1 00Gm) I Lú 0 In 0-4 0 N a.. 0 .. 0 ~ c:: ~ a.. ä: .. c:( ~ a:1 W " ¡:.: c ID - II! :& g (.) :) - " W Z ~ w 0 ID .... ~ '" a:: 0 - ~ Go ~ 1440 ,001 c( - Ze" a: z 0- u.'" -U) .J W c(... °0 z z a: c( w x: .J ... - ::;)0 oU) U) ~ - - - - I I MAXIMUM DENSITY. OPTIMUII MOISTURE CONTENT ASTM 01557-78 METHOD A I SAMPLE DESCRIPTION Maximum Optimum D~nsít y Moistur~ (pet) Cant (./.) I T1 @ 2'-31 Dark Brown, Silty Sand 124.5 7.8 I I I I - I I EXPANSION INDEX TEST RESULTS I ;¡ SAMPLE T2@ 2.5'-3' I CONDITION Remolded I INITIAL M.C. Ce/e) 11. 0 INITIAL DENSITY (PCF, 105.1 I FI NAl M.C. Ce/.) 22.0 I NORMAL STRESS CPSF) 144.7 EXPANSION INDEX 32 I I I ~ SOUTHERN CALIFORNIA PROPOSED RESIDENTIAL PROJECT I ~ SOIL & TESTING,INC. BY: JBR DATE: 5-14-90 JOB NUMBER: 9021069 Plate No.8 I I I I 5 I I 4 U. 0 I ~ en I 0 3 W IE: ... I 0 IE: II( 2 I w % 0 I 1 I I 0 I I I I I I I SAMPLE T1 @ 2 I -31 DIRECT SHEAR SUMMARY L",I ';' '--' ¡.,.o '--' 2M 1 2 3 4 L 2L NORMAL STRESS. KSF DESCRIPTION Remolded to 90% ANGLE OF INTERNAL FRICTION (8) 30 ~ SOUTH.RN CALIFORNIA ~ SOIL" T.STIMO,I MC. 5 COHESION INTERCEPT (pan 100 IV: DBA PROPOSED RESIDENTIAL PROJECT JOB NUMBER: 9021069 DATE: 6-08-90 Plate No.9 I I I I I I I I I I II I I I I I I I I SINGLE POINT CONSOLIDATION TEST RESULT SAMPLE NO. T1 @ 101 T2 @ 4' T3 @ 51 T3 @ 81 - INITIAL MOISTURE, % 7.1 8.9 7.1 6.6 - INITIAL DENSITY, PCF 106.6 112.8 112.9 121. 4 - % CONSOLIDATION BEFORE WATER ADDED 1.6 1.9 1.3 1.2 - % CONSOLIDATION AFTER WATER ADDED 2.1 2.1 1.6 1.8 - FINAL MOISTURE, % 17.4 15.1 12.6 11.8 - AXIAL LOAD, KSF 2.58 2.58 2.58 2.58 , ~ SOUTH8RN CALIFORNIA 7 SOIL" TBSTING,INC. PROPOSED RESIDENTIAL PROJECT BY: JBR DATE: 5-14-90 Plate No. 10 JOB NUMBER: 9021069 I I I I I I I I I I I I I I I I I 1£ I~ TRANSVERSE WEAKENED PLANE JOINTS e' ON CENTER (MAXIMUM) n TOOLED JOIN T 3' n 'S l 13' - I ~ 10' SLABS IN EXCESS OF 10 FEET IN WIDTH PLAN NO SCALE r s" ~ U '1"/2 w ~ i 5'-10' ¡ SLABS. 5 TO 10 FEET IN WIDTH , \ +5 REBARS' AT 18 ON CENTER EACH WAY WEAKENED PLANE JOINT DET AIL NO SCALE SOUTHERN CALIFORNIA SOIL &. TESTING. INC. BY. PROPOSED RESIDENTIAL PROJECT JBR DATEa -.5-14-90 Plate No. 11 JOB NUM8ER~ 9021069 I I I I I I I I I I I I I I I I I I I 12. 6. MAX. WATERPROOF BACK OF WALL PER ----- ARCHITECT'S SPECIFICATIONS 3/4 INCH CRUSHED ROCK OR MIRADRAIN 6000 OR EQUIVALENT GEOFABRIC BETWEEN ROCK AND SOIL /4 INCH DIAMETER PERFORATED PIPE SLAB-ON-GRADE e. r.8I. , A , A' , " , " ,""",' , ' ~" , ',,',', ,',' , ' ' ',,'~'" , ' , , RETAINING WALL SUBDRAIN DETAIL NO SCALE ~ SOUTHERN CAUFORNIA ~ SOIL & TESTING, INC. .,: PROPOSED RESIDENTIAL PROJECT JBR DATI: 5-14-90 .10. NUll. I": 9021069 Plate No. 12 NoText NoText NoText I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Appendix, Page 4 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detriIœntal soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PUCIN; AND CŒtPJlCTIOO OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in conpacted thickness. Each layer shall have a uniform IIDisture content in the range that will allow the conpaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically conpact the layer. Conpaction equipænt should either be specifically designed for soil conpaction or of proven reliability. The minimum degree of conpaction to be achieved is specified in either the Special Provisions or the recomrendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be all<J\"aÍ to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maxi.mum size and spacing of rock permitted in structural fills and in non-structural fills is discussed in the geotechnical report, when applicable. (R-9/89) I I I I I I I I I I I I I I I I I I I SCS&T 902l069 June 11, 1990 Appendix, Page 5 Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be ~rked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by rœans of sheepsfoot rollers or other suitable equipœnt. Compaction by sheepsfoot rollers shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of tv.u horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or ITOre inches inward from the finished face of the slope having a relative compaction of at least 90% of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be stable surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written canmmication from the Geotechnical Engineer or his representative in the form of a daily field report. If the rœthod of achieving the required slope compaction selected by the Contractor fails to produce the necessary resul ts , the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. (R-9/89) I I I I I I I I II I I I I I I I I I I SCS&T 9021069 June 11, 1990 Appendix, Page 6 CI1l' SWPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating rœasures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that all~ by the ordinances of the controlling goverrnrental agency. ~ <ÐSERVATIŒ Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compacting operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SFASC6 LIMITS Fill shall not be placed during unfavorable 1f.Bather conditions. When ~rk is interrupted by heavy rain, filling operations shall not be resurœd until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from 1f.Bather or acts' of God shall be repaired before acceptance of ~rk. (R-9;89) I I I I I I I I I I I I I I I I I I I SCS&T 9021069 June 11, 1990 Appendix, Page 7 REXX:MmNœD GRADDI; SPæIFlCATICJI1S - SPæIAL PROVISICJI1S RElATIVE <X'MPJlCTIoo: The minimum degree of coopaction to be obtained in coopacted natural ground, coopacted fill, and conpacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be coopacted to at least 95% relative coopaction. EXPANSIVE SOIlS: Detri1œntally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-C. CNERSIZED MMERIAL: Oversized fill material is generally defined herein as rocks or lunps of soil over 6 inches in dianeter. Oversize materials should not be placed in fill unless recornrendations of placerœnt of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No.4 U. S. Standard Sieve. rmAR)ITICfi IDl'S: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recoopacted as structural backfill. 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