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Home My WebLink About; Shelter Cove; Soils Report Supplemental; 1963-08-20- - - - - - SUPPLEMENTAL SOILS INVESTIGAT[CN Shelter Cove Adjacent to Pork Drive and Cove C I East of Adams Street Carlsbod, California (Lots i to 13, inclusive, and Lots 54 to 66, uwztusive,) Project No. 63-3-20A August 20, 1963 BCNTOI‘ LhS:liLcRl’iG, iYC - - - BENTON ENGINEERING. INC. LPPLlLD SOIL HECHANlCS~ FOUNDATIONS - - - - - - - - - - - - - .a41 c.I”*D”*, A”L*“c PCI,LIP “ENKIWI BENTON 8.N DIIOO 5. E.Llro.Nl. -“c.,01”7. s,*,c .?*m,.aiv.. *,t”..c. 1-55e, Objectives SUPPLEMENTAL SOILS INVESTIGATION The objectives of this investigation were to determine the relative density of the existing filled ground ond to examine the ut.derlying noturol soils at Lots 1 to 13, inclusive, and 01X, to determine what types of foundations would be required for the soil conditions encountered in the borings drilled in the orea of Lots 54 to 66, inclusive, at Shelter Cove, Carlsbad, California. In order to accomplish these objectives the data presented 0s o part of a general in- vestigotion incur report doted June 21, 1963 was reviewed and twenty-one additional borings were drilled. These were drilled on Lots 1 to 13, inclusive, and Lots 54, 56, 57, 60, 62, 63; 64, and 66. Undisturbed and representative loose samples were taken, ond lcborotory tests were conducted to determine the physical chorocteristics of the existing filled ground and underlying soils. Field Investigation Boring Nos. 19 to 39, inclusive, were drilled with a truck mounted rotary bucket- type drill rig ot the approximate locations shown on the attached Drcwing No. 1, entitled “Location of Test Borings”. The borings were drilled to depths of 4 feet to 10 feet below the existing ground surface. A continuous log of the soils encountered in the borings was recorded ot the time of the drilling and is presented on the attached Drawing Nos. 36 to 43, inclusive, each entitled “Summary Sheet”. - -- - -2- - - - - - - - - - - - - - The soils were visually classified by field identification procedures in accordonce with the Unified Soils Classification Chart. A simplified description of the clossificotion system is presented in the ottoched Appendix A ot the end of this report. Undisturbed samples were obtained ot frequent intervals in the soils ahead of the drilling. ‘The drop weight used For either pushing or driving the sampling tube into the soils WCS the “Kelly” bar of the drill rig which weighs 1100 pounds, and the overage drop WCS 12 inchef. The general procedures used in Field sampling are described under “Sampling” in Appendix A. Loborotory Tests Loborotory tests were performed on oil undisturbed samples in order to determine the dry density, ond moisture content. Th e results of these tests are presented on Drawing Nos. 36 to 43, inclusive. In addition to the above tests, laboratory compaction tests were performd on represent- ofve samples of the Filled ground soils. The soils were tested in accordance with A.A. S. H.O. T99-49 method of compaction modified to 26 blows of a 10 pound hammer dropping 18 inches on each of 3 eJ”cI layers of soil in J 4 inch diameter l/Xl cubic foot diameter mo!d. The optimum moisture and maximum dry density for each selected representative sample are presented in tabular form below: Soil Descripiion Optimum Moisture % dry wt Maximum Dry Density . Ib/cu Ft Dork gray silty fine to medium to coarse sand Dark grey silty Fine to medium sond Dork groycloyey fine to medium sand Dark groy brown silty fine to medium to coarse sand Dark grey brown and light groy silty Fine to coarse sand and clayey sond 125.2 10.5 124.3 10.6 124.2 10.7 125.9 10.0 123.0 10.0 Dork gray brcjwn silty fine to medium sand and clayey sand 123.6 10.7 - - - - - .- - - - - - - - - - - - -3- Soil Description Optimum Dry Moisture Density % dry wt lb/w ft Groy silty fine to coarse sand with clay binder Dark gray brown silty fine to medium sand with clay binder 121.9 11.0 119.0 13.7 Gray brown clayey fine ta medium sand Gray brown silty fine to medium to coarse sand with clay binder 123.0 11.4 125.2 11.0 Light yellow brown silty fine to coarse sand with clay binder 122.6 11.5 Dark grey brown clayey fine sand and silty clcy 118.2 12.7 Dork brown clayey fine to medium sand 119.8 12.8 The data obtained from the compaction tests was used to calculate the relative density of the filled gr?Jnd soils. The relative percent compaction for each sample tested in the filled ground is included on Drawing Nos. 36 to 43, inclusive. DISCUSSION AND CONCLUSIONS Soil Stroto Fill was encountered at all borings. The depth of fill varied from 1.8 feet at Boring 25, to 9.0 feet at Boring 36. At Boring 37, ground water caused the caving in of the soil ot 6.0 feet so the depth of fill is uncertain. The depths of the fill at the other borings and the natural soils immediately under the fill are presented on Drowing Nos. 36 to 43, inclusive. ~ In general, the soils supporting the filled ground ot Borings 23 to 33, inclusive, ond 38 that were drilled on Lots 1 to 9, inclusive, and on Lots 57, 60, and 62, were medium firm to firm silty and clayey sands ar medium compact to corrpact fine to medium sands. At Borings 19 to 22, inclusive, and 34, 35, 36, and 39 that were drilled on Lots 10 to 13, inclusive, Lots 54, 63, 64, and 66, the fill soils were deeper and were underlain by relatively soft compressible silty clays, and clayey sands. - -4- Conclusions - It is concluded from the results of the field investigation and the laboratory test data . - that the relative density of the filled ground varies from 78.5 to 94.6 percent compaction. - The natural soils underlying the fill are also variable. In order to aid in reaching conclusions as to the type OF ioundations required on each Lot, the findings in the additional twenty-one - borings have to be correlated with those of the previous borings drilled and the lots have been grouped into categories. It should be pointed out thot on other portions of these lots where no borings were drilled, other soil conditions my exist. - In that this report supplements our report of June 21, 1963 whenever o Lot No. is listed - under Category A, B, C or D below, the conclusions presented supplement and supersede those -7 - previously presented_: Those lots listed under Category A, presented below belong under “Condition I’! described on page 6 of our previous report and those listed under Categories B, - C ond D belong under “Condition II”. For the onticipotz d t:;oes of soil conditions and foundation design to be used on any lots not itemized below, reference should be made to our previous report. - Category A. Where fill soils vory from 6.0 to 9.0 feet in depth and are generally less - than 90 percent compaction and these unsatisfactory fill soils are underlain by either soft com- pressible or unknown noturol deposits. Driven piles would be indicated ot these locations. - Lot Nos. 10, 11,s 13, 54, 56, 63, 64, and 66. Other adjacent Lots probobly falling into - this same category. Lot Nos. 53, 55, and 65. Category 8. Where no fill was encountered in the test borings and where the natural ground is capable of supporting the structural loads. - Lot No. 58 Category C. VJhere fill was determined in test borings to be 90 percent of maximum dry density or greater, underlain by natural soils capable of supporting fill ond structural loads. 