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Home My WebLink AboutTract Map 3552 Lot 14 Preliminary Soils B&FSOILS '. PRELI!I4INARYSOILS INVESTIGATION &- COMPACTION TESTING PERCOLATION REPORTS 31174 RrVERTON u.NE-TEME;cULA, CA 92591 PHONE !9(9) 699-1499 PRELIMINARY SOILS INVESTIGATION AND FOUND A TION RECOMMENDATIONS ;GO t:J3 - 01'oCie ';?9'//f!~.~ .c",~~j~,;~Ii~~ '~~ A large, single-family, residential 2.05 acre parcel located at the corner of La Paz Street and Vallejo Avenue, Temecula, California Legal Description: Parcel 14 of Tract No. 3552; A.P.N.922-190-011 ". Site Location: La paz and Vallejo Avenue Temecula, CA 92590 Owner/Applicant: Mr. Richard Williams c/o Donal Bock 2410 San Arturo Avenue Hemet, CA 92543 909 265-2500 -. Job No. PSF02-119 December 15, 2002 RECEIVED AI-'R 0 7 Z003 CITY OF TEMECULA ENGINEERING DEPARTME~r' \ . TABLE OF CONTENTS INTRODUCTION ................................................................................................1 GENERAL SITE CONDmONS ........................................................................1 FIELD INVESTIGATION AND EXPLORATORY BORINGS........................2 FAULT SySTEMS...............................................................................................2 SEISMICITY .......................................................................................................2 LIQUEFACTION CRITERIA ............................................................................3 GENERAL LABORATORY TESTING PROCEDURES..................................4 Maximum Density Determinations ..........................................................4 Expansion Tests ........................................................................................4 ALLOWABLE BEARING VALVES AND FOUNDATION DESIGN..............5 ACTIVE EARTH PRESSURES FOR WALL DESIGN ....................................6 LA TERAL RESISTANCE...................................................................................6 . SETTLEMENT ANAL YSIS................................................................................6 SITE CLEANUP AND COMPACTION OPERATIONS...................................7 COMPACTION SECTION DESIGNS ...............................................................7 FOUNDATION DESIGN RECOMMENDATIONS ..........................................8 Soluble Sulfate Testing .............................................................................8 Floor Slab Recommendations...................................................................8 Floor Slab Moisture Barrier .......................................................................8 Drainage Procedures.................................................................................9 Utility Trench BackfiIl..............................................................................9 Foundation Recommendations.................................................................9 CONCLUSIONS AND SUMMATION ...............................................................10 UNIFIED SOILS CLASSIFICATION SYSTEM ...............................................11 BORIN"G LOG .....................................................................................................12 SEISMIC FAULT ZONE MAP..........................................................................13 CONSOLIDATION TEST PRESSURE CURVE ............................................._14 MAXIl\IUM DENSITY CURVE ........................................................................15 . SULFATE TEST RESULTS...............................................................................l6 GRADffiG PLANS ...................................................................................Enclosed B&FSOILS 1,;- . Job No. PSF02-119 December 15,2002 Page I PRELIMINARY SOILS INVESTIGATION AND FOUND A TION RECOMMENDATIONS A large, single-family, residential 2.05 acre parcel located at the corner of La Paz Street and Vallejo Avenue, Temecula, California Legal Description: Parcel 14 of Tract No. 3552; A.P.N. 922-190-011 La Paz and Vallejo Avenue Temecula, CA 92590 Mr. Richard Williams Site Location: Owner/Applicant: . INTRODUCTION At the request of owner Richard Williams and general contractor Donel Bock, B & F Soils has conducted a complete preliminary soils engineering feasibility study to detennine the structural characteristics