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HomeMy WebLinkAbout; Carlsbad Operating Center SDG&E; Soils Report; 1962-07-17SOILS INVESTIGATION Carlsbad Operating Center Carlsbad Boulevard and Terramar Drive Carlsbad, California for the San Diego Gas 8 Electric Company Em==- EmIwhlmulm iMea4cAw8884588 Project No. 62-6-28A July 17, 1962 BENTON ENGINEERING. INC. BENTON ENGINEERING. INC. APFLIr.O SOIL MECHANICS. FO”NDATIONS PHlLlP HENK1NO .ENTDN C”E.,DINT. Dl”lL CNmIYII” 4342 FAIIYOUNT *“rN”I rn.N D,Emo ,, C*LlrD”NIA *TWITS” I-ssm1 SOILS INVESTIGATION Objectives A soils investigation has been performed at the site of the proposed C&bad Operating Center to be located north of Terramor Drive and East of Corlsbad Boulevard, Corlsbod, Son Diego County, California. The objectives of this Investigation were to determine the existing soil conditions and to determine the allowable supporting capacities of the soils for use in moking recommendations for foundation design. In order to accomplish these objectives, field explorations were mode ct five locations, undisturbed samples were obtained ot frequent inter- vals, California Bearing Ratio test samples were obtoined, somples were .olso obtained to determine compaction criteria, and laboratory tests were performed to determine the physical charocterlstics of both the natural and compacted soils. It is understood that the proposed worehouse and building ore to be one story in height, and ore planned to be of concrete block construction. Column loads ore estimated to be on the order of 50 kips and wall loads ore estimated to be on the order of 3000 pounds per lineal foot of wall. Finished grade of the site wos assumed to be on the order of elevotion 53 feet. Approxi- mately 13 feet of fill and 10 feet of cut will be necessary to level the site. An 8 foot high concrete block wall Is planned near the property llne adjacent to Terromor Drive and o 6 foot high concrete block wall is planned to be placed on the property line odjocent to Corlsbod Boulevard. Field lnvestigotion Flve borings were drilled with o truck-mounted rotary bucket-type drill rig ot the -2- opproximote locations shown on the ottoched Drawing No. 1, entitled “Location of Test Borings”. The borings were drilled to depths of 9 to 25 feet below the existing ground surface’. A con- tinuous log of the soils encountered in the borings was recorded at the time of drilling and is shown in detail on Drowing Nos. 2 to 5, inclusive, each entitled “Summary Sheet”. The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chort. A simplified description of this classification system is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained at frequent intervals in the soils oheod of the drill- ing. The drop weight used for driving the sampling tube into the soils wos the “Kelly” bor of the drill rig which weighs 1350 pounds, ond the average drop war 12 inches. The general pro- cedures used in field sampling ore described under “Sampling” in Appendix B. Loborotorv Tests Laboratory tests were performed on all undisturbed samples of the soils in order to deter- mine the dry density, moisture content, and shearing strength. The results of these tests ore presented on Drawing Nos. 2, 3 and 4. Consolidation tests were performed on represen- tative samples in order to determine the load-settlement characteristics of the soils. The results of these tests ore presented on Drawing Nos. 6 to 8, inclusive, each entitled, “Consolidation Curves”. The general procedures used for the laboratory tests ore described briefly in Appendix B. Compaction Tests were performed on representative samples of the soils to be excavated 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 o 10 pound hammer dropping 18 inches on each of 3 layers in a 4 inch diometer 1/30th cubic foot mold. The results of the tests ore presented on the following page. BENTON LNGINEERINO. INC. -3- Moximum Optimum Mois- Boring