1. Category C. (Continued) Lot Nos. 7 and 62 Note: In order to build on fill it is standard practice to require all filled ground under * _1 the entire. building area to be uniformly compacted to at least 90 percent of maximum dry density I f or greater. c Category D.! Where the fill soils vary from 2.1 to 6.8 feet in depth ond with density tests generally less than the required 90 percent of maximum dry density. These fills are underlai,n by natural soils copablz cf supporting the footings of the proposed buildings placed at least one fcat into the medium firm or medium compact natural soils below the fill. Lot Nos. 1 to 6, inclusive, 8, 9, 57, 60, and 62. _I Other probab!e adjacent Lots with~similar conditions. _I Let N”;. 50 and 61 Note: The conditions rhcJld be verified either befare or at the time’of excavation for j i footing Irenchai. I I I An alternate consideration for Lots 1 to 6, inclusive, Lots 8 and 9, and Lots 57, 60 and 62 ! which ore grcuped under Category D, would be to remove the existing fill to the medium compact __.- natural soils und then replace the fil! and compact this to at least 5Q percent of maximum dry -I density under,continuous engineering supervision in accordance with the “Stondord‘Specifications I for Placement JF Controlled Compacted Filled Ground” , presented in Appendix AA of this -i report. I _r It may be that some of the houses will be located on other oreas on some of those lots j ,listed under tither “Category A” or “Condition III, where possibly better soil conditions exist. For example, it is not known whether better conditions exist on the west side of Lots 10, 1 I, 12, L and ,13, where the fill is at less depth according to the “Grading Plan” and where satisfactory i \ - - -6- natural sail may possibly exist below the shallower fill. Also, better soil conditions may exist on those portions of Lots 54, 56, 63 and 64, adjacent to Park Drive. If such more favorable ’ conditions are found at the proposed final locations of houses on these lots, then alternate types of foundation support may be used. Respectfully submitted, BENTON ENGINEERING, INC. - APPENDIX AA - -3- i - - to compact the fill material to the specified density. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over ik entire area and the roller shall make sufficient trips to insure thot the desired density has been obtained. The entire areas to be filled shall be compoc ted. - - (e) Fill-slopes shall be compacted by means of sheepsfoat rollers or other suitable equip- ment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. - (f) Field density tests shall be made by the soils engineer for approximately each foot in elevation goin after compaction, but not to exceed two feet in vertical height between tests. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the soils engineer. The location of the tests in plan shall be so spaced to give the best possible coverage and shall be taken no farther apart than 100 feet. Tests -. shall be taken on corner and terrace Iok for each two feet in elevation gain. The sails engineer may take additional tests as considered necessary to check on the uniformity of compaction. Mere sheepsfoot rollers are used, the tests shall be taken in the com- - pacted 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”) compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. - 5. Supervision. Sufficient inspection by the soils engineer shall be maintained during the filling and compacting operations so that he can certify that the fill was constructed in accordance with the accepted specifications. ~, - - - 6. Seasonal Limits. No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits. !&hen the work is interrupted by rain, fill operations shall not be resumed until field tests by the soils engineer indicate that the moisture content and density of the fill are OS previously specified:-,, 7. Limiting Values of Nonexpansive Soils. Those soils that expand 2.5 percent or less from air dry to saturation under a unit load of 500 pounds per square foot are considered ta be nonexpansive. 8. All recommendations presented in the “Conclusions” section of the attached report ore a part of these specifications 1 - I - eLMON ENGlNEL”lNG. INC. - APPENDIX AA - -3- -! - ’ to compact the fill materiol to the specified density. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over ik entire oiea and the roller shall make sufficient trips to insure that the desired density has been obtained. The entire areas to be filled shall be compacted. (e) Fill-slopes shall be compacted by means of sheepsfoot rollers or other suitable equip- ment. Compacting operations shall be continued until the slopes are stable but not too - dense for planting and until there is no appreciable amount of loose soil on the slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. - (f) Field density tests shall be mode by the soils engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between - tests. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the soils engineer. The location of the tests in plan shall be so spaced to give the best possible coverage and shall be taken no farther apart than 100 feet. Tests - shall be taken on corner and terrace lots for each two feet in elevation gain. The soils engineer may take additional tests as considered necessary to check on the uniformity of compaction. Mere sheepsfoot rollers ore used, the tests shall be taken in the com- - pacted 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 qperation shal.1 be continued in six inch (6”) compacted layers, as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. 5. Supervision. Sufficient inspection by the soils engineer shall be maintained during the filling and compacting operations so that he can certify that the fill was constructed in accordance with the accepted specifications. 