of the native soils to be used in the grading of the building pad and to provide soils information pertaining to the foundation design. All of our soils investigation was in complete accordance with the Uniform Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and local City of Temecula grading codes and standards. GENERAL SITE CONDffiONS The two-acre residential lot is essentially flat-lying and has been recently cultivated, resulting in very little native vegetation, No rock outcroppings, trees, shrubs or any other structures were observed on the site. No evidence of dumping of foreign materials or the presence of any other . contamination was observed in the area to be graded. B Be F SOILS :? . Job No. PSF02-119 December 15,2002 Page 2 FIEI,D INVESTIGATION AND EXPI,ORATORY BORINGS One 8-inch boring was located in the area of the proposed residence and two surficial excavations were located in the area to be graded. FAULT SYSTEMS No evidence of any fracture zones, ground separations, or other structural failures was observed throughout the project area, SEISMICITY . All of Southern California is within a zone of seismic activity, Some of the potentially active fault systems of significant size would be the Newport-Inglewood Fault, which is at a considerable distance of about 30 miles northwest along the Pacific Coast. For tills general area the most consistently active zone within a 100-mile radius would include the San Jacinto Fault Zone, and the closest main active fault would be the southern extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is approximately 15 miles away and is considered to have a maximum magnitude of7.5, which would also apply to the Whittier Fault, which is more distant. The overall area is considered to have a Richter magnitude of7.0. The possibility of ground acceleration at this area would be approximately equal to the general Southern California region, Past infonnation indicates the probability of ground acceleration as follows: (page 3) . B&FSOILS '\ . Job No. PSF02-119 December 15,2002 Page 3 Probability of Ground Acceleration Acceleration of GraviQ' 0.05 0.10 0.15 0,20 030 035 Probability of One Occurrence Per 100 Yea... 95% 88% 65% 38% 20% 4% . Southern California is considered susceptible to a large earthquake, and design should be in accordance with the Uniform Building Code, latest edition. The "Seismic Risk Map of the United States" indicates that we are in Zone 4, which is described as those areas within Zone 3 determined by their proximity to certain major fault systems to be deemed Zone 4. LIQUEFACTION CRITERIA Soil liquefaction is caused by loss of soil strength, which is a result of increased pore water pressures related to significant seismic activity. This phenomenon occurs primarily in loose to somewhat dense cohesionless soils, which are located within a groundwater zone. A rearrangement of the soil particles takes place, putting them into a denser condition, which results in localized areas of settlement, sand boils and/or flow failures, . The subject site will be cut down into solid, undisturbed well compacted soils which will have adequate drainage both naturally and manmade for the final building pad. The soil particles will be in a dense, well compacted condition, There will be no B&FSOfLS "5' . Job No. PSF02-1l9 December 15, 2002 Page 4 groundwater surfaces remotely close to the building pad elevation, either permanent or perched. Final drainage design will provide permanent and positive drainage flow away from all structures. Therefore, it is concluded that the subject building pad and the proposed foundations will be considered to be nil with respect to liquefaction. GENERAl. I,ABORATORY TESTING PROCEDURES Maximum Density Determinations . A bulk sample was procured, representing the typical soils that will be involved in the excavation and grading procedures. Maximum density determinations were made in accordance with A.S.T.M. DI557-70T, modified to use 25 blows on each offive layers with a 10-pound hanuner falling 18 inches in a mold of 1/30 cubic foot volume. Soil Type 1: Tan-brown fine sand and silt with some clay-size component; 8M & SC according to U.S.C.S.; Maximum Density 121.8 p,c.f. @ 9.4 % Optimum Moisture. Expansion Tests The results of expansion tests performed on the remolded samples of the