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HomeMy WebLinkAboutCT 72-20; La Costa Rancho Santa Fe; Soils Report Preliminary; 1970-12-14- - - - - - - l HlLIP “LNWNG BLNTOII P”r*,m*T. ClYlL L*0#**&!” BENTON ENGINEERING. INC. ACCLILD *o,l. YLC”*NICC - FO”ND*TIOLIs 67.1 EL CAJOll .O”LE”AID .AN DILOO, cx‘,CORW,A %?,*a December 14, 1970 ‘.W DIIOO: s.5.se-4 LA Yn*l. 16D-86S. Ranch0 Lo Costa Route 1, Box 2550 Encinitos, California 92024 Subject: Project No. 70-6-29F, Port II, and Proiect No. 70-8-18F, Part IV Preliminary Soils Investigation Lo Costa bncho Santa Fe West of Rmcho Santa Fe Rood and South of San Marcos Creek Son Diego County, California Gentlemen: CONCLUSIONS It is concluded from the field investigotion and laboratory test results thot: 1. The medium firm to very firm natural soils are suitable for support of the proposed fills and/or residential structures. However, loose or porous compressible upper soils, similar to those encountered to a depth of 6.5 feet in Boring 2-11, to 5.5 feet in Pit IO-IV, and to 6.0 feet in Boring la-IV, may be expected to exist in certoln low areas and it is recommended that these materials be removed and thot the compacted filled ground and/or footings be placed on the underlying natural soils determined suitable for foundotlon support. AlJo potentially expan- sive clayey fine sand, sandy clay, silty cloy and cloy soils were found In certain areas and sp&iolly designed footings ond slobs ore recommended where these expansive soils ore allowed to remain in place within the upper 3 feet below finished grade. 2. It is concluded from the results of the loboratory tests that the noturol soils, suit- able for structural support, have a safe bearing copocity of at least 2000 pounds per square foot for ~e,foot wide continuous footings placed one foot below the firm undisturbed naturol ground surface. The settlement of a one foot wide continuous footing loaded to 2000 pounds per lineal foot and founded on suitable undisturbed natural soils is estimoted to be less than l/8 inch. 3. The results of the laborotory expansion tests indicate that certain of the clayey fine sand, silty cloy, sandy cloy, and clay soils encountered in the investigation would be con- sidered as “ep-o_nr.Lye” soils. Therefore, in order to ovoid the use of specially designed footings and slabs, it is recommended that, wherever practicable, the “expansive” soils be removed to a ENGINEERING DEPT. LIBRARY City of Carlsbad 2075 Las Palmas Orlve cNkd.xid CA 92009-4859 UNNEKOTTER ENGINEERING GEOLOGY - SUBSURFACE INVdTIGATION La Costa Inc. San Diego County, Calif. Lines A73 thru Hl3 May 28, 1971 GEcJPHYSlCA‘ IN”ESrIG&r,ONs For S”bd>“~rio” Design Pipelinrl Rmdr Seirmic RippobllNfy St”&+* - - T. FUNNEKOTTER REGlSTERED GEOLOGIST -~ CERTlFiED ENGINWING GEOLOGlST p. 0. BOX 575 ESCONDIDO, CALIF. 92cl25 * 746.2793 - ENGINEERING GEOLOGY GEOI*IYSICAL IN”ESIIGATIONS For Subdivision Lkrign Pipelines Roods Seismic Rippability Studier . Purpose : To evaluate subsurface conditions at several select locations in order to provide design and excavation information. Method: Refraction Seismography. GeoloCr,ic reconnaissance. . - Discussion: All areas investigated are underlain by the Black Mountain - Volcanics; however two areas indicate extensive low velocity - - - sandstone and/or siltstone. This report includes lines At3 thru H13, C13X1, and C13X2. Total Seismic coverage is 3750 lineal feet. Line Al3 indicates high velocity material from 18 feet to 28 ,~.. feet deep. Overlying this is low velocity depositional material with velocities of 2300 to WOO ft/sec. Line Bl3 is composed of Black Mountain Volcanics (BMV) with the high velocity material appearing at depths~ o~f~~22,feet_~~~tp.~.~.~~feet. Line Cl3 is also EW - the high velocity material here varies in depth from 5 feet to -.--_, ._ 38 feet. The cross lines on Cl3 indicate similar conditions. The southeast half of line D13, line Sl3, and line F13 all indicate high velocity volcanics from 9 feet to 30 feet deep. On line D13 from station 4.5 northwest, a different situation exists. Here the high velocity volcanics were not encountered. Rather, three low to moderate velocity layers were mapped, i.e., j.3QQ.ft./sec, 1800 to 2000 ft/sec, and 3400 to 4000 ft/sec. This situation indicates that this particular area is, in part, depositional in character. Maximum penetration here is 45 feet deep. Lines Cl3 and H13 are composed of BMV with the harder high velocity material ~,., _. - T. FUNNEKOTTER ENGINEERING GEOLOGY REGISTERED GEOLOGIS? CE9TIFIEO ENGlNEERlNG CEcxOGlSi P. CL BOX 571 ESCONDIDO. CALIF. 