6. Seasonal Limits. - No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits. When the work is interrupted by rain, fill operations shall not be resumed until field tesk by the soils engineer indicate that the moisture content and density of the fill are as previously specified:.., 7. Limiting Values of Nonexpansive Soils. Those soi Is that expand 2.5 percent or less from air dry to saturation under a unit load of 500 pounds per square foot are considered to be nonexpansive. - 8. All recommendations presented in the “Conclusions” section of the attached report are a part of these specifications; - -. - - - .-. - - - - - - XJILS INVESTIGAlION ” c ‘h+- Ac:Jcci:t r ?-, 2:;. ~:,,. cu ;‘-;. -..:: .,do: it:-.2 RWEIVED ~ ,. .., ,:, cc,;<., .L -DEc 2 71976 CI7-Y OF CARLSBAD Bulldlng Department 5. .~lFiiEh,~. ._ - BENYON ENGINEERING. INC. **,L,ID OOll. YEc”*HIC* - rOUND*TION. ST.1 EL CAJQN IIO”LCY*RD ,- .*I4 OIFCO. C*LlrOlwI* 0.3180 l WlLlP “lNlt,NO .lNION l mIs,D‘*l CIYIL ‘*altos” APPENDIX A Unified Sail Classification Chart* .-. .- SOIL DESCRIPTION GROUP SYMBOL I. COARSE GRAINED, More than half of material is larger than No. 200 sieve size.** - - GRAVELS CLEAN GRAVELS m half of coarse fraction is - larger than No. 4 sieve size but smallerG.RAVELS WITH FINES than 3 inches (Appreciable amount - of fines) - -. SANDS CLEAN SAND man half of coarse fraction is smaller than No. 4 sieve size SANDS WITH FINES (Appreciable amount of fines) II. FINE GRAlhED, More r: . .r - ,materia is sma er than h sieve size ** SILTS Ah- &LP , - ,- - - Liquid Lir Less than 5~ (ILTS AND Liquid Limit Greater then 5, Ill. HIGHLY ORGANIC SOILS GW GP GM GC Well grcded gravels, gravel-sand mixtures, little 0T no fines. Poorly grade5 ;;cw’., gravel-sand mixture;, :3,5 L ‘G c-es. Silty g:we!;, ;,,. .;- / ;r .ded grawi- sand-silr n.;xtu Clayey gra,,eis, L ;~; I ,,:adL: yavel- sand-clay nixtu: _ SW SP SM SC \!e;! .raded saw, y ~5. lit?!& or .x i:nes. PowI; sraded sands, ccl iittle c :c. fines. Silty x. . . aoaly gra&d sL, .I 71iXtb CIcy,: .,_. . i oaorly grcdec .cna-cicy mlxrux ML CL OL MH CH OH Inagc:.. ; ma very fine _ .:. :33x fl; :“~ . i i-5; -.ai7t mix:..z: PII : ricit, lxx,;?‘. .’ me ,_>- tic!~ .;,ld, silt) .’ .’ 0 . rgac;: .A !‘.e .,t 511: ” 1; si low p,i;.~L, y Inorganic sijh, xlcas‘.:. j OT 1 xa- cecus fine sandy or silt) soils s.zsric silk. Inorganic clays of high plasticiry, fat clays. Organic clays of medium to high plasticity. PT Peat and other highly organic soils. TYPICAL NAMES I.” DllOD, s,,:s01. LA Y‘.li .es.sss. * Ac+ed by the Ccrps of Engineers and Bureau of Reclamation in January, 1952. ** A* sieve sizes on this chart are U.S. Standard. .-. . - - ‘.... - - - - .- - - - - ,- - - - .- -. I - BENTON ENGINEERING. INC. APPLILD SOIL IAEc”*yy - FO”ND*TIOWs ‘7.1 tn. CAJOW llO”LEYCID SAW D1LGO. C*LIFOIINI* e*,,s PWlLlP HCNxI*G BENSON C”L.ID‘W, CIVIL C”CI.dLr.” June 19, 1967 Janss Corrxwtion lOO.Thou;and Oak. Boulevard ’ -Thousand Oo&, California Attention: Mr. Ron Harper Development Manager Your Project Number JC231-277 Our Project No. 67-l-20DF Report of Field Density Tesk Token in Compacted Filled Ground &tol Cove, Carlsbad, California Gentlemen: This is to report the resulk of tests and observ+ons made in order to inspect the compaction of filled ground placed on certain areos tr Bristol Cove in Carlsbod, Californic. Tire i;;ir were pla’ced during the period between MC-rh 30 and June 1, 1967. I’ The grading plan used for the placement of filled ground was prepared by Moffatt 2 Nichol, Engineers, and dated July 25, 1966. The approximate lbcations at which the tesk were taken and the final test results are presented on pages 3 to 6, inclusive, under the “Table ,of Test Resu I k . ” The laboratory determinations of the maximum dry densities and optimum moisture contenk of the ma@ fill materials are presented on page 6, under the “Laboratory Test Resulk.” The tests were taken during the weekly periods indicated below: Test Number Week Ending - 1 to P~,.lin’clusive 10 to 23, inclusive 24 to 27, inclusive 28to $5, inclusive 47 to 58, inclusive 59 to 73, inclusive 74 to 76, inclusive 77 to 84, inclusive 85 to 94, incl.usire 95 to 107, inclusive , April 1, 1967 April 8, 1967 April 15, 1967 April 22, 1967 H April 29, 1967 flr5’ May 6, 1967 May 13; 1967 Mcy 20, 19;i May27, 1967 June 3, 1967 - - BENTON ENGINEERING, INC APPLIE.0 SOIL MGHANICS. FOUnDATIONs - - - - - - - - - .- - P”ILIP kiIENIINa q CNTON PIIT.t,‘*T- EiYlL rz*oI*“” SOILS INVESTIGATION ZoPe of, Wark .,A1 F.I”*&7Y*TI”~..“I 8AN 01‘00 5. C.LI.0”v.I. ATI.,‘” I.,581 This report presents the findings in eighteen test borings drilled at the Shelter Cove subdivision adjacent to Park Drive and Cove Drive, east of Adams Street, Corlsbad, Cai ifornia The objectives of this investigation were to determine the existing soil conditions and to det*rmin,: the allowable supporting capacities of the soils for use in foundation design. The soils conditions were logged at the time of drilling and undisr, ‘. ,_ sc-nples were obtained at frequent intervals in eighteen borings. Laboratory tests we:; CF’ -i;--ed to determ:zc tho Physical characteristics of the soils. The field observations and lobororory analyses are presented for the various soil conditions encountered. The conclusions and recommendations are necessarily based on the findings at the bo:Y~~s drilled. In compiling the conclusions of this report, Lot Ms. 15 to 71, inclusive, hove ieen iisted as either being in an arc: 2:. _ c. .#t comp:,;:irrle sol! :!.at Hvould reqclire the use pi thriven piles for foundatic .i .,T _ D of shallow F’!I I: rd soil where fool:rcs mcy be readily foun&, .‘e ~. :<..xc: :Jral soils. It is under:~wo r’-.~:f two story wood frame houses c’ =d on the majority sf the lots, oiihobgn IC I~~.:Y,;: of either the floor plans or . cre known at rhis -:?L?. Fleii Iwestigation eighteen bc i E ,;rs drilled with o truck-mounted rotary bucker-t:..>z drill rig at ?i:e approximate locations shown on the ottached Drawing No. 1, entitled “Locction of Test %r:.-.:. BENTON ENGINEERING. INC. - - - - - - . - *CPLICD SOIL “EC”*HIC* - rO”ND*T,OWs *7., EL CAJON BOULEVARD SAN OIlGO. CA‘I,OINIA Orals P*LLI, “‘“XINO .m4TO” C”c.Io‘*l. CI”IL n**1*1s1 APPENDIX B Sampling ..* m*ao, s*,.s*s. LA Y.... rse.sss. The undisturbed soil samples are obtained by forcing a special sompling tube into the undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface. The sampling tube consists of a steel barrel 3.0 inches cutside diometer, with a special cut- ting tip on one end and a double boll valve on the other, and with a lining of twelve thin brass rings, each Ene inch long by 2.42 inches inside diameter. The sampler, connected to a twelve inch long waste barrel, is either pushed or driven approximately 18 inches into the soil and a six inch section of the center portion of the sample is taken fcr laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close fitting waterproof containers in ader to retain the field mois- ture until completion of the tests. The driving energy is calculated OS the overage energy in foot-kips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained. Shear Tests The shear tests are run using a direct shear machine of the stroin control type in which the rote of deformation is oppraximotely 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass liner rings in which they ore se- cured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling. In some instances, samples ore sheared under various normal loads in ader to obtain the internal angle of friction and cohesion. Where considered necessary, samples ore saturated and drained before shearing in order to simulate extreme field moisture conditions. Consolidation Tests The apparatus used for the cJnsolidoticn tests is designee ,;eive one of the one inch high rings of soil as it comes from the iietd. Loads are opplied in ,b.erol increments to the upper surface of the test specimen ond the resulting deformations are recorded at selected time intervals for each increment. Generally, each increment of load is mointoined on the sample until the rate of deformation is equal to or less than l/lOOCO inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. Expansion Tests One inch high samples confined in the brass rings ore permitted to air dry at 105°F fcr at least 48 hours prior to placing into the expansion apparatus. A unit load d 500 pounds per square foot is then applied to the upper porous stone in contact with the tcp of each sample. Woter is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downward movement stops. The dial reading is recorded and expansion is recorded until the rate of upward movement is less than l/10000 inch per hour. - - - - - - - - - - - - - .- - - - -2- The borings were drilled to depths of 10 to 49 feet below the existing ground surface. The drilling WQS accomplished to the ground water level with a 24 inch diameter bucket. At this point water and drilirr’s mud was addud inside the boring. A greater hydraulic head was mointained inside each boring as the drilling progressed below the water toble, in order to prevent the coving of the sides of the hole. Drilling then proceeded with on 18 inch diameter bucket to the depths of exploration. This method of drilling permits the visual exam- ination of each bucket of soil as it is removed from the boring. A cwtinuous log of the soils encountered in the borings wos recorded ot the time of drilling and is shown in detail on Drawing Nor2 to 21, inclusive, each entitled, “Summary Sheet. ‘I The soils were visually classified by field identification procedures ‘, ~,:cordor,ze wl:I. the Unified Soil Classification Chart. A simplified description of this ciossific,; .an SJ~X.T is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained at frequent intervals in the soils ahead of 7, ,; cry, +Q. The drop weight used for either pushing or driving the sampling tube into the soils was rhe .‘/LI.~ bar of the drill rig which weighs 1650 pounds, ond the ovepage drop was 12 inches. The generci procedui-es used in field sampling are described under “Sampling” in Appendix B. Laboratory Tests Laboratory tests were performed on a/I undisturbed -1~:; 1,~ ‘:: i soils in order to dete:- mine the dry density, moisture content, and shearing strer,;:~ : 5 of these tests ore prssc<nted on Drowing Nos. 2 to 21, inclusive. Consolidotior~ ,r.:cz performed on represcnt- clfwt : :71oles i,~, ‘-I determine the load-settlement choracteris:;ci of the soi!s. The re:-Its of these rests are presented on Drawing Nos. 22 to 35, inclusive, each ent::aed, “Consolidc:ion C”;-\,ej. 1’ - BENTON ENGINEERING. INC. -3- The general procedures used for the laboratory tests are described briefly in Appendix B. In addition to the above laboratory tests, compaction tests were performed on some of the representative samples of the upper soils to establish compaction criteria. The soils were tested according to a modified A.A. S.H.O. T99-49 method of compaction which uses 26 blows of a 10 pound hammer dropping 18 inches on each of 3 layers in a 4 inch diameter 1/30th cubic foot mold. The results of the tests are presented as follows: Maximum Optimum Mois- Boring Depth Soil Dry Density ture Content Number in feet Description Ib/cu ft % dry wt 1 1.5 to 2.5 Silty clay 92.6 25.8 4 2.5 to 3.5 Fine to medium sand 113.1 12.0 12 1 .o to 2.0 Silty fine to coarse sand 121.9 10.8 15 0.5 to 1.5 Clayey fine to coarse sand 118.4 12.6 17 1 .o to 2.0 Slightly silty fine to medium sand 120.5 ‘11.8 California Bearing Ratio tests were also performed on representative samples of the upper solls from Borings 10 and 11 as requested. The tests were performed in accordance with Section 6 of the Standard Specifications of the Division of tiighways, State of California, dated January, 1949. The test results were presented in a letter dated April 23, 1963 and are repeated in tabular form below: - - - - - - - - - - - - - - Maximum Initial Load in Percent Percent Dry Moisture Pene- Pounds on C. B. R. Expansion Moisture Boring Depth Density Content tration 3 Sq. In. o/c of During After NO. in Feet Ib/cu ft % dry wt Inch Plunger Std. Sooking Penetration 10 O-O.5 121.8 9.7 0.1 1000 33.3 0.4 12.2 0.2 18X 40.6 0.3 1860 32.7 0.4 2020 29.3 0.5 2040 26.4 - - ,~ - - - - - - - - - - - - - -4- r Maximum Initial Load in Dry Moisture Pene- Pounds on Boring Depth Density Content tration 3 Sq. In. No. in Feet Ib/‘cu it %. dry wt Inch Plunger 10 0.5-1.5 122.6 12.1 0.1 200 0.2 350 0.3 460 0.4 540 0.5 600 C.B.R. % of Std. Percent Percent Ex,pansion Moisture During After Soaking Penetration 6.6 3.6 15.7 7.8 7.9 7.8 7.7 11 O-I .5 119.0 13.0 0.1 250 8.3 2.3 15.6 0.2 460 10.2 0.3 570 10.0 0.4 640 9.3 0.5 700 9.0 DlSCUSSlON AND RECOMMENDATIONS Soil St:oto Recent fill soilswerefoundtodepthsof 11.0, 11.0, 8.5, 7.5, 5.5, 12.0, 8.0, 1.8, 2.2, 2.0, 7.5, 6.0, 8.0, and l.Sfeet in Borings 1, 2, 3, 4, 5, 6, 7, 8, 10, 11, 12, 13, 14, and 15, respectively. The fill soils are generally underlain soft silts, clays, clayey silts and silty clays in Borings 1, 2, 3, 4, 6, 7, 8, 12, ond 13. At Boring 5, the fill wos underlain by loose silty sand to 12.0 feet and soft sandy clay to 13.0 feet, then by soft clayey silt, clayey sand and silty clay to 28.5 feet. Immediately beneath the fill soils at Borings 10, 11, and 14 were alluvial deposits of loose to firm silty sands and clayey sands to the depths of exploration. At Boring 15, the 1.: f,.. $7 of fill was underlain by a medium :.ri’~: ayer of silty sand to 4.2 feet znd this was underlot:! L ~>it silty cloy to 6.5 feet. Firmer clayey sand was follnd between 6.5 cna i3.0 feet ant :i I silty sand between 13.0 and 15.0 feet. In 82. ..:~:: 2 and 3 the fill soils a :, ~,Leriain by relatively soft soils to the depths of exploration. ?:~,~ ;?e?;rs at which the natura; soi!s i .ome firm ro firm, are below 43.6, 28.5, 29.2, 26.5, 27.0, 20.5, 20.3, and very 10.0 beet, respectively, in Borings 4, 5, 6, 7, 8, 12, 13 and 14. - - sENTON ENGINEERING. INC. - - - - - - - - - - - - - - - - -5- Natural alluvial slightly silty sandy sails were encountered below the surface at Borings 9, 16, 17 ond 18. These ore underloin by medium soft to very firm layers of clayey sand, loose sand, soft sandy silt, clayey silt, ond silty clay to the depths of exploration. Ground water was either encountered or estimated on the basis of field moisture con- ditianstobeatdepthsof6.0,‘5.5, 9.0, 8.5, 6.5, 7.0, 8.0, 9.5, 4.0, 9.5, 9.0,8.0, 6.0, 8.0, 6.0, 9.5, 9.0, and 7.0 feet in Borings I, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, and 18, respectively. General Conclusions It is concluded from the findings in the test borings that two major types of soil conditions exist on the site. One is the condition where the existing fill was found to vary to from 62 to 95 percent of maximum dry density and was underlain by relatively compressible silty clays, clay, etc. If two story structures were supported on these upper soils where this condition exists, it is estimated from the lood consolidation test data that total settlements up to several inches could occur. It is therefore recommended that foundations placed in the orea where this condition exists be designed to distribute the structural loads into the deeper soils by shear along the length of driven piles. The other condition is where either natural alluvial soils are exposed on the surface or were encountered within 2.1 feet below the existing ground surface. In these areas, conventional type footings may be used for the support of the proposed houses provided the applied unit load does not exceed 1000 pounds per square foot. It is understood that all houses are to be placed 30 feet or more inside the rear property lines that border the channel. The areaswhere the two types of conditions were encountered in this investigation are presented in tabular form on the following page together with the types of foundations and minimum depth footings. BENTON ENGINEERING. INC. -6- Condition I - - Requiring Driven Piles - Depth Boring of Fill No. in Feet 1 2 ,- 3 4 5 - .6 7 8 - ii 13 - 14 - 11.0 11.0 8.5 7.5 5.5 12.0 8.0 _I~ 1.8~. Use Pile Design Curve Drawing No. A Drawing No. A Drawing No. A Drawing No. A Drawing No. B Drawing No. B Drawing No. B Drawing No. B ~_~. . Condition II Where Shallow Depth Footings May Be De- signed Using a Maximum Bearing Pressure of 1000 Pounds per Square Foot Boring No. Depth of Fill in Feet Recommended Minimum Depth Footing Below Existing Grade in Feet 9 None 1.0 10 2.1 3.1 11 2.0 3.0 _13- .!..~5_.m.e~- 2.5 16 None 1.0 17 None 1.0 18 ‘None 1.0 7.5 Drawing No. B 6.0 Drawing No. B 8.0 Drawing No. B Due to the fact that only 18 Borings have been drilled in 57 lots,* it is difficult to de- termine the exact location where Condition I changes to Condition II. However, after review- ing all available data, including the original contours shown on the “Groding Plan of Shelter Cove in the City of Carl&ad” prepared by Roy L. Klemo, Engineers, Inc., it is concluded that - the lots could be grouped as follows: - Condition I Condiriar .! lots 15 to 34, inclusive - Redr l/2 of Lots 47 to 59, inclusive Lots ,35 to 46, inclusive Front l/2 of Lots 47 to 59, inclusive Lots 60 to 71 r inclusive - It may be possible that once the plot plan for each house is available on Lots 60 to 66, inclusive, and the type of structure and loads are known that additional test borings on the front - ‘i/2 of these lots may disclose conditions favorable for the use of shallow footings in place of - Yriven piles. * Lots 1 to 14, inclusive, Lot 72 and Lot 73 are not grouped in either category. BENTON LNGINEERING. INC. - - -7- Recommendations for Driven Piles The allowable supporting capacities for several types of driven piles have been deter- mined. These supporting capacities are based on the shear strength of the soils in contact - with the piles and include a factor of safety of 2.0. ,- Drawing No. A, entitled “Pile Capacities Law Driving Resistance Area”, is for use in estimating pile lengths in those areas where soft soils exist to the full depth of exploration as - at Borings 1, 2, and 3 or to nearly the depth of exploration as at Boring 4. - Drawing No. B, entitled “Pile Capacities, Higher Driving Resistance Areas”, are for - use in estimating pile lengths in all other areas requiring driven piles such as at Barings 5, 6, 7, 8, 12, 13 and 14. - Where piles ore to be driven closer than 8 diameters, center to center, it is recom- - mended that their supporting capacities be reduced to allow for the overlapping of lbading zones between adiacent piles. A suitable eff iciency formula for this condition is presented as follows: - E= 1-D c m(n-1) + n(m-1) +fi(m-I) (n-l) W Smn 1 - Where E = Efficiency = Bearing capacity of pile in group Bearing capacity of isolated pile - D = Diameter of pile in feet - S = Space in between piles center to centcr in feet m= number of rows n = number of piles per row .- - Where the piles are driven into the relatively dense sand stratum as encountered below a depth of 27 feet at Boring 7, each pile may be stopped before its total design length shown an Drawing No. B is reached, provided the driving resistance builds up to a point where the supporting capacity of the pile exceeds that given by the modified BENTON ENQINEERINO. ,NC. -8- Hiley formula presented below by a factor of safety of at least 4. - - - - Where R = W= H= P= L= A= E= S= c= l2WH(W + CP, R= mm- s + 24,000 Total supporting capacity of single pile in tons Weight of hammer in tons Height of drop of hammer in feet Weight of pile in tons (or mandrel) Length of Pile in Feet Cross-sectional area of pile (or mandrel) in sq. in. Modulus elasticity of pile (or mandrel) in Ib/sq. in. Permanent displacement of last blow in inches (usually taken as overage of last 10 blows) Factor based on coefficient of restitution = 0.25 for steel = 0. IO for concrete or wood To apply a factor of safety of 4.0 to the above formula, the allowable load per pile should equal R . 7 - - The estimated total settlement for a single pile lwded ta the design capacities indi- cated on Drawing Nos. A and B is estimated to be less than l/4 inch. Several types of driven piles ore presented on Drawing Nos. A and B. These include 70# per yard steel rail piles, 8.62 inch 0. D. and 10.75 inch 0. D. pipe piles and 8 inch - -- diameter tip timber piles that are tapered 1 inch in 10 feet. Other types of piles may also be used and their supporting capacities may be computed to be directly proportioned to the surface area in contact with the supporting soils. If timber piles are used, it is recommended that these be press.;re treated with creosote - in order to increase their life expectancy. - The “Structural Engineers of San Diego” group have recommended that the total allow- able axial loads applied at the top of steel roil piles should not exceed 17 kips on a iU# per yard rail. If a 90# per yard rail was used, the total axial load should not exceed 25 kips. BENTON SNGINEERINQ. INC. _ ., ._ > -9- - These values are based on the assumption that the pile is laterally fixed IO feet below the adia- .