typical foundation soils, compacted to over 90% and set up to be equal to 50% saturation, and then measured to full 1 00% saturation after a period of several days and until no further expansion occurred in a 24-hour period in accordance with Table 29-C of the Uniform Building Code, are as follows: Expansion Test Results . Soil Type Confining I.oad Expansion Index % Expansion 1 144 p.s.f. 14 1.4 B&FSOILS ~ . Job No. PSF02-119 December 15, 2002 Page 5 All of the typical earth materials that will be involved in the grading operations have low to nil expansive properties and will not present any structural foundation problems with respect to soil moisture variations. ALI,OWABI,E BEARING VAUJES AND FOUNDATION DESIGN The typical earth materials on the site were procured for laboratory analysis and based on saturated direct shear tests, an allowable soil bearing pressure was determined. . The results oflaboratory analysis and direct shear testing on the typical foundation soils utilized a controlled rate of strain of .050 inch per minute under varying normal loads. The test results calculated graphically to an angle of internal friction of32 degrees with 120 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a factor of safety of3.0, the following calculations have been determined: Square or Continuous Footing~ . q = CNc + wDtNq + wBNw = 150(20) + 100(1.0)14 + 100(0.5)12 = 3000 + 1400 + 600 = 5000 p.s.f. (ultimate) q. = 1650 p.s.f. (allowable for square or continuous footings 12" wide and 12" deep); q. = 1750 p.s.f. (allowable for square or continuous footings 18" wide and 12" deep); q. = 1850 p.s.f. (allowable for square or continuous footings 24" wide and 12" deep); q. = 1850 p.s.f. (allowable for square or continuous footings 12" wide and 12" deep). q. = 1950 p.s.f. (allowable for square or continuous footings 18" wide and 18" deep). q. = 2650 p.s.f. (allowable for square or continuous footings 24" wide and 18" deep). B&FSOILS "\. . NOTE: Job No. PSF02-119 December 15,2002 Page 6 Allowable soil bearing pressures may be increased by a factor of one-third when considering momentary wind and seismic loadings which are not considered to act simultaneously and is in accordance with the Uniform Building Code. ACTIVE EARTH PRESSURES FOR WAU, DESIGN For design of retaining walls where native soils or comparable import soils are utilized which are fine-grained and not clays, we recommend that active pressures be 35 p,c.f equivalent fluid pressure where there is a level backfill against the retaining wall. If a rising slope occurs behind the wall at a 2: I angle, then the active pressure should be increased to 45 p,c.f equivalent fluid pressure, . LATERAL RESISTANCE For determining lateral resistance and foundation design, passive pressures of300 p.s.f per foot of depth may be used, up to a maximum of2400 p.s.f. A coefficient of friction of 0.35 can be used for lateral resistance for all foundations making contact with the approved building pad. If this value is used in conjunction with the passive pressure, then the coefficient of friction may be left at 0.35, but the passive pressure should be reduced to 225 p.s.f per foot of depth. The lateral resistance from coefficient of friction is determined by taking the actual load of the building on the soils, times the foundation area, times the coefficient of friction, SETTI,EMENT ANAI,YSIS . Consolidation testing was performed on an undisturbed soil sample which is representative of the foundation soils in the general building pad area. The resulting compression index (C.L) determined by laboratory testing of this undisturbed foundation soil sample was 0.084. B&F50ILS 2> ./. . Job No. PSF02-119 December 15,2002 Page 7 Calculations indicate that under these soil conditions a single-story structure could have 1.1 inches of total settlement, and a two-story structure would have 1.3 inches of total settlement. These values would be based on no additional compaction being undertaken and the total settlement that would occur, including that which takes place during the actual construction of the building, plus all final settlement. After the compaction of the project area has been completed, the total settlement which will result is 1/2 inch and the total differential settlement will be 1/4 inch. SITE CI.EANUP AND COMPACTION OPERATIONS . All fill