92025 * 746.2793 - GEOPHYSICAL iN”ESTlGATiONS For S”bdi”ision Derign Pipelines RO”di seir!mc Ripp”billty Studier . Discussion: (can't) at depths of 4 feet to 28 feet deep. As usual, the presence of scattered blocks of hard volcanic material should be anticipated, especially where noted on the velocity profile. -Conclusion: Virtually all lines investigated indicate a three layer profile - .- - soil, decomposed and fractured volcanics, and the parent, high velocity volcanics. Two exceptions are noted - line Al3 and north- west half, of D13 - both are, in part, depositional and composed - of softer sandstone and siltstone, In terms of rippability, the following schedule would apply: - - Velocity (ft/sec) Excavation Method 0 to 2000 Scraper 2000 to 5000 Ripper 5000 to 5500 Marginal Over 5500 Drill & Shoot Submittepr&-* (,g- 22 .,.d <'.;r..Cld .:,,d,.- T. Funnekotter 3-i FUNNEKOTTER ENGINEERING GEOLOGY REGISTERED GEOLOGIST CERTIFIED ENGiNEERlNG GEOLOGlST . P. 0. BOX 575 ESCONDIDO, CALIF. 92025 746.2793 -. SUBSURFACE INVESTIGATICN LX COSTA VALE; - UNITj 2 THRU l, GEOPHYSICAL IN”ESTIGATIONS For Subdivision Design Pipelines Roods seirmic RipplAit” Siudier . SL~IS~~~IC LINES A15 THRU El 5 December 4,1972 - - T. FUNNEKOTTER ENGINEERING GEOLOGY REGISTERED GEOLOGIST .~ CERTlFlED ENGINEERING GEOLOGlST P. 0. BOX 575 ESCONDIDO, CALIF. 11025 - 746.2793 - - - - GEOPHYSlCAL lN”ESTlCATlONS For Subdivirion Lbign Pipeliner . Roods seimic Rippability Studier To evaluate subsurface conditions at four' select areas in order to determine what excavation problems may be encountered. %efraction Seismography. Geologic reconnaissance. All four areas are basically within the Black Mountain Volcanic unit. This uni.t is composed of extrusive igneous flows ranging from rhyolite to andesite. The first area investigated (line A1Sl._a_l_..ha_s__.~..-thin _~ .,- cover of sediments overlying the volcanics. The southern part of this line has cobbles, pebbles and the usual silts and sands present on the surface. Evidentally, this is a contact area between the volcanics and the marine sediments. Seismic lines Al5 thru El5 were run in four select areas. These runs are located approximately as shown on the enclosed plat. The location of lines D15 and El5 should be considered as very general - no near reference points are present. Two to three velocity zones were mapped - in general these layers are soil, decomposed and fractured rock, and the high velocity volcanics. The high velocity material was J.ocated on all runs - as near as 34 feet from the surface and as deep as 39 feet. T. FUNNEKOTTER REGISTERED GEOLcmST CERTIFIED ENGINEERING GFOLOtlST . P. 0. BOX 575 ESCONDDO, CALli. 92021 746.2793 r r - - ,- ENGINEERING GEOLOGY GEOPHYSICAL IN”LSTIGATIONS FW Subdiviriun Darign Pipeline. Roads Seirmic Rippability Studier Discussion (can't) Line A15 general~.shows from I+ to 7 feet of soil and loose rock, 15 to 30 feet of decomposed and fract- ured material (velocity range of 3100 to 3300 ft/sec), __~_~_~_ ~-~~. ~,~~,-~ '~~~ and high velocity volcanics (velocity of 9500 to 11,000 ft/sec) at depths of 20 to 39 feet, The high velocity ,- ~~~, ,, ~. ,~ material appears to average about 20 to 25 feet deep. The softer overburden has some large volcanic blocks incorporated within. Line RI5 is farther upslope and has a much thinner overburden. The high velocity material here was located from 9 feet to 22 feet deep. There is 3 to 5 feet of soil over 3100 to 3400 ft/sec decomposed and fractured rock. Line Cl5 is similar to. Bl5 - the high velocity volcanics are from 7 feet to 13 feet deep. Lines 015 and El5 both indicate high velocity material (6600 ft/sec from 34 feet to 6 feet deep with 1500 to 2000 ft/sec material overlying the volcanics. Conclusion: High velocity volcanics were located on all runs - most of the lines (St5 thru E15) indicate that this material is from 3i to 13 feet deep. On line Al5, it is deeper - averaging 30 to 25 feet deep. Much of the overburden contains volcanic blocks, some are quite large. - T. FUNNEKOTTER ENGINEERING GEOLOGY -,-f ~~ REGWERED GEOLOGIST CERTiHED ENGINEERING GEOLOGIST P. 0. BOX 575 ESCONDIDO, CALIF. 