Depth kd Soil Dry Density ture Content Number in Feet Sample Description Ib/cu ft % dry wt 3 6-7 2 Silty Fine Sand 121.0 10.2 4 8-9 3 Fine Sand 118.6 13.1 B 3-4 2 Slightly Silty Fine Sand 127.6 8.6 California Bearing Rotio tesk were performed on representative samples of the soils at proposed subgrode. The tests were performed in accordonce with Section 6 of the Standard Specifications of the Division of Highways, State of California, doted January, 1949. The test results ore presented below: Molded Initial Load in Percent Percent Dry Moisture Pene- Pounds on C.B.R. Exponsion Moisture Boring Depth Density Content tration 3 Sq. In. % of During After No. in Feet Ib/cu ft % dry wt Inch Plunger std. Soaking Penetration 4 8’-9’ 118.0 a.4 .l 1630 54.3 .05 13.7 .2 1800 40.0 .3 1798 31.3 .4 1800 25.9 .5 2ooo 25.7 B 3’-4’ 128.6 9.2 .1 1910 63.6 .l 10.2 .2 2358 52.2 .3 2300 48.4 .4 2180 31.6. .5 2480 30.8 DISCUSSION AND RECOMMENDATIONS 5011 Stroto Approximately T/2 foot of fill was encountered in Boring 1. The upper soils encoun- tered in all borings were medium firm to firm silty sands. It is concluded from the observations and tests that the upper one foot of these soils ore relatively porous and tend to consolidate rapidly, with increased moisture content. Slightly silty fine sands were encountered between 4.2 and 12.0 feet at Boring 2, between 11.1 and 12.8 feet at Boring 3, between 3.2 ond 7.0 feet at Boring 4 ond between 3 and 9 feet at Boring B, which was drilled to obtoln a BENTON ENOINEERING. INC -4- representative somple of the subgrade soils. Cleaner fine sond layers were found between 12.8 feet and 23.0 feet at Boring 3, ond between 7.0 and 22.0 feet in Boring 4. A fine to medium sand was found between 22.0 and 25.0 feet at Boring 4. Ground water was not encountered in the exploration borings. Foundation Design Recommendations Footings moy be founded on either the natural soil or on compacted fill. Footing on natural soil should be founded at least 18 inches below lowest odiacent grade. In the area of the zero fill line, either the footings should be placed at least 18 inches below the existing grade or the upper one foot of existing soil should be excavated. The then exposed soils should be scarified, moistened to optimum and compacted to at least 95% of the maximum dry density. Fill should then be placed in accordance with the attached Appendix AA, entitled “Stondord Specifications for Placement of Controlled Compacted Filled Ground”. It is concluded from the resulk of direct shear tesk performed on samples thot were saturated and drained prior to testing, thot o bearing value of 1500 pounds per square foot may be used for design of wall footings at least 1 foot wide, founded on the existing noturol soils at proposed finlsh grade. Spread footings at least 3 feet wide, founded on the existing noturol soils moy be designed~uslng a bearing value of 2000 pounds per square foot. Footings at least 1 foot wide that ore placed at least 18 inches below lowest adjacent grade on the soils compacted to at least 95% of maximum dry density, as specified, may be designed for a bearing value of 1500 pounds per square foot. These bearing values ore for dead ond unit live loads and may be increased on third for the total of dead, live, wind ond seismic lwds. The total settlement of a spreod footing loaded to 50 kips and designed as recommended obove Is estimated to be on the order of l/4 to 3/8 inch. BEr4w.N ENOINEERING. INC Site Perimeter Wol Is -5- It is understood that decorative concrete block walls 8 feet in height ore to be con- structed along the south and west sides of the site ond that another wall, 6 feet in height, will extend westward and northward to the future entrance olong Corlsbad Boulevard. Footings for these concrete block walls may be designed for 1500 pounds per square foot, provided these ore founded at least 18 inches below the lowest adjacent finished grade in either natural ground or in compacted fills, plcced os specified. Pavement Deslgn Two California Bearing Ratio Tests were performed on representative samples of the soils at the proposed subgrade elevotion. The test results ore presented under “Laboratory Tests”. . It is concluded from the test results that the subgrode soils will hove a minimum Colifornio Bearing Ratio of 25.7. If a combined total thickness of base and pavement of 6 inches is used, Q 7ooO pound wheel load may be safely supported as hosed on California experience for light traffic. If h eavier wheel loads ore anticipated, then greater thicknesses might be required. Floor Slob Support Floor slobs may be founded directly upon compacted fill soils or on the natural soils wherever more than one foot of excavation is required. Adjacent to the cut-fill line it is recommended that the relatively porous surface soils be over excavated to approximately 12 inches and be replaced with compacted filled ground as specified above. Earthwork It is recommended that prior to filling, any surface vegetation and organic topsoil should be removed. BENTON ENGINEERING. INC. -6- In hillside area, where the existing ground slopes more than 1 foot vertically in 10 feet horizontally, it is recommended that horizontol benches at least 10 feet in width be excovcted where the toe of the fill slope intersects firm natural ground. In exposed slope areas where saturation moy occur due to the ponding of water against the compacted filled ground, it is recommended that the slopes be no steeper than a 2 horizontal to 1 vertical. In other areas where water is prevented from running over the top of slope and where the ponding of water does not occur, then the compacted fill could be placed on a 1 l/2 horizontal to 1 vertical slope. The exposed natural sol1 shwld be scarified, moistened to optimum and compacted to 95 percent of the maximum dry density to insure CI good base for the fill. The fill should then be placed under engineering supervision in six inch horizontal layers at optimum moisture content and should be uniformly compacted to 95 percent of maximum density os obtained by o modified A.A.S. H.O. method of compoctlon which uses 26 blows of o 10 pound hammer dropping 18 inches on each of 3 layers in a 4 inch diameter 1/3Oth cubic foot mold OS de- scribed in Appendix AA. Respectfully submitted, BENTON ENG.lNEERING, INC. PHB/is BENTON ENGINEERING. INC BENTON ENGINEERING. INC. ,- APPLIl!D *onI. MECHANIC* . rO”ND*IIONs ,,- *a41 F.IIWm”*T *YIN”= CH,LW “CNKINO mENToN. PII.. ll.Y DICOO 5. EALIF~INII aI”IL Ev4IIIUIC” ATVATI” I-SIB1 APPENDIX AA STANDARD SPECIFICATIONS FOR PLACEMENT OF CONTROLLED COMPACTED FILLED GROUND 1. General Description. The objective is to obtoin uniformity and adequate internal strength 7 rn filled ground by proven engineering procedures and control so that the Proposed struc- tures may be safely supported. The procedures include the clearing and grubbing, removal of existing structures, preparation of land to be filled, filling of the land, the spreading, compaction and control of the filled areas to conform with the Ilnes, grades and slopes as shown,on the accepted plans. The owner shall employ a qualified soils engineer to supervise the placement of filled ground and to take sufficient tests to insure the uniformity of compaction of filled ground to the’ specified 95 percent of maximum dry density. The soils engineer shall advise the owner and contractor immediately if any unsatisfactory conditions exist and shol! hove the authority to reject the compacted filled grwnd until such time that corrective measures ore token ndcessory to comply with the specifications. 2. Clearing, Grubbing, ond Pteporing Areas to be Filled. (a) All brush, vegetation ond any rubbish shall be removed, piled and burned or otherwise disposed of so OS to leave the areas to be filled free of vegetation ond debris. Any soft, swampy or otherwise unsuitable oreas shall be corrected by draining or removal, or both. (b) The natural ground which is determined to be satisfoctay for the support of the filled ground shall then be plowed or scarified to CI depth of at least six inches (6”); and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent un’iform compaction by the equipment to be used. (4 Where fills ore mode on hillsides or exposed slops areos, greater than 10 percent, hori- zontol benches shall be cut into firm undisturbed natural ground in order to provide both loterol ond vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturbed notural ground at the ele- vation of the toe stoke placed at the notural angle of repose or lower. The soils engin- eer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. (d) After the natural ground has been prepared, it shall then be brwght to the ,“oper mois- ture content and compacted to not less than ninet percent (96%) of maximum density f&e APPENDIX AA in accordance with A.A. S. H.O. T99-49 method modified to use 26 blows of CI IO- pound hammer foiling from 18 inches on each of 3 layers in a 4” diameter cylindrical mold of o 1/3Oth cubic foot volume. 3. MaterlaIr curd Special Requiremenk. The fill solls shall consist of select materials so graded that at lecrst 40 percent of the materlol passes a No. 4 sieve. This may be obtained from the excavation of banks, borrow pits of any other opproved sources ond by,mixing soils from one or more sources. The material used shall be free from vegetable matter, ond other de- leterious substonces,,~and shol,l not contain rocks or lumps of greater than 6 inches in diameter. If excessive vegetation, ,rocks, or soils wlth Inadequate strength or other unac- ceptable physical characteristics are’encountered, these shall be dlrposed of in waste oreos OS shown on the plans or as directed by the solls engineer. If during grading operations, soils not encountered and tested In the preliminary investigationore found, tests on these soils shall be performed to determine their physical chomcteristlcs. Any special treatment recommended In the preliminary or subsequent sol1 reports not covered herein shall become on addendum to these specifications. The testing and speclficotlons for the compaction of subgrade, subbase, ond base moteriols for rwds, streek, hlghways, or other public property or rights-of-way shall be in occordonce with those of the governmental agency having jurisdiction. .-- 4. Placing, Spreodlng, and Compacting Fill Materials. (a) The sultable fill material shall be placed in layers which, when compacted, shall not exceed six inches (6”). Each layer shall be ,spread evenly and shall be thoroughly mixed during the spreading to Insure uniformity of material and moisture In each layer. (b) When the moisture, content of the fill moterlal 1s beloni that specified by the soils engin- eer, water shall be odded until the moisture content Is near aptlmum as specified by the soils engineer to assure thorough bonding durlng the compacting process. (c) When the moisture content of the fill materlol Is above that specified by the soils engineer, the fill moterlal shall be oeroted by bladlng and scorlfying or other satis- factory methods until the moisture content is near optimum OS specified by the soils engineer. (4 After each layer has been place+, mixed and spread evenly, It shall be thoroughly compacted to not less than ninety bg rcent (95%) of maximum density in accordance with A.A. S. H. 0. T99-49 modified as described in 2 (d) above. Compaction shall be acccmpl ished with sheepsfwt rollers, multiple-wheel pneumatic-tired rollers, cr other approved types of compaction equipment, such as vibratory equipment that is specially designed for certain soll types. Rollers shall be of such design that they will be able to compact the fill material to the speclfled density. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each loyer shall be continuous over its entire area and the roller shall m&e sufficient trips to insure Benton Engineering; Inc. APPENDIX AA -3- (e) that the desired density has been obtained. The entire areas to be filled shall be compacted. Fill slopes shall be compacted by means of sheepsfwt rollers or other sultable equip- ment. Compacting cperotions shall be continued until the slopes are stable but not too dense for planting ond until there is no appreciable amwnt 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 galn cr by other methods producing satisfactory results. Field density tesk shall be made by the soils engineer for opproxhmtely each foot in elevation gain after compaction, but not to exceed two feet in vertlcol height between tests. The locotlon of the tests In plan shall be so spaced to give the best possible coverage and shall be taken no further than 100 feet apart. Tests shall be token cm cor- ner and terrace lots for each two feet in elevation galn. The soils engineer may take additlonal tests as conrldered necessary to insure the uniformity of compaction.’ Where sheepsfwt rollers ore used, the tests shoal be token In the canpacted material belhv the disturbed surface. No addltlonal layers of fill sholl be spread until the field den- sity tests indicate that the specified density has been obtaIned. The fill operation shall be continued in SIX Inch (6”) cvcte,d loyers,‘as speclfled above, until the fill has been brought to the flnlshed $1-1 ond grades OS shown on the accepted plans. 5. Su rvislcn . Sufficient supervlslon ,by the tolls engineer shall be maintained durlng the * compacting operotlons IO that he con certify that the fill was constructed In accordance with the accepted speclflcations. 6. Seasonal Limlts. No fill materlol shall be placed, spread, or rolled if weather conditions increase the moisture’content above permlssable limits. When 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 ore OS previously specified. ,- Benton Engineering, Inc. BENTON ENGINEERING. INC APPLlED SOIL MEC”ANICS . FOUNDATIONS PYlLlP HENKINO BENTON. PFaEII. CIVIL LWDINEIrn APPENDIX A Unified Soil Clossificotion Chart* 4342 FII~UOLINI *“EN”c SAN DlFOO 5. C.Llroa*lr ATIATLP 1-5581 SOIL DESCRIPTION GROUP SYMBOL I. COARSE GRAINED, More than half of materlal is larger tfian No. 200 sieve size. ** GRAVELS CLEAN GRAVELS GW More half of coarse fraction is GP loraer thon No. 4 sieve size but smaller than 3 Inches GRAVELS WITH FINES GM (Aovrecioble amount . of fines) SANDS CLEAN SANDS -on holf of coarse fraction Is smaller than No. ,- 4 sieve size SANDS WITH FINES (Appreciable amount of fines) II. FINE GRAINED, ‘More than half of mote&l Is smaller than No. 200 sieve size. ** SILTS AND CLAYS Llquld Llmit Less than 50 SILTS AND CLAYS MH GC SW SP SM SC ML CL OL Llquld Limit Greater than 50 CH OH .- III. HIGHLY ORGANIC SOILS PT TYPICAL NAMES Well graded grovels, grovel-sand mix- tures, little or no fines. Poorly graded gravels, grovel-sand mixtures, little or no fines. Silty gravels, pomly graded gravel- sand-silt mixtures. Clayey gravels, poorly graded grovel- sand-clay mixtures. Well graded sand, gravelly sands, little or no fines. Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand-silt mixtures. Clayey sands, poorly graded sand-clay mixtures. Inorganic silts ond very fine sands,rock flour, sandy silt OT clayey-slit-sand mixtures with slight plasticity. Inorganic clays of low to medium plas- ticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silts and organic silty-cloys of low plostlcity. Inorganic silts, micoceous or dlatomo- ceous 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 soils. * Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952. ** All sieve sizes on this chart ore U.S. Standard. BENTON ENGINEERING. INC APPLIED SOIL MECHANICS l=O”NDATIOIIS -- .342 FIII1YO”NI *“IY”c PHlLlP “ENKINO BENTON. P.TTB. APPENDIX B 9.4w DlFDO 5. CALIIO~CIII CIVIL LNOIULII ATWAIEII 1.5.581 Sampling The undisturbed soil samples are obtalned by forcing a special sampling 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 outside diameter, with a special cut- ting tip on one end and a double ball valve on the other, and with a lining of 2.42 inches inside diameter thin brass rings, each one inch long. The sampler 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 for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are token to the laboratory in close fitting waterproof containers in order to retain the field moisture until completion of the tests. The driving energy is calculated as the average 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 strain control type in which the rate of deformation Is approximately 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 are secured. 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 order to obtain the internal angle of friction and cohesion. Where considered necessary, sarn- pies are saturated and drained before shearing in order to simulate extreme field moisture con- ditions. Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one inch high rings of soil as it comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment. Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones ore 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 are permitted to air dry at 1050 F for at least 48 hours prior to placing into the expansion apparatus. A unit Iwd of 500 pounds per square foot is then applied to the upper porous stone in contact with the top of each sarn- ple. Water 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 i/lCOOO inch per hour. SUMMARY SHEET BORINB NO. ’ SILTY FINE SAND BORINB NO. 2 ELEV. 45*5’ Light Brown, Moist, Very SLIGHTLY SILTY 14.8 3.1 101.3 1.97 12.1 4.9 101.5 1.69 * All elevatiom presented herein are based on interpolation between the contour lines marked in red on the drawing furnished to us for the “Proposed Foundotion Investigation”. PROJ EC1 NO. ENBINEERINB, INC. DRAWlNO NO. : -1 7 t .! : , 7 Q 2 c u c : ; BORINB NO. 3 SILTY FINE SAND 9.5 6.3 “2.0 1.6’ 8.1 3.7 ‘05.0 0.32 l SLIGHTLY SILTY 8.’ 4.7 ‘03.9 0.45 * FINE SAND :?~:I,:‘:?‘:. Light Brown, Moist, Compact ‘4 -*;a; 6.7 2.2 95.3 0.60 l , 6 :;:j;;:;& ~::.:‘:.‘:,. ..‘:,‘.,:,;) : .:;:,: c.::,: ’ 8 : @ Very Compact FINE SAND - ‘~ -i:::I;,‘:~~ Light Gray 9.5 1.8 97.0 1.18 * 20 - ;,; : j:;,:;.y:. - <(.i.::f.;,‘:!. Light Brown 22 _ c::::::;; & ‘0.8 2.0 ‘02.4 1.27 * * Sheared under reduced normal load to allow for proposed excavation. - . PROJ EC1 NO. 62-6-28A BENTON ENBINEERINB, INC. DRAWlNO NO. 3 SUMMARY SHEET BORINB NO. 4 . . ,... . . . FINE SAND 6 il;y;:/ ;j;.: ‘... ,.;... ::.:.;: . . . . B _ ;..y.‘,::,.:.’ Light Brown, Moist, Very _ :..:a; Compact 9.5 2.8 ‘03.8 1.16 . ...;. ::: :; , 0 - r.1.: ‘.:, -:i.@ 13.5 4.0 101.7 0.23 * : ’ 2 _ i’:-r ;;:.;,i ,4 : ;;..gj ‘0.8 11.2 93.1 0.52 * * FINE SAND ,6 72; ‘2.1 2.2 95.9 0.79 * , 8 \;;:;,::*;::( :., ; ; ,. ( : : x) -;;&$ 13.5 2.’ 96.2 0.91 * FINE TO MEDIUM SAND * Sheared under reduced normal laud to allow for proposed excavation. PROJ EC1 NO. ENBINEERINB, INC. DRAWINQ NO. SUMMARY SHEET BORING NO. B ELEV. 58.0’ .- 2 &I * . . . *. . . - ..‘: .*. * Brown, Moist, Very Compact SILTY FINE SAND SLIGHTLY SILTY FINE SAND t IsIt # .,zf * Et m:ac’* ta “3!!!“co -* pr i3 PROJECT NO. 62-6-28A I BENTON ENOINEERING, INC. CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.2 0.4 0.6 D.6 LD 2 4 6 6 IO 16 0 1 2 3 4 5 0 1 2 3 4 5 0 INDICATES WATER PERMITTED TO CONTACT SAMPLE I PROJECT NO. I BENTON ENGINEERING INC. I DRAWING NO. * CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 1 2 3 4 5 6 0 1 2 3 4 ml.0 2 4 6 6 lo 16 0 INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO. ENGINEERING DRAWING NO. CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.2 0.4 OS OS l.D 2 4 6 6 IO I6 06 I I I IIIII I 1 I 1 I I I,, l- 2 - :: z c 5 Y k lJ ;: 8 7 I- ^ . INDICATES WATER PERMITTED TO CONTACT SAMPLE PROJECT NO.