- cent ground surface. The axes of adjacent piles are to be driven normal to each other. If splices in the steel roil piles ore found to be necessary, these should be in occcrdance with the A. S.C.E. Splices presented on page 131 of the “American Institute of Steel Construction Manual” except that high strength bolts, properly torqued should be used and the ends of the roil pile section should be butted. - Recommendations for Shallow Footings In those areas where Conditions II exists, it is recommended that all footings be placed at least one foot into undisturbed natural silty sand or clayey sand soils. Conventional continuous wall and spread type footings may be used in all areas of the - - ,-. lots excavated below the original ground surface. However, in order to reduce the possibility of differential settlements in the areas where some fill exists, such as toward the middle of Lots 47, 48 and 49, it is recommended that all structural laads be distributed on continuous wall footings deepened one foot below the fill and designed to include.at least one No. 4 contin- - uous steel reinforcing bar placed at 3 inches above the bottom of the footing and another No. 4 continuous steel reinforcing bar at I l/2 inches below the top of the stem wall of the footing. It is recommended that careful inspection of each footing excavation be made under - each house in order to verify that the footings are founded in uniform notural sail conditions throughout. - It is concluded from the load-consolidation test data that continuous wall footings - founded one foot into the undisturbed silty sand and clayey sand soils as recommended ond -. loaded to a maximum of 2030 pounds per lineal foot on a 2 feet wide footing will be subject to estimated total settlements varying between l/4 and l/2 inch. - sENTON ENOINEERING. INC. -10” First Floor Support - ln areas where driven piles ore required, it is recommended that the first floor be structurally supported on driven piles. Therefore, it is likely that wood framed floor systems would be more economical to use in these areas than the heavier reinforced concrete floor - slobs. In areas where conventional footing s moy be founded at shallow depths, then either - concrete floor slabs placed on grade or wood fromed floor systems may be used. .- Respectfully submitted, BENTON ENGINEERING, INC. - PHB/gw - BENrON ENGINEERING, INC. _. - - - - - ,- - - - 5 v -& 3 In - - - - - - - - PILE CAPACITIES (Borings 1, 2, 3, and 4) Safe Allowable Load in Kips* per Single Pile * I Kip = 1000 Pounds .-. “PILE CAPACITIES, LOW DRIVING RESISTANCE AREA” 4 PPOJECT NO, BENTON DRAWING NO. 63-3-20A ENGINEERING, INC. A I ,~ - - - - - - - - - - ,_~-_--,_ .,_,._ --..- -.---.-.I ----.- -,_~-.- -_. PILE CAPACITIES (Borings 5, 6, 7, 8, 12, 13 and 14) Safe Allowable Load in Kips’ per Single Pile !O I- T t 1 25 30 ..a, A.11 it,: .,... i .:.< .r, ..+.*‘m~+~.- < .~. L J i i ,,i . . i .~- r . i :..1 . ..*. _. / ,,,. . . ../..._I ,._ ,-.., -I. ;,.i . . . . 1 ‘..-:‘.‘-’ xrndf e:! :,. .-.+*, 1 : i ; . ) 1 *~~I~ : ~. r . 1 0,). .,1* ;J 1 ;~ ~J; ;:-~ Flj I ‘:1‘ ‘.-- l 1 Kip = 1000 Pounds “PiLE CAPACITIES, HIGHER DRIVING RESISTANCE AREAS” PROJECT NO DRAWING NO 63-3-20A I BENTON ENGINEERING, INC. I B - - - - - ,- - - - QI - -I -a -D - m ,- I - x z - 2 0 L - 2 - 2 $ Y - SUMMARY SHEET BORING NO.J..& r : ;; j ,~ .,.-“! :,,, I G ’ dLTY F/M SAND I,-&/ ‘%yandBlue,Groy i,Oa F:; Gray, Moist to SaturTd, Gray, Saturated, Soft, Occasional Fine Sand Seams Gray, Saturated, Soft, Shells . . . 26-L . . . . . . . . . . 7 Occasional Clayey Silt Ldyen 28,::::: SILTY CLAY (BAY MUD) evel)x - SILT SILTY CLAY (BAY MUD) SILTY CLAY CLAYEY FINE SAND 0.4 45.2 0.4 57.3 0.4 76.8. 57.6 0.24 64.6 0.?4 81.3 oz 75.0 0.26 56.0 0.38 55.5 0.40 ?6.6 0.50 - c .I :: i i+ VC ?c - - 12. t9.1 z - 1.f - - * All elevations presented in this report are based on the interpolation between the finished grades shown on the “Grading Plan” by Ray L. Klema, Engineers, In v/F;NGINEER,NG, ,NC. / 2 DRAWING NO. - - - - - - - - - : : .- i 1 .- ;i U 1 a - 2 c 2 -c - 5 - - z Y::: SUMMARY SH&ET 5,; ;r” BORING NO.1 &;’ 0 $2 Opposite Station 55+26 Continued From Drawing No. 5 Gray, Saturated, Soft Shells 3 :‘,: ‘: 6-g& : ,’ Silty Fine to Medium Sand ond - Groy, Soturotod, Soft Occasionoi Fine to Medium Sond Layers 4q-- -_ _ - - _ 44 -- -_ 9 - 11 4 --,-- A 1 KQ2Y ii&$d Shells - CLAYEY FINE SAND VERY FINE SANDY SILT CLAYEY SILT 0.8 0.8 2.5 2.5 30.5 $9.4 17.8 !3.9 - 35.: 72.2 ‘2.5 xl.1 - I. 73 I.35 ..58 .85 - Q cz G 0 q. ,” 5, : Q ., .. PROJECT NO, 63-3-20A BENTON ENGINEERING, INC. I DRAWING NO. 3 - - - - - - - - - - - - , ?z - 2 I : 3 :: il w , - .$ - z ? .- -I YS SUMMARY ,. 8 IL ii,” 2: BOR,,,,G NO. ii 52 ELEVATION v.?’ 9’ 0 1 2 4 6 ------ a Fine Sandy Cloy Layer Gray Brown, Saturated, Soft 16 Occasional Thin Fine to Medium Sand Layers ray, Soturoted, Loose, Dark Groy, Saturated, Soft Occxionol Thin Fine to Medium fiY F/M SAND SILTY CLAY Water--, --- SILTY CLAY FINE SAND CLAYEY SILT 7 ( C t t I t !( I I.4 146.7 : ! : I ;z i > ? ‘ I 1 - ,k Ei >Y ;ti 3 - iii2 70.: 65.: 64. t 56. ; 58.; 81. 74.5 ,27 ‘22 24 - 27 .26 - ,24 - 35 - : .c :t F L “(J z ‘5 . ;1 .I 19. ~ - - - Continued On Drowins No. 5 PROJECT NO. 63-3-20A BENTON DRAWING NO. ENGINEERING, INC. 4 .- - - - - - - .- ,- - - - - - - - - 5:: SUMMARY SHEET 22 BORING NO. 2 32 ELEVATION 3 I Continue$rom Drcwina No. 4 3, ,.z@j m Occosionol Thin Fine To Mediurr 36 , --El Sand Layers 38 40 42 44 Gray, Saturated, Soft, Occasional Silt Pockets 46 Gray, Saturated, Soft CLAYEY SILT SILTY CLAY CLAYEY ,FlNE SAND F/C SAND CLAYEY FINE SAND 0.8 18.8 II 1.7 18.3 - 52.1 100. 108. - I 1.60’ T 1.36 PROJECT NO. DRAWING NO. 63-3-20A BENTON ENGINEERING, INC. 5 - - - - - - - - - - - - - 0.8 0.4 - .ij; iz,: iijc s* - __ 25.9 32.7 - FG - icy 25 :y iz{ - - 96. I 85.8 - z.2 - 67.3 SUMMARY SHEET BORING NO. 3 ! & f 5 “, ,,, ,/I ELEVATION 9* O’ ,i :)’ 1,’ ,’ SILTY F/M SAND 0.95 79.; 0.97 71.t - -- J-10 0.50 MIXTURE OF SILTY FINE/ MEDIUM SAND, SILTY CLAY, FINE SAND /-A!lQteL GTY Cl AY SILT 0.4 SILTY CLAY 0.4 50.7 CLAYEY FINE TO MEDIUM SAND 61.1 0.4 65.0 SILTY CLAY - FINE TO COARSC FINE TO COARSC L L SAND SAND : 0.4 : 0.4 54.5 71.8 SILTY CLAY 0.4 28 Seam 30 54.6 67.6 I Continued On Drawing No. 7 I PROJECT NO. BENTON DRAWING NO. 63-3-2OA ENGINEERING, INC. 6 - - - - - - - - - - - - - - .- z yI= SUMMARY SHEET 2% XL zz Et! BORING NO.. 3 : 22 ELEVATION ;Fo Continued From Drawing No. 6 Gray, Saturated, Soft Fine to Medium Sand Loyer I Groy to Dark G ray, Saturated, - Soft, Occasional Silt Pockets, Occasional Fine to Medium Sand CLAYEY SILT Groy, Saturoted, Soft Occasional Silty Clay Pockets CLAYEY FINE SAND 0.4 0.4 0.4 0.4 - u* lx*3 g LO: x; - 19.4 ,8.0 !I.3 !0.3 - 11.8 - 12.3 3i5.5 36.7 - - .37 .60 .62 3% I PROJECT NO. 63-3-2QA BENTON DRAWING NO. ENGINEERING, INC. 7 - - - - - : - - - - - - .- - - - -7 : ; L t. L 1 I 7 ( ( ( s- 2 .- :‘u i :: ; g .u j i i 1; ’ > ! ; -5 ; t t I t t c SUMMARY SHEET BORING NO. 4 ’ UT 1” / ,: (?’ ‘I ELEVAT,O,., 9.9' ,)" " Brown, Moist, Loose Grey, Moist, Soft &own. Moist, Soft Brown, Moist, Loose Root Layer MIXTURE SILTY F/h $W~. 5 SILTY C_Ll- SILTY CLAY SILT FINE TO MEDIUM SAND Root Layer - Water ---p-w- -- Brown and Gray, Saturated, MIXTU;;;-LOF Loose =INE/MEDIUM SAND, SILT, SILTY CLAY Brown, Saturated, Soft CLAY Gray, Saturated, Soft Gray, Saturated, Loose \ SILTY CLAY /‘.4IXTURE F/C SANI 8 CLAYEY F/t SAN L i E - -4-x I.8 20.3 - i.4 - 59.9 I.4 - 48.2 - I.8 , 56.3 I-;; . . i0.8 0.63 - - 9-3 y.t --I- E - A-- 53.5 0.13 i 71.7 0.69 Gray, Saturated, Soft I Occasiona: Fine to Medium Sand Seams 24 26 28 32 I.4 59.6 ILTY CLAY ( 56.0 Continued on Drawing No. 9 PROJECT NO. DRAWING NO. 63-3-20A BENTON ENGINEERING, INC. 8 .- ,- - - - - -~ - - - - - - - : (5 - 2 -i 5 - E E YE YE SUMMARY SHEET SUMMARY SHEET SC. SC. :E! :E! 2z 2z BORING NO.. 4 BORING NO.. 4 s s L5z L5z ELEVATION ELEVATION -3 ,_ -3 ,_ Continued From Drowing No. 8 Continued From Drowing No. 8 ) Groy, Saturated, Soft ) Groy, Saturated, Soft SILTY CLAY Gray, Sotumted, Soft Gray, Sotumted, Soft ~,~ ,.,. ;.;~:z’.:.‘. _ .:~:::...::,‘j-: Brown, Saturated, Compact 46, :: ::::i;::-:::.. ..;:: ;.. 1 CLAYEY FINE TO MEDIUM SAND FINE TO COARSE SAND L I L 0.8 : 2.1 3.4 42 27. I 95.8 20.2 107.1 17.8 106.: 3.62 0.74 - !.88 ul PROJECT NO. 63-3-20A BENTON DRAWING NO. - ENGINEERING, INC. 9 -- - - - - - - - - - - - - -~ - 2 j : ! - i I ; I t ( - F: : tl L( - ‘9- - - - - - - ~ 0.4 19.4 1 1’ --I- ) 147.8 f 08.2 1.00 .74.3 0.39 67.7 0.62 70.3 0.24 I i y ; 1 : : c 1 ‘7 f 1 2 tt;‘:: SUMMARY SHEET IL KY” 22 BORING NO. 5 I:r’.? 0 2; ELEVATION 11.1’ -&V ~-‘.’ Blue Groy, Moist, Soft, Roots i I _ 1 MIXTURE OF SILTY F/C SAND w- MIXTURE OF FINE iANDY CLAY 4ND CLAY 6- Saturated /-Water -_ jlLTY FINE TO MEDIUM SAND I 1 f WGroy, Saturated, Soft :INE SANDY CLA 1 Groy 8 Brown, Soturoted, Soft, Occasional Shells 1 Occasional Silt Layers Occasional Fine to Medium Sand Layers, Occaslonol 1 Clay Lovers . . ( I i56.2 I I ,56.0 :LAYEY SILT ‘$1 ‘LAYEY FINE SAI- ILTY CLAY 8.4 Gray, Saturated, Soft LAYEY FINE TO tEDlUM SAND Groy, Saturated, Soft Groy, Saturated, Soft Gray & Brow, Saturated Gray & Brow, Saturated . . . . -----Occasional Fine to Medium -----Occasional Fine to Medium -..... -..... -Sand Layers -Sand Layers 37-c 37-c ‘2.2 1.96 . __.... El . . . . . I~NEERING, INC. i, - - - - - - -j \ -~ - - - - - - ,z !?z SUMMARY SHEET XG c”, $2 BORING NO. 6 /.CT $.zfi 0” 32 ELEVATION 12.9’ Light Brown and Brown, Moist, -- SLIGHTLY SILTY FINE TO MEDIUM SILTY CLAY Brown, Soturated, Soft CLAY Gray, Saturated, Soft Gray, Soturoted, Soft CLAYEY F/M SAN CLAYEY SILT Gray, Saturated, Soft, Occasional Very Fine Sand 2 Gray, Saturated, Medium Firm CLAYEY FINE SAb 3&-i;;-.- ’ _ ’ 5-‘/: G ray, Saturated, Compact, SLIGHTLY SILTY -!K2,*y Occasional Shell Layers FINE TO COARSE / 7’ 32 !:I::, SAND - ray, Saturated, Firm CLAYEY FINE TO COARSE SAND 3bK??z I tfq)+ PROJECT NO. I 63-3-20A I BENTON ENGINEERING, INC. 0.4 1 - 7.6 - 4.2 - I DRAWING NO 11 -- - - - ._ ,- - - - - - - -. - - - - - ,z YZ SUMMARY SHEET IL ii: 22 BORING NO. 7 !.OT$ ,‘;I 2i 22 ELEVATION 10.6’ n I Yellow, Moist, Loose Dark Gray, Moist, Soft Grav Brown, Moist. Loose Grav, Moist, Soft 1 6-&Z&Z Dork Gray SILTY CLAY Dark Gray, Moist, Soft ray Brown & Gray, Saturated, Soft, Occasional Thin Fine I I /A Gray 8, Blue Groy, Saturated, _. --- Soft Soturated, Soft WA Blue Grav. Saturated, Soft Gray, Saturated, Medium Firm, Clay Binder, Occasional Shells -. *. 2 :. . : - . -* El@ -- . .* . . - . 2 -*.. . * a. SILTY FINE TO COARSE SAND CLAYEY SILT SIf T’f FI NF c AND L Estimoted V SILTY CLAY CLAY CLAYEY SILT V. F/SANDY SILT CLAYEY SILT SILTY FINE SAND F/C SAND FINE TO COARSE SANDSTONE 5 1 60.210.24165.0 1 0.4 53.f ter m 0.4 52.c 1 1 I 68. 0.40 68. 0.40 H----i 0.4 76.0 i 56.7 0.27 3.3 20.7 106.8 1.57 108.7 1.24 PROJECT NO. 63-3-20A BENTON DRAWING NO. ENGINEERING, INC. 12 - - - - - - - - - - - -. - - SUMMARY SHEET CLAYEY FINE TO MEDIUM SAND PROJECT NO. 63-3-20A BENTON DRAWING NO. ENGINEERING, INC. 13 - - - - - - - - - - - -~ SUMMARY SHEET BORING N0.d T- 5’ COARSE SAND Yellow, Saturated, Very Firm FINE TO MEDIUM - - - - - - - - - PROJECT NO. 63-3-20A BENTON ENGINEERING, INC. ORAYiNG No. - - - - - - - - - - - - zi SlJMAtARY SHEET 5; z I~ I’ WRING NO. 10 ’ ‘:‘,‘;:‘;,, !,’ :: : Et XL EK ,T II., 14.3’ ; ‘- , 1~ ,I, : E z ELEVATION czc P 4 6 and 8 Grovel Pockets, SLIGHTLY SILTY FINE TO MEDIUM 0.8 SAND ro6.U 0 58 112.8 1:46 Lt. Brown, Moist, Medium Loose 6 8 IO mA\t. Brywy, Mcyist, Medium Loose Gray 8, Gray Brown :INE TO MED. - SA.N() 2.5 SILTY FINE TO MEDIUM SAND 0.8 Water 1 -- _ 12.8 16.7 I 04.0/O. 62 / i PROJECT NO. 63-3-2OA BENTON DRAWING NO. ENGINEERING, INC. 15 -. - - - - - - - - - - - - - - 1 - .- -1 r 5: SUMMARY SHEET ?- %? 22 BORING NO.-= 12 /,., ;/.‘:::. z $2 ELEVATION )o _/_ 214 1 6 a Groy ad Light Brown, Moist, Occasicnol Silty Cloy Pockets ----- y and Dark Gray, Saturated, Saturated, Compact i MIXTURE OF :INE SANDY CLAY ilLTY F/C SAND SILTY CLAY CLAY SILTY CLAY SILTY FINE SAND SLIGHTLY SILTY FINE TO MEDIUM SAND - I.4 9.2 - 6.6 - -- 2.4 - 1.2 - i i . . ;i 1 > ? ‘ ‘ 62.2 0.: 68.5!0.; 05.412.1 -L 06.82.: c 2 :; i : t E J$ 1.C - - - . - PROJECT NO. 63-3-20A BENTON ENGINEERING, INC. DRAw#G No. .~~~ - c, - - - - .- - - - - - z ZE SUMMARY SHEET + z; 22 BORING NO. 13 j, 3 T A :: y/ : 2s ELEVAllON 2. 7’ *SY!?Y 57+41-- IMIXTURE 0F CLAY I-- Estimated Water --.. ray Brown, Moist, Soft CLAYEY SILT Groy, Very Moist, Soft -I- Occasional Silt Pockets d 0. 56. 64. : 69.f 61.t 5 2 1 A i 4 1 SILTY CLAY -.kkZlO ccosional Fine to Medium I 0. 50. 4 Sandy Cloy Seams and Pockets i--- - - Brown Groy, Soturoted, Soft Groy, Saturated, Soft Light Groy, Saturated, Firm SILTY VERY FINE SAND CLAYEY SILT I 0.d 61: qi 24 26 - E .- -t -j 2 u - I ti z c - 2 j CT: .- 6.7 27.’ 96.5 SILTY FINE SAND I c I ray, Saturated, Firm IVERy FI_NE/SAF rlD1 I LILT ed. Very Ftrm ISW : 74jO.59; 8.1 46.41 PROJECT NO. 63-3-2CA BENTON ENGINEERING, INC. DRAWING NO. . 17 - - - - - - - - - - - - .- e i c - i 7 5 - z 2: SUMMARY SHEET XL EK 2: 9 BORING NO. 14 I,or ?+L E $2 ELEVATION -...-.wi 14 8’ Brn . , Moist, Medium??rm ;: Dark Gray, Moist, Soft I: CLAYEY FINE TO MEDIUM SAND SILTY FINE TO 0.8 - .- Grey and YeK&~s~ot 8. i- COARSE SAND ‘MIXTUREOT-- /i/i j / ater I 16.8j115.0;0.77 / MEDIUM SAND I : I SLIGHTLY SILTY I I FINE TO COARSE 1 SAND - 0.8 - l--L 15.8 115.6 1.87 15.0 - BOR,NG NO* 15 rI, : I ;; .‘* ELEVATION 12.0’ Brown, Moist, Medium SILTY FINE SAND / 3.3 13.6 113.0 0.72 95. , Medium Firm CL&YE?? F/C SAND Brawn, Moist, Medium Firm SLIGHTLY SILTY FINE TO MEDIUM 2.5, 9.9,105.2 0.48 YT-fY-vm CcAvmrlcsAm SILTY F/C SAND XAYWXT- 6.7 _ - CLAYEY FINE TO COARSE SAND PROJECT NO. BENTON ENGINEERING, DRAWING NO. 63-3-20A INC. 18 -. .- - - - - - - - .- - - - - d 1 - 7 2 - d- 4- 6- 8- lo- 12- 14 16- 18- 20- 22- 24- 26- 28- 30- ;i SUMMARY SHEET XI BORING NO .___ d” r ’ “’ $2 ELEVATION -!.!.3’ Brown, Moist Loose Abundant Vegetation and Roots SLIGHTLY SILTY - FINE TO MEDIUM SAND ---” __ /- water -- Fine Sand Pockets CLAYEY FINE TO COARSE SAND Saturated, Loose FINE TO COARSE SAND -~-~~ ~~.~ VF/SANRYXlT- CLAYEY SILT z Gray, Saturated, Soft z z 2.Lz-L z z 22 -Lx-L CLAYEY FINE TC c z MEDIUM SAND x e -I- t / I f I T bj I I I 0.8/,1.2, 0.4 21.4 1 1 -i--l 10.1 16.7 1 -7 82.9 0.47 --I-- J 85. 0.27 106. 0.59 ” I PROJECT NO. DRAWING NO. 63-3-20A BENTON ENGINEERING, INC. 19 -. - - - - ,-~ - - - - -. - - < - . : : - 03.1 94.c - 0o.t E-.( - xl.; I.35 1.3E 1.8: ! I. 18 T9.j 7( I.37 18.7 ’ 1 1.23 13.91226 z 5: SUMMARY SHEET i $ :; XL Ekk! 2: ,7 /,<$ry3.5- BORING NO.-A 5 s 22; Y Y --( : zz’ ELEVATION 11.8’ > c YO( ZY z; - I II 1 b 11 -II II , I I( I I’ SLIGHTLY SILTY 2.5 FINE TO MEDIUM SAND 0.8 I I 7.6 SILTY FINE TO 0.8 MEDIUM SAND - - _ - ay Brown, Saturated, Soft, SILTY VERY FINE SILTY VERY FINE SAND SAND 0.8 21.1 0.8 21.1 SILTY CLAY SILTY CLAY 0.4 0.4 40.7 40.7 18 20 Gray, Saturated, Soft Occasional Thin Sand Seams Groy, Soturated, Soft 9.5 CLAYEY FINE TO MEDIUM SAND PROJECT NO. DRAWING NO. 63-3-20A BENTOM ENGINEERING, INC. 20 -. - - - - - -.. - - _- - - - - a 3 ; (I J i i - 5 i ? ” - u _.. gj i? -l -~ : s ,“z SUMMARY SHEET 2: I=; 5:: Lb! 2: BORING NO. 18 j)OT ,:cT d p” 3z Ius ELEVATION 12.7’ ;k CI -0 0.8 , iLIGHTLY SILTY FINE TO MEDIUM 0.8 SAND 6 8, - Water +c- --I- - 0.8 SILTY FINE TO MEDIUM SAND 2.5 16 Gray, Saturated, Soft , SLIGHTLY CLAYEY FINE TO COARSE SAND 0.8 , 20 bLxx -6 ‘,.~ ray, Soturoted, Medium Firm CLAYEY FINE ’ SAND I 14.2 - ,;; :z2 CGc Z$ - 6.8 10.8 .- 16.7 20.0 35.6 - 21.4 23.5 - : z : ; I Y ’ > ! = ‘ 11 ’ 1 11 , 1 11 t L I 11 86. 0.47 -A- 06.40.99 I -I- 02. 0.50 - - - - - - - - PROJECT NO. 63-3-20A BENTON DRAWING NO. ENGINEERING, INC. 21 - - - > m r’ -2 0 - - - - - ? -6 ; lu -5 -: 9 -$ - - J -2 0 -. . CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.2 0.4 0.6 a6 I.0 2 4 6 6 IO 16 0 1 2 3 2 w c 4 0 I !- 5 k 7 + 2 8 w 0 E a 9 I g 10 I= ;: i 11 0 o¶ g 0 . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. 63-3-ZOA BENTON ENGINEERING INC. ““YbNG NO. - - - 4 2 2 - - - - - - 6 7 8 9 I ;5 10 F 2 2 11 0 u) g 12 13 14 CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT I.2 0.4 0.6 06 Ix) 2 4 6 8 IO . INDICATES WATER PERMITTED TO CONTACT SAMPLE I I \ \ . . . . \ \ j j . \ . \ Pz;$mf;A NO. BE NT,ON ENGINEERING INC. - -. - t ! . . 7 -: 1 c - 4 - ; a 5 - - > m - s -2 2 5 : 2 5 J I ‘> I .J r, > i -s 9 -z - - -~ “4 -I5 - CONSOLIDATION / CURVES ,/” /I LOAD IN KIPS PER SQUARE FOOT 0.2 0.4 06 a8 I.0 2 4 6 8 IO 16 0 Ue lth 3 WI VI ki 4 s f I- 5 “J a. 6 5 ln k 7 : 8 z rK k! 9 I g 10 ;r ;: i 0 % 0 . INDICATES WATER PERMITTED TO CONTACT SAMPLE P-qJECT NO. 63-3-20A BENTON ENGINEERING INC. DRAWING NO. 24 - - t - m z - @z 0 - - - a c _-. f - - i. ” YG - i5 - iii 2 0” - 3 .- - -. \1 -. - 2 CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT I N-III I I I 0 0.2 0.4 0.6 0.8 Ix) 2 4 6 8 IO I6 Y ! Y ! , , \ \ I I \ \ j (1 j (1 \ \ I i I i t t - - , , . INDICATES WATER PERMITTED TO CONTACT SAMPLE I PROJECT NO. 63-3-20A I BENTON ENGINEERING INC. I DRAWING NO. 25 - - - c .f -2 s Y t - L e ; . 72 5 -~ CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.6 0.8 I.0 2 4 6 8 IO 16 . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. DRAWING NO. 26 -~ - - - ,- - ~, * m z .~ z (E 0 >” -0 c) t -ii --c cr. -- g 2 z - .- Q 0 -. CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0 2 3 : % 4 ,’ r I- 5 13 14 0.2 0.4 0.6 0.8 I.0 2 4 6 8 IO I6 - 2 3 6. t-t I I I III IIIllli I 1 J \I Jlllli I I J I J J “I I . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. ORAWZG NO. - s- - al 2 -uz 0 - - - - - &! - i z .- I 5 - r” 9 -g - - - I -2 -~ CONSOLIDATION CURVES 62 0 1 LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 cl8 I.0 2 4 6 8 IO 16 l INDICATES WATER PERMITTED To CONTACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. ] DRATPG ,NO. r , 1 t m 2 - E - 1 ‘1 - 2 CONSOLIDATION CURVES LOA’O IN KIPS PER SQUARE FOOT 0.2 0.4 0.6 Q8 I.0 2 4 6 8 IO 16 0 Bar ng . so PI I : . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. BENTON ,ENGINEERING DRAWING NO. 63-3-20A INC. 29 I * - m 2 - n 0 I - - - - : -2 i -. -5 > 1 ) > -s 9 -$ I -4 0 ~. - - - 3 VI co ii 4 :: f I- 5 Y k 6 ;: 25 7 !i 8 z % 9 I g 10 F ;: i 11 0 0-3 $ 12 13 14 CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 3.2 0.4 06 0.8 1.0 2 4 6 8 IO I6 / \ ! I YP I ’ I i i . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. BENTON ENGINEERING DRAWING NO. 63-3-20A INC. 30 - - - - - - ? - 0 i T, -L <n -ii 2 -g - - - - .< D - CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 06 08 I.0 2 4 6 8 IO I6 . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. ORATIING NO. - .- - * - m s -2 - - - - - -4 2 -: ;I J Cl L f, -iii 2 - z - I - - j 4 a 2 CONSOLIDATION CURVES 0.2 0 LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 08 I.0 2 4 6 8 IO I6 !! e 0 z VI 8 I I- 5 2 2 k! 3 I z 4 I= 2 0' 5 if? 0 0 6 7 8 0 INDICATES WATER PERMITTED To CONTACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. DRAW39 G NO. I- - t .- m 2 -E - - - - .i -~ : 2 - cl b . 3 :, I -g z.2 0” -3 - - / - 2 - CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.2 0 0.4 0.6 0.0 I.0 2 4 6 0 IO I 1 2 3 z 2 4 E r I- 5 !? ?i 6 :: $ 7 k z 8 : (L p" 9 I z 10 F 2 3 0 0 % 0 1 2 I I i '1 1~ 3 / I . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. ““““~~” N( - - - - 0 > -6 L -, i - z - i -2 2 -; - - I - c s - CONSOLIDATION CURVES 0.2 LOAD IN KIPS PER SQUARE FOOT 0.4 OS 0.0 I.0 2 4 6 0 IO 16 . INDICATES WATER PERMITTED TO CO%TACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. DRAWING ?. 3. 34 - i - > - m 2 -~ z ,- ! - g’ ;; -51 cl! - -‘/ C’ u I _ r. i 7 t’ ; - 3 L i/ - - j I - ii 2 - $ / - i Li - 2 0 .- CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.4 0.6 0.0 1.0 2 4 6 8 IO IS 2 3 w z 2 4 r I- 5 Y O- z 6 Lo k 7 I- = 8 s LL 2 9 I z I= 2 ? 0 % u Q INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. 63-3-20A BENTON ENGINEERING INC. DRAWNG s.3. ;j