soils to be used in the grading operations must be pre-watered and thorougWy processed and pre-mixed to optimum moisture prior to emplacement as compacted fills, The keyways should be excavated into solid bedrock formation and the keyway floor should be sloped into the fill slopes to provide maximum anchoring of the compacted fills. All structural fills should be properly benched in and compacted in 6-inch to 8-inch lifts using optimum moisture content. Transitional graded building pads should be overexcavated a minimum of3 feet below the footer bottoms and extending 5 feet beyond the house perimeter in order to minimize the amount of differential settlement that may occur, All grading operations should be observed in the field by a certified soils consultant. COMPACTION SECTION DESIGNS All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be . compacted to a minimum 90010 relative compaction using the existing native soils as the subgrade. B&FSOILS <\ . Job No. PSF02-119 December 15, 2002 Page 8 FOUNDA TION DESIGN RECOMMENDA TIONS Soluble Sulfate Testing Numerous laboratory testing of the soluble sulfate content of typical decomposed granitic-type soils indicates minimal p.p.m. soluble sulfate, thereby permitting the use of Type 11 cement (minimum 2500 p,s.i.). Floor Slab Recommendations Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical soils are in the low expansive range; however, we would suggest that some minor . reinforcement be considered in the slabs, such as 6" x 6"-10/10 welded wire mesh. The advantage of this is that it does eliminate the possibility of any minor cracking and separations as sometimes occurs with heavy live loads. The original compacted building pad area is adequate, but with the trenching of utility lines and the plumbing risers, there is sometimes difficulty in getting uniform compaction throughout all areas. Horizontal reinforcement of the slabs can be in the form of 6" x 6"-10/1 0 welded wire mesh, or #3 bars be placed each way on centers between 18 inches and not more than 24 inches, Floor Slab Moisture Barrier For all areas that will receive floor covering, or where any form of moisture or dampness could result in an undesirable situation, the use of a moisture barrier such as a . 6-mil visqueen-type membrane is recommended which is lapped or sealed at all joints. For garage areas or sheds other than living quarters, the moisture barrier is considered optional; however, it does serve a useful purpose. In all instances good drainage should be maintained away from all structures. B&FSOILS yO . Job No. PSF02-119 December 15, 2002 Page 9 All of the polyethylene membranes should be protected with a few inches of sand placed on top and below them for protection; it will also help in curing the cement when the floor slabs are poured. All of the sand should be kept moist up to the time the slabs are poured. Drainage Procedures All surface runoff water must be directed away from all structures and channeled into specifically designed water collection systems which protect against erosion, . Utility Trench Backfill All utility trenches traversing the building pad and/or subgrade areas should be backfilled with clean, sandy native soils that are moistened to optimum moisture and compacted to a minimum 90% compaction value to insure against any subsequent settlement in these areas, For deep trenches, the pipes can be filled in by jetting so that voids are eliminated. However, for the upper four feet we recommend that mechanical tamping and/or wheelrolling be undertaken so that at least 90% compaction has been attained and no subsequent settlement will occur over these areas. Foundation Recommendations .. All of the trenches should be excavated into well compacted, non-expansive equigranular soils, For adequate support we recommend that all single-story structures have a minimum 12-inch deep footing and all two-story structures have at least an 18-inch deep footing. All continuous bearing footings should be reinforced with not less than one B&FSOILS \\ . Job No. PSF02-119 December 15, 2002 Page 10 #4 steel bar in the top and one #4 steel bar in the bottom. We also strongly recommend that a field inspection of the footing trenches be made prior to concrete emplacement CONCLUSIONS AND SUMMATION All of our field work, exploration, soil sampling, laboratory testing, and engineering analysis have been conducted in complete accordance with the Uniform Building Code and with accepted engineering techniques and prevailing grading and engineering code requirements. . We will remain available at this time for any additional soils information or any clarification of the report that might be required. We will present a Final Report of Compacted Fill for the remaining grading and compaction testing necessary to acquire a building permit We appreciate this opportunity to be of service. Respectfully submitted, B & F SOILS Peter H. Buchanan, Soils Consultant v:iL .. B&FSOILS ,'Z.-- ::7C6 No. P?5J=' 02 - //9 . COARSE .-GRAINED SOILS. . .... ~... " ........... L.utGl:It ..... ....200...... ....1 . FiNE GRAINED SOilS ,..... .... !IO'" of ....,..... " SM&U.EJIl! . Ifttft'" 200..... u..' . B 8: FSOILS MAJOR DIVISIONS CLEAN GRAVELS (Lime ., .. tiNt ) GRAVELS ..... tIWI ~.. ., ~.. ,...... IS LARGER..... "'" . .... . I'''' ,...t GRAVEls WITH FINES (&..rile.... .-.. ..,....) :~~.~H ~ SANDS 'i.~.~: ILl"'. .. ... ....) ~~:>!~ ~~~~; SANDS ".... 50'" ., c:ooru Ir..... i. s.....t..!..E:1t "*' .... ..... ,,... Itnl SANDS WITH FINES (...,..... ..... -,..... 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"- '6- .... ~ 9~ " Ilo.... 5lz. ....... ......... , '>::: '" , - " ~, ......... .(:6 - .~ .S:' 0 /.c .9 - ~ .9c "ii ..r:. co Q, E o en . C .2 Q :!! _0 u.. :lC .......8 E_ "'0 .. be - . -.- u ;;: ,.- u" o U .8 o.~ 0,25 O~ I 2 Pressure Tons/~tt.. 4 e II - - . . J' , . ~ , . yo, ~ ~ , . ., , , , , , ~ , J , ( \ c c co - . , - I , , , , .2 .6 .8 I 2 Pressure Tons/s,+tt. 20 4 6 8 10 " Pro' cl .R/c~a"d t.o0ll/..~.". .;1;1> N P$~r/p./19 C lienl c~ PIf'i?eISr--e -G'CNCRsU- c.p,c.//Rn:::'TcR.. Bo< 5cmole No. De~ - Ele... -/.$"1 1::;:'//5"102- CONSOLI DATION TEST - PR ESSURE CU RVES . \f.t; OPTIMUM MOISTUlE COp.,nNT. III .p._ C.1l1 of Dry Wli,1lt MAXIMUM DIY DENSITY, 1Il~'" ,., Cuilic ,.., 9.4' /2/.B . SOIl CLASSIFICATION ~il TypI anCI D..criptian - 7'~ ..t5n!'t<.M CA2r~ 7; ~)'7.e- . s<Vd ~r/ld .s,,~.tudf,r cYtU/ .s/~ q>n-?~n . 1 .. Ir. ,... .... InII g. II ...... 5 Ieyort 2S ... - ....... 10 . - ..,~" . .No UI~ 7'FST flY:Slr.sOlt.6 .o~rlE' I~/!?/ ,,'2- ::Tes AID: f7.s,co~-I/,9. . METHOD Of COMPACTION ASTM Slandald Tell Method D'I5~ND {\ . .. . . e6FSOILS TRANSITION LOT DETAILS 1'./6 ,J.;.6Ah. P.s;e'o2-//9 Dare: 12,;'lS/P;2. CUT-FILL LOT NATURAL GROUND 1- -- ..".,. .....,.,.. -.".".""'" ................... .."","" s' L _ _ - _ _ MIN. I - ~ -- - ---------\: -- -- --- -- ..&. : COMPACTED ~FILi..:-:-:-'::::-::=::S"=<-'C.~~-:-::';- -::;.. :-:---:1:-:-:-:-----:-: ,lU" MIN. ------------------.A", --->- -,'" VI' ". ...,.- .___________-.___.._~,~r.----- ~ , ' --:.:":-;?::~?~~~~j~~~::-::- . OVEREXCAVATE AND RECOMPACT -.,..-T--:,<<-U --- . "".,,,, . .----0...'" ------ . ---<<~ ._----- -..:.?-'" ---. -- --_"':...-- --- I - UNWEATHERED BEDROCK OR 1 ~ MATERIAL APPROVED BY --I , THE GEOTECHNICAL CONSULTANT CUT lOT NATURAL GROUND 1- -- --- -------- -- UNWEATHERED BEDROCK OR f r- MATERIAL APPROVED BY . , THE GEOTECHNICAL CONSULTANT NOTE: Deeoer overexcovotion and recomooctian sholl be performed ;1 ,.,4.......""';........,.., -,., h.. necesscrv hv the c~ot~o:-~~ic'.::~ ~on5.ultant. \~ of Riverside InTh,e""nt, 552 5CAU /"-200' T RAe T N O";E ~(J" TEMECU'A A PtJI/nON OF SliNG A 6U80lVlSJON (F I"~, "or.. u -.. h" i,,' .~J m< ~, "ET 2 ., W._""""'''u'''"" . _PJ ~"" .b&",t1.~. , .moo ,.//,,,, II- "EE . <Ic....."'idt. g 1t'1IIi$6ItMgh 7" e..~toen'" ~:&Ad1Pif1Jt'-.. "W;:"'~/DrPllbli6 Ib_... oIl/';'u""'" ." "..",I.." _,_ ,," CHIf/JYPur(JG'!fk~ "'","_M u.:./",,"",I "'-0 i 511llT I OF I 511tEm So?? . ~-,,? " ~\ ",,,, ~ "'''~' ~ 'f\- at ()\ ~ ~ () , ~ ~ ~ 1\~ " ~ ~~ ~ ~~ " \l ~ ~ ~ ~ ~ ~ \~ ~ ~ ~ .~ ~ ~ ~ ~ t~ ..... ~~ ~ ~, \r1' ~ ~ ~ ~ ~ ~ . B&FSOILS PRELIMINARY SOILS INVE-"'TIGAl1ON a COMPACTlON TESTING PERCOLATION REPORTS 31174R1VERTONl.ANE.TEMECI..JI.A.CA9259t PHONE l909l ()99.1499 APPENDIX B . GENERAL EAR1HWORK AND GRADING SPECIFICATIONS . Yvj . ALL MATERIAL 4.1 General: Material to be placed as fill shaD be free of organic matter and other deleterious substances, and shaH be approved by the consultant Soils of poor gradation, expansion, or strength characIerislics shall be placed in areas designaled byconsullant or shall be mixed with other soils to serve as satisfactory fill material. 4.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried orplaced in fills, unless the location, materials, and disposal methods are speciflCaHyapproved by the consultant Oversizedisposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified filL Oversize material shall not be placed within 10 feet vertically of flllish grade orwithin the range of future ubTIIies or underground construclion, unless specificaI1y approved by !he consultant 4.3 Import: << importing of fin material is required for grading, the import material shall meet the requirements of Section 4. 1. 5.0 ALL PLACEMENT AND COMPACllON 5.1 Fin Ufts: Approvedfill material shallbeplacedin areas preparedtoreceivefiU in near-horizontaJ layers not exceeding 6 inches incompacted thickness, The consultant may approve thicker Iil1s n testing indicates !he grading procedures are such that adequate compaction is being achieved with lifts ot greaterthickness. Each layer shall be spread evenly and shaH be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 5.2 Fill Moisture: Rlllayers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be b1ended with drier material, Moisture-conditioning and mixing of fill layers shaD continue unbl!he fin material is at a unnonn moisture content or near optimum, .3 Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, ft shall be unnormly compacted to not than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either speciOCaIIy designed for I compaction or of proven reliability, to efficiently achieve !he specified degree of compaction. 5.4 Fill Slopes: Compaction of slopes shall be accomplished, in addition to normal compacting procedures, by backfilfing of slopes with sheepsfoot rollers atfrequent incrementsof2to3feetin fill elevation gain, or byother methods producing satisfactoryresulls.AtthecomPIetion of grading, the relative compaction of !he slope out to the slope face shall be at least 90 percent. 55 Compaction Testing: Flelcl tests to check !he ill moisture and degree ot compaction will be performed by the consultanl The location and frequency of tests shan be at the consultanfs discretion, In general, !he tests will be taken at an inteMll not exceeding 2 feet in vertical rise andlor 1,000 cubic yards of embankment. i.o SUBDRAIN IN~ALLAT10N Subdiain systems, ~ required, shaD be installed in approved ground to conform to !he approximate afigl1ment and defails shown on the plans orhM!in. The subdiain location ormaterials shall not bechangedormcxflfiedwithouttheapproval of the consultant Theconsultanl, however, may ~i U . lend ahd upon approva1,lfrrect changes in sulJclrafi fll1e, grade or material. All subdrains should be surveyed for line and grade alter installation, aill;l sufficient time shall be allowed for the survey.>, prior to commencement of fiDing over the subdrains. . ~1,; - - Excavation and cut slopes will be examined duri1g grading. R directed by the consultant, further excavation or over excavation and refilrll1g of cut areas shaD be pertormed, and'or remedial grading of cut slopes shall be pertormed. Where 1iII-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall made and approved by the consullanl priorto placement of materials for construction of the fiU portion of the slope, EXCAVATION 8.0 TRENCH BACKRLL 8.1 Supervision: Trench excavations for the utility pipes shaD be backfilled under engineering supervision. 8.2 PipeZone:Allertheutilitypipe has been Iaid,thespaceunderand aroundthe pipeshaD bebackfilledwith clean sandorapprovedgranular soil to a depth of at least one foot over the top of the pipe, The sand backfill shall be uniformly jetted into place before the controlled backIiIl is placed over the sand. 8.3FDlfilacement: Theonsilematerials, oro1hersoils approvedby1heengineer, shall bewateredand mixedasnecessarypriorto placement in liIIs over the sand backliD, 8.4 Compaction: The controlled backfill shaD be compacted to at least 90 percent of the maximl.m laboratory density as determined by the ASTM compaction method described above. 8.50bservation andTesting: Flelddensitytestsandinspecliol, of thebackfill procedures shall bamade by the soil engineerduring backfilling too see that the proper moislurecontentand uniform compaction is being maintained The contractor shaD provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing. .. e. 7J7