92025 - 746.2793 GEOPHYSlCAL ,N”ESTIGATIONS FO, Subdivirion Design Pipelines Road* .5ei,mic Pippobility Studier . SIIBSURE’ACE IIWESTIGATION LA CCSTA VALE; SkISMIC LINES A17 THKU 517 February 26,1973 - T. FUNNEKOTTER REGISTERED GEOLOGlSr CFRTIIIED WCINFERINC ClriloGIST ,I. 0. nox 515 ESCONDI”O. CALllb 92075 * 746~2793 /- - - - - ENGINEERING GEOLOGY GEOPHYSICAL IN”ESTIGATIONS For S”bdivi,io” cJs,ign Pipeliner lloadr .%imcc Rippobility Sfvdier PURPCSE: To evaluate subsurface conditions in nine select areas in La Costa Vale in order to determine what . excavation problems may be anticipated. MDTHOD: Refraction Seismography. Geologic reconnaissance. J)pJ,-"SYlG~: The area:,; irlvc:stigate<i are all withi.n the Black Mountain Volcanic structure - this unit is principally extrusive igneous flows ranging from andesite to rhyolite. The layer sequence is soil, decomposed and fractured volcanics with sparse to heavy concentrations of volcanic blocks within the overburden, and the parent volcanic rock. Ten lines were investigated by the Seismic method - lines Aj7 thru J17. The approximate location of these lines is shown on the enclosed plat. The location of lines H17, 117, and J17 should be considered as very ,general - no good distinctive features here permit very accurate orientation. However, note on the plat the position of a red-white stake near the southeast end of line J. All other lines were oriented from high voltage towers or poles and distinctive topographic features. In general, high velocity volcanics were located on all of the seismic runs. The depth of this material is from 4 feet to 46 feet. The intermediate layer has a veloci~ty range of 2500 to 4800 ft/sec - averaging around 3600 ft/sec. The soils layer is from 2 feet to .- - - - .- - - - T. FUNNEKOTTER ENGINEERING GEOLOGY REGISTERED GEOLOtlST CERTIFIED ENGINEERING GEOLOGlSi P. 0. BOX 575 ESCONDIDO, CALIF. 92025 - 746.2793 GEOPHYSlCAL lN”ESTlGATlONS FO, Subdivirio; Design Pipeliner Roads Sakmic Rippability Studier DISCUSSIGN: 9 feet thick. L?ne A17 indicates from 25 to 29 feet*of over- burden (3800 ft/sec) over 10,000 ft/sec volcanics. Cn line 61’7, the high velocity volcanics rise from 24 feet to 12 feet from the surface and has an over- burden velocity of 3100 ft/sec. Line Cl7 shows the high velocity volcanics from 23 feet to 48 feet deep, however, note the overburden velocity from station 0 to station 1.5 - it was 41100 ft/sec in this area. This is approaching the marginal rippable category of 5000 ft/sec. Line D17 shows high velocity material rising steeply towards the east and southeast - from about 40 feet'deep to 12 feet deep. Lines “1’7, FIT, and G17 are all in one general area .and show the hard volcanics to be from 4 feet to 29 feet deep, mostly quite shallow. The overburden velocities here range between 3300 and 4200 ft/sec. This hard volcanic horizon appears to rise towards the southwest and northwest. Cn line G17, this layer is very shallow - from 4 to 9 feet deep. Lines H17 and 517 are on a northwest trending ridge and the high velocity material here appears to be roughly conformable to the surface. Note the rise and fal~l of this material across line H17 and the rise along line 517 towards the southeast. Line 117 indicated high T. FUNNEKOTTER ENGINEERING GEOLOGY GEOPHYSICAL IN”ESTIGATlONS REGISTERED GEOLOGIST For CERTWLD ENGINEERING GEOLOGIST P. 0. BOX 571 ESCONDIDO, CALlF. 92025 . S”bdi”i,io” clssign Pipslines Road* 746.2793 seismic Rippbility Studier - DISCUSSION: velocity material at a depth oa approximately 12 feet. The overburden in these areas contain volcanic blocks in various degrees of concentration - this is . so indicated on the profile. CONCLUSION: The most troublesome areas in terms of near surface har3 vo'l,canics appear to be lines Cl-f, %17i the south- eastern end of line D17 and the area around lines H17, 517, and I17. In much of these areas the high velocity volcanic material is less than 10 feet deep. In terms of rippability, based on a D-9 Cat, the following schedule should apply: Velocity (ft/sec) Excavation Method 0 to 2000 Scraper 2000 to 5000 Ripper :,OOO to' 5500 iUry,inal Over 5500 Drill & Shoot For trenching, based on a Kohring 505, the following - schedule should apply: Velocity (ftjstlc) 0 to 3800 3800 to 4300 Cver 4300 Lxcavation Method Rippable Marginal Drill & Shoot Submitted by~~~~$~~l~Y{~~ -6, 1. 'I'. Funnekotter -: r T. FUNNEKOTTER ENGINEERING GEOLOGY V,~~il;,,h‘iL~ i,,Lc’iiai~.iii r:iPliilrD ENG,NtlKIN; GIO!~OGIS, P. 0. BOX 575 FSCONDIDO. CALIf. P?O>i . 2 746~2793 - - - 5.i 7l~J,;‘7:: - V‘CLL NO. 3 i,Ii<l:,:j /;20 TO C20 i”PJi!N%ti d, 1’1’73 - - - - - - GEOPHYSICAL INYESTIGATIONS F”, S”bdi”i,,“” lkrign Pipelines Roadr Seirmic Rippability stwicr T. FWthEKOTTER REGISTERED GEOLOGIST CERT,F,ED ENGINEEQING GEOLOGIST Pi 0. BOX 575 ESCONDIDO. CALIF. 92075* I 746.2793 - - - - - - - - - ENGINEERING GEOLOGY GEOPHYSICAL IN”ESTICATIONS For Subdivirion Design Pipelines Rood* Seirmic Pippobility studies :.;ucs(jj‘;: To evaI.udte subsurface conditions in the arens of two stri!?.t, cuts in order to determine whbt excavation r;roblems m&y be encountered, VFTHOD - L1 . Refraction Seismoqra?hy. Geologic reconnaissance. TJlSCUSSiC){- . ~Yhe first area investigated (line k20) consists of sedi.Ircent,a!'y strata overlying; volcanic material. The second: :~rc;i (lint!s 920 and C20) consis,ts of volctinic material. Three Seismic lines were run in the major cut areas of tcwo streets. These are lines A20 thru C2O - located as ~hov~n on the enclosed plat. Three to four velocity layers were mapped on line A20 as follows: 1300 to 1700 ft/sec,. 1900 to 2400 ft/ set , jOCC to 3200 ft/sec, and 6001) ft/sec. The unoer three layi~?rs are probably a combination of sands, silts, ad. clays and iridicate more consolidation with denth. ?he total depth of these materials is over 50 feet. The lowest layer (6OOG f't/sec) is probably a volcanic material rising towards the northeast. Line 32C and C20 is in a volcanic area - this material is mainly andesite. High velocity material was located here at a depth of 3 to 6 feet. - T. FUNNEKOTTER ENGINEERING GEOLOGY REGISTERED GEOLOGIST .~ CERTIFIED ENGINEERING GEOLOGIST P. 0. BOX 575 ESCONDIDO, CALIF. P2025 - / 746.2793 - - - - - - GEOPHYSICAL IN”ESTIGATIONS For S”bdi”irion Design Pipeliner Roadr seismic Rippobility Studier ‘i’he m;ii n r:rob.le~r: area is in the vicinity of lines WC and C:II? ,,vh<?re the high velocity volckics are withi ri L T‘i,i!t, of tke sur~iace. In the area of line II;?0 there i:~; a Lllic!< co1.~1mn of’ set1 i ~i~eritary 1c~yel.s 1 of low to aloderate velocity to a depth of over 50 f.‘eet . Submitted by T. Funne!cotter - - - - T. FUNNEKOTTER REGISTERED GEOLOGIST CERTIFIED ENGlNEEillNG GEOLOGIST . -. P. 0. BOX 575 ESCONDIDO. CALIF. PZOZS 746.2793 ENGINEERING GEOLOGY GEOPHYSICAL INYESTIGATIONS For Subdivirian Peris” Pipeliner Roadl Ssirmic Rippobimy S,udisr RIPPABILITY SCHEDULE . The following schedules should apply for the type of matrrial encountered in this report: Based on a D-9 Cat Velocity (ft/sec) Excavation Method 0 to 2000 2000 to 5000 Scraper 5000 to 5500 Ripper Over 5500 Marginal Drill & Shoot For trenching, based on a Kohring 505 Velocity (ft/sec) Excavation Method 0 to 3800 3ml to l+?OO Ripper over r+)oo Marginal Drill x. Shoot - - - - - Project No. 70-6-29F, Part II Project No. 70-8-18F, Part IV -3- December 14, 1970 6. Geophysical and geologic studies in the volcanic rock formation indicated that oversized blocks and fmgments may be encountered when excavating in these areas. Therefore, it is recommended that the maximum particle size discussed in poragraph 3, of Appendix AA be modified to 12 inches for all fills below three feet below finished grade provided that the rocks are distributed in such a manner that adequate quantities of minus No. 4 material exists and compaction can be accomplished between the rocks. It is oiso recommended that rock disposol areas outside the foundation prisms of the proposed buildings be established to accomodate the oversized material. The foundation prism is defined as that prism enclosed by planes intersect- ing the ground surface 15 feet outside the foundation line and sloping outward and downward at 1 l/2 horizontal ta 1 vertical slope. 7. Both cutting ond filling are required for development of the site. Residences may be constructed partly on cut and partly on fill provided the load-settlement chamcteristics of the notuml soils and the compacted filled ground are compamble. If ony soil types ore encountered during the grading operations that were not tested in this invest- igation, additional lobamtory tesh will be conducted in order to determine their physical choract- eristics and supplemental reports and recommendations will automatlcolly become a part of the specifications. The data presented on pages 1 to 8, inclusive, and on Drawing Nos. 1 to 34, Inclusive, as well as Appendlces AA, A and 8, are o part of this report. Respectfully submitted, BENTON ENGINEERlNG, INC. BY&L?’ R. C. Remer Reviewed by Dish: (4) Rancha Lo Costo, Inc. (2) Roncho La Costa ,I Inc. Attention: Mr. Burton L. Kmmer (2) Rick Engineering Company i’ BENTON ENGINEERING. INC. - - 1 - - - - - Project No. 70-6-29F, Part I I Project No. 70-8-18F, Part IV -4- DISCUSSION December 14, 1970 A prelimlnary soils investigation has been completed on the preperty presently known OS Lo Costa Ran&o Santa Fe Ports II and IV located in San Diego County, California. The area is bounded on the West by Lo Costa South Unit Nos. 5 and 8 and on the east by Rarcho Santa Fe Road. The obiectives of the investigation were to determine the existing soil conditions and physical properties of the soils in order that engineering recommendations could be pre- sented for the development of proposed residential sites and to provide infermation to comply with the requlrements of the County of Son Diego. In order to accomplish these objectives, twenty-seven borings and exploration pih were excavated on the site, undisturbed and loose bag samples were obtained, ond labomtory tests were performed on these samples. lnfarmation was also obtained from a geologic study of the area prepared by Mr. W. G. Libby, Gealqgist, doted July 22, 1970. The geneml topogmphy of most of the southerly portion of the area may be described as gently ta moderately sloping termin while the northerly portion is generally moderate to steep sloping terrain. Dminoge is primarily into the swales ond mvines directing water to San Marcos Creek on the north ond northwest portions of the site. Future drainage will be into the stneh and storm dmins. According te the “Sol1 Map” prepared by the U. S. Deportment of Agriculture, the upper soils in the area ore described OS Las Posas stony fine sandy loam ond Altamont cloy. The soils encountered in the investigation consisted primarily of clayey sands, sandy cloys, cloy, silty sand, gmvelly clayey sand, silty clay, gravelly sondy cloy, sand, sandy siltstone, cloystone, and gravelly silty sand. Much of the northeasterly portion of the site is underlain by the Black Mountain Volcanic rock formation. Field Investigation Twenty-seven borings and pits were excavated with a truck-mounted rotory bucket-type drill rig and a D-8 tractor at the approximate locations shown on the ottached Dmwing No. 1, entitled “Location of Test Borings and Pits.” Four borings were drilled initially on a portion of the area and these were designated as Nos. 1, 2, 4, and 5 of Port II. Boring 3 of Part II was not drilled and therefore does not oppear in this report. Subsequent to the initial investigation, twenty- three additlcnal borings and pits were exccrvated and these were numbered from 1 to 23, inclusive, of Part IV. Pit Nos. 2, 5,,6, 7, 8, 10, and 11 were excavated to depths of 5.0 to 22.5 feet using o D-8 tmctor. The borings were drilled to depths of 3 to 31 feet below the existing ground - __, ~~.~,“.~ -^,,I ,.* surface. A continuous log of the soils encountered in the borings ond pits was recorded ot the time of sxcawtion and is shown in detail on Dmwing Nos. 2 to 30, inclusive, each entitled “Summary Sheet. ” The soils were visually classified by field identification procedures in accordance with the Unified Soil Clossificatian Chart. A slmpiifled description of this classification system is pre- sented in the attached Appendix A at the end of this report. Undisturbed samples were obtained at frequent intervals, where possible, in the soils aheod of the drilling. The drop weight used for driving the sampling tube into the soils was the “Kelly” bar of the drill rig which weighs 1623 pounds, and the overage drop was 12 inches. The-g&ieral p&edures usedin~ field sampling ore described under “Sampling” In Appendix B. BENTON ENGINEERING. INC, i - - - r: 1 1 “’ - 2 ,. - - 2 ,;: ‘1. g ,s 2 ,. -5- December 14, 1970 Protect No. 70-6-29F, Part II Project No. 70-8-18F, Part IV Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in order to determine the dry density and moisture content. Direct shear tesk were also performed on certain samples. The resulk of these tests are presented on the Summory Sheek. Consolidation tests were performed on representative samples In order ta determine the load-settlement characteristics of the soils and the resulk of these tests are presented graphically on Drawing Nos. 31 to 34, Inclusive, each entitled “Consolidation Curves.” In addition to the above laboratory tests, exponsion tesk were performed on some of the clayey soils encountered to determlne their volumetric change choracterlstics with change in moisture content. The recorded expansions of the samples are pmsented os follows: Boring No. 1 Ii 4 II 4 II 5 II 2 IV 3 IV 13 IV 14 IV 15 IV 15 IV 16 IV 17 IV 17 IV 19 IV Sample No. Depth of Sample, in Feet 1 2 1 2 5 21 4 16 1 3 1 11.5 Bag 1 * 1.52.. 1 2 1 6.5 3 15 1A 1.5 1 2 2 4 1 3 soi I Description Fine sandy clay Clayey fine sand Clayrtone Claystone Fine to medium sandy clay Fine sandy clay Fine to coarse sandy clay (Weathered volcanic rock) Fine sandy clay Silty very fine to fine sand Clay Fine sandy clay Fine sandy clay Clayey very fine sand Silty clay Percent Expansion Under Unit Load of 150 Pounds per Square Foot from Air Dry to Satumtlan 11.50 4.84 9.16 10.28 13.09 10.69 12.53 14.70 2.51 13.17 8.18 6.76 1.87 4.00 * Indicates sample was melded to approximately 92 percent of maximum dry density The general procedums used for the preceding laboratory task am described briefly in Appendix 8. Compaction tests wem performed on reprerentotive samples of the soils to be excavated to establish compaction criteria. The soils were tested according to a modified A.S.T.M. D 1557&T method of compaction which uses 25 blows of a 10 pound hammer dropping 18 inches on each of 5 layers in a 4 inch diameter l/30 cubic foot mold. The resulk of the’tesk ore presented on the following page. BENTON ENOINEERING. INC - i’ 1 A - - - - - - - ) - d Project No. 70-6-29F, Part II Project No. 70-8-18F, Part IV boring or Pit No. l-11 2-11 4-11 2-w 2-IV 3-N 3-IV .13-IV M-IV 15-IV 1ClV 19-IV Bag Sample 1 1 2 2 3 1 3 1 1 1 2 3 Depth Soil in Feet Description l- 2 2- 3 4-5 3-4 18-20 05 1.5 10.5-11.5 1.5- 2.5 1 .o- 2.0 1.0.. 2.0 5.5- 6.5 14.0-15.0 Fine sandy clay Clayey fine to medium sand Silty very ftne to fine sand Fine to medium sandy clay Silty clay Fine sandy clay Fine sandy clay Fine ta coarse sandy clay (Highly weathered volcanic rock) Fine sandy clay Clayey fine to medium sand Silty very fine ta fine sand Slightly silty fine ta medium sand a December 14, 1970 Maximum Optimum Mois- Dry Density ture Content Ib/cu ft Xdrywt 118.8 12.2 128.0 9.2 117.0 13.1 123.3 10.7 118.8 14.6 111.5 13.8 109.0 16.1 113.3 13.4 114.2 121 .o 117.5 118.5 15.0 10.3 10.0 12.0 In order better to classify the finer grained soils, Atterberg Limit tests were performed on certain samples in accordance with A.S.T.M. Designations D 423-61T ond D 424-59. The resulk of these tests and the group symbols, for the soils finer than the No. 40 Sieve, are presented as follows: h9 boring Sample No. No. 2-IV 2 2-IV 3 3-N 1 14-IV 1 15-IV 2 Depth Soil Liquid Plastic Plasticity Group in Feet Description Limit Limit Index Symbol 3- 4 Fine to medium 31.2 13.5 17.7 CL sandy clay 18-20 Silty clay 46.3 20.4 25.9 CL 0.5-l .5 Fine sandy clay 55.1 18.3 36.8 CH l- 2 Fine sandy clay 54.2 17.1 37.1 CH 5.5-6.5 Si I ty very fine 30.0 26.2 3.8 ML to fine sand Dimct shear tests were performed on saturated and drained samples in order to determine the minimum angle of internal friction and apparent cohesion of the various soils. The resulk of the tests wem as follows on page 7. BENTON ENGINEERING. INC. - - $ - 1 j 1 - # - - 2, i’ - ,,. - - ,$ - - ; A ‘X i Proiect No. 70-6-29F, Port II Project No. 70-8-18F, Port IV Boring 4-11, Bag 2 * Depth: 4-5 feet Boring 5-11, Sample 2 Depth: 6 feet Pit 2-IV, Bag 3 l Depth: 18-20 feet Boring 3-IV, Bog 3 l Depth: 10.5-l 1.5 feet Boring 13-IV, Bag 1 * Depth: 1.5-2.5 feet Boring 14-IV, Sample 1 Depth: 2 feet Boring 16-IV, Sample 3 Depth: 8 feet Boring 19-IV, Sample 2 Depth: 7 feet Boring 19 IV, Bog 3 * Depth: 14-15 feet -7- Normal Load in kips/sq ft 0.5 1.0 2.0 0.5 1.0 2.0 0.5 1 .o 2.0 0.5 1.0 2.0 0.5 1.0 2.0 0.5 2.0 0.5 1.0 2.0 0.5 1.0 2.0 0.5 1.0 2.0 Maximum Shear Locd kips/sq ft 0.70 1.20 1.83 1.05 1.98 2.92 0.64 0.98 1.70 0.67 0.83 1.10 0.81 0.80 1.20 1.42 3.46 1.14 1.65 3.74 1.07 3.33 1.84 0.52 0.86 1.41 December 14, 1970 Angle of Internal Friction Des rear 33 Ib/sq ft 390 44 570 35 278 15 550 22 400 Greater than 45 Greater than 45 740 640 27 820 34 190 * lndicotes samples were remolded to approximately 90 percent of moximum dry density sENTON ENOINEERIN.5 INC. C - - - - g - - .: ., .~ Proiect No. 70-6-29F, Port II Project No. 70-8-18F, Part IV -8- December 14, 1978 Using the lower values of intemol angle of friction and apparent cohesion, and the Terxaghi Formula for local shear foilum, the safe allowable bearing pressures for the sails am deter- mined as follows: Local Sheor Formula: Q’,, = 2/3 c N’, + y Df Nlq + Y BN’y Cbsumptions: (1) Continuous footing 1 foot wide = 28 (2) Depth of footing = 1 .O foot = Df Undisturbed natural soils 0~27’ C = 820 Ib/sq A y = 119 Ib/cu ft N’, = 16.5 N’q =7.5 N’y-4.0 Q’d = (2+/3 x 820 x 16.5 + 119 x 1 .O x 7.5 + 119 x 0.5 x 4.0) = 10,161 Ib/sq ft Q’d Safe - Q’d t3 (Factor of Safety) = 3,387 Ib/sq ft Fill soils compacted to 90 percent of maximum dry density @=22O C = 400 Ib/sq ft y= 116 Ib/cu ft N’c = 13.5 Nlq = 5.8 N’y = 2.3 Q’d = (2,/3 x 400 x 13.5 + 116 x 1 .O x 5.8 + 116 x 0.5 x 2.3) = 4,406 Ib/sq ft Q’d Safe = Q’d t-3 (Factor of Safety) = 1,469 Ib/sq ft - 1 - BENTON ENGINEERING. INC. .~ - - - I :, ;; A 2 ,i: 5 )>A i: ,i ; ,.> A. $8; 11 ,,$ SUMMARY SHEET BORING NO.l-ll - ELEVATION 175’ * Medium Firm Moist, Very Firm Red -&awn - and -Gay - 7 8 9 10 11 12 13 Light Gray, Moist, Very Firm __------- JAYEY FINE SAN INE SANDY CLA’I CLAYSTONE I-. i ,I :t E: “E ;k > -- 8.1 14.5 104.9 4.30 6.5 19.7 103.0 2.89 8.1 9.5 - .___-. .^_, ~..~~,, 13.6 114.9 4.43 5.2 28.4 4.74. cl Indicates loose bog sample 0 Indicates undistrubed drive sample * The elevations shown on these Summary Sheek were obtained by interpolatlng between the contours on a map provided by Rick Engineering Company of Son Diego. PROJECT NO. 70-8-l 8F I BENlON ENGINEERING, INC, DSIWING NO f 2 .i j ,.,: ~-9, ,- j- .- - ‘: I i ,! : .- * !, : L :, 1,~ i, ‘i- iI, pt .- :+: i,l A ,A :, I”, ,,,, ,“‘, T Jo*, Dry, Loas e dium Firm, Mottled With ayoy Fine to Medium Sand d Occaslonol Chunks of Fine -, : ,, z!! 5: ,i 2: 0 -- C IAYEY FINE SAND 3 n, Moist, Contains Fine 1 Sand ’ Dork Gmy, Very Moist, Soft I 4 Gray-Brown, %edium Firm I FINE SANDY CLAY 3.2 Light Gray, Moist, Firm CLAY, MERGING TO CLAYSTONE - 4.9 - 0.8 Ir.9 ;1; E? a. ;2 , 3 ._ 09, - 08. IO., - 0.57 1.54 1.81 - - - - - - - - - - - 1__1^.- -/: -7- / BENTON ENGINEERING, INC. DRAWING NO “.*_U.~e*.I_-- -.--- - _-I .;- -~--.- 5~~~AR~ St-EES BORING NU...dAL ELEVATION ..a--??..sL- ‘mw Moist, Very Firm Groy i j- I __. __.__ ..__ _ ~~, .,_ CLAYEY FINE SAND a. SILTY VERY FINE TO FINE SAND Continued on Drawing No. 5 1 1 2 3 16.2 - 14.6 16.0 2.5 14.: - 12.; 6.f 4.1 il6.E 13.4 4. ;. :: - #.82 .02 .58 1-v,-,__ - -“.._m,.-l_..-m rm..-“-- -.,..- “-.. BENTON ENGINEERING, INC. .: ‘y, Ai, ,:,. j ,I . . i$i. ki, IA -_ -_ ,__ _. .,. _ ;ILTY VERY FINE ‘0 FINE SAND . ,~‘,. G -1: Y ., 5: wz ,L tz” -, . \.I j T! ,., - l8.J i ;” ” I - I.47 i.l( I- 3: = t A 2 E i : I : d c t 2 c > , , : , i 1 I i , : s 5 Light Brown and Light Gray, ist, Very Firm &Olive Green, Maist, Vary Firm, Highly Fractured 1 9Jsii en, More Massive C A- ; C LAYSTONE - 16.: 54.t 31.7 - - :8 ’ . . 6’ .‘ 14.1 8.4 - IO.’ - -7 PROJECT NO. 70-8-18F 70-6-2s -II. . ..- _ -.., I.,~-” --.-.%..~..-., _-, ./^ . ,, nP*w!h./.. , S” BENYON ENGINEERING, INC. ‘3: $>L ,: FL,; :” h, I i p ,$:, ,r :+. i- ; ,A;. :i :,‘, . i $. 1 E &,: ,‘&A j~Z$ ,‘>. If a. ,_ *: -I*+ F’ i .A : ., .--+ ‘b4 ,$&, ) ~y+p%“‘~yq*y ‘~,q:fy1c*i $ ,~* ‘sly jP ,I;: SUMMARY SHEET BORING NO..ii.d .~_ ELEVATION -.d%$- pJ Brown, Dry, Loose, Topsail __-- .~.~__ Light Brown and Light Groy, Moist, Very Firm : Olive Green, Moist, Very Firm, i Plastic, Shows Indications of hiour Movgment _ Brown. Moist. Verv Firm Olive Green, Moist, Very #j Firm, Fractured 14 15 16 c I.. js il I -I_- :LAYEYFINESAN a- ‘ILTY VERY FINE r0 FINE SAND I CLAY SILTY FINE SAND - CLAYSTONE Continued on Drawing No. 7 1 it Y . . 5: &i; >c S” -. -- !2.; i6.8 6.2 16.4 - 2.7 - 9.7 17.6 - 18.9 ; k 55 1 “. ;1;; 3d __.. 05.1 06.: - - 06.: _- 07.: -- .41 !.lO - !.29 - ‘25 ,__ -- - - - PROJECT NO. 7#:g -,.m, DRAWING NO. BENTON ENGINEERING, INC. ~.“‘a~~ ,!,G .P,. L ,‘.j:, ,,i ‘- 1 &: ;(.r, - ? .L ;A i >g .ii*: .r ,- .~ : <, L * “‘3: ‘-6 ,1 ,;a- ‘&. -:t,, L -- . . .._ -_-_.-- __.__. -.._ jive Green, Mairt, Very ! I I ! / I / , / I ( , / I I 1 j L - -.~.- ~--_ _ Green and Brown, Pockets Fine to Medium Sand and \Silty Claystone / / ( / , ! ! L / ,I. i ? . ;i u 16. $8.: 15.L I I / 211 17.8 !O.Z ! f 1 i 1 1.5 - w. ‘4 ,. i”,i 2’ ; rg ” h * : Y : =a ;I- ._, .~ / I ! I 7% I/ ,/ 1.62 I I I.48 I - - * Shear resistance exceeded 7.50 kips per square foot, the limit of shear machine. , ‘(-. G’;N ,,,,,, ,A(, $!qq ( ;:i,isji .,,, :,, !f** - - L ,“’ i- #$ - ._ - :7 i:, .& 1_ I f I_ L SUMMARY SHEET G; .tti T Et Et BORING NO.I-.LV szj =z .' E g 222 0” y $52 ELEVATION 170’ l g y. aso * 4 253; z.tr s* = !5 l 0 w5 0 =x n Dark Brown, Slightly Moist, Loose, 10 ta 15 Percent Rock 1 i Fragments to 2 inches / FINE TO MEDIUM ! SANDY CLAY 1 kdlum Firm ! 4.9’ 10.1 89.01 - : -. -- ~--- ~-_-~~ _-I Brown, Moist, Firm, 20 to 25 Percent Gravel and Cobbles, With Rock Fragments to 8 Inches GRAVELLY __ Light Olive-gray and Light Rod-brown, Very Moist, Medium Soft, Contains Medium ( 3LAYEY FINE TO 13*‘, 8.7 - - ~ * to Coarse Gmins Botwweon 4.6 Modium Firm _ ..__ -,_-_ 1 Very Firm 1 ._.-__-_ - _..-.-.- ~...--- MEDIUM ’ SAND I -~. I I 1.6 19.4 107.8 1.94; SILTY CLAY i 1’ 3.2 19.7 105.7 1.20; 16-.-~~12.6;113.0:4.05 ~ I -.. 0 - Indicates Undlrturbed Drive SampI t - The elevations shown on these Summory Shorts were obtained by inhrpalatlng betwwn the contours an a map provided by Rick Engineering Compony of San Diego. PROJECT NO. g!$tg# BENTON ENGINEERING, INC. DRAWING NO. 8 i ( /6* - - . . - i - 2. - ,. - ,. - ~I!; - I ,) L ~$ \ i. PIT NO. 2-Lv 10 to 20 Percwt Gmvel, Some Cobbles to 12 Inches .__-. ~.. Groy-brown ond Red-brown, Some Small Intrusions of Fractured, Volcanic Rock SILTY CLAY Continued on Drawing No. 10 cl - Indicates Loose Bag Sample PROJECT NO. DRAWING NO. BENTON ENGINEERING, INC. 9 !;f )-*~ : ‘, hi ..k I; dli,. 1 ! ,,,. a/, ,,! :?,I: PIT NO. 2-LV (Cont.) Groy-red-brown, Moist, Very Firm, Some Small Intrusions of Fractured, Volcanic Rock Could have excovoted to greater depth. PROJECT NO. DRAWING NO. 70-8-18F BENTON ENGINEERING, INC. 10 Z?, - - I - - - ..~ - 1 - ‘ii 2 ; - 6 i, i - ii!” KM-: ~-~-?~‘i~‘: i ~~,-lr’J+: ,/ SUMMARY SHEET BORING NO.3-IV GRAVELLY FINE Llght Brown, 25 to 40 Pe Gravel and Cobbles to SANDY CLAY Cobbles to 9 Inches Ccdd not excavate large boulders at 16 feet. PROJECT NO. f8m BENTON ENGINEERING, INC. DRAWING NO. 11 BORING NO.-&> FINE SANDY 11.4 9.8 110.2 6.41 17.9’ 15.8110.3 3.74 ---------_ .-.--- - .,. ~~_-.~--.._~~ _._ ---, c_ _-.- -~ ve-groy with Red-brown, --- .-- FINE SANDY ~ Scattered Gravel to 1 Inch ~--- -- Light Olive-gray With Red-brown! and Gray-white, Some Scattered Medium Groins PROJECT NO. 70-8-18F BENTON ENGINEERING, INC. DRAWING NO. 70-6-29F 12 , I / , , / / 1 I ii 2 8 In Large Fragments PROJECT NO. DRAWING NO. 70-8-18F BENTON ENGINEERING, INC. -iTuL?PE 13 PIT NO. 6-Iv Greenish-black and Brown With Yellow-brown Silty Clays in Fractures PROJECT NO. DRAWING NO. 70-8-l 8F BENTON ENGINEERING, INC. 14 70-6-29F ” L & - ;:; - r- : f $ - >~ 2 j* - i; i ,qi - .q PIT NO. 7-IV Greenish-brown PROJECT NO. 70-8-18F 70&-29F DRAWING NO. BENTON ENGINEERING, INC. 15 - x f 1. - 4 :.’ ,:i -. :3 2 f -. .i PIT NO. R-IV VOLCANIC Difficult to Rip at 16 Foot PROJECT NO. DRAWING NO. BENTON ENGINEERING, INC. 16 SUMMARY SHEET BORING NO. 9 - lv Scattered Gravel to 1 inch Slightly Moist, Medium Finn Small Chunks of Sondstone PROJECT NO. DRAWING NO. . .I..: l~,.~:.‘L,.j,_ I. ^. ..r e<;, ,,, ids ..~., :/ 3 , r > , i 1 : 1 SUMMARY SHEET PIT NO. IO-IV ELEVATION 1’58’ __--.__--.-. Brown, Moist, Medium Loose to Medium Firm, Topsoil, 20 to 30 Percent Gmvel _..-.-_--.-~__ _..-__--- ,..,-.._ ___ __ r k PIT NO. I I-IV ELEVATION 275’ FINE SAND GRAVELLY FINE TO MEDIUM SANDY CLAY I A- ---- Dry, Loose, Topsoil Some Medium to Coane Grains and Scattered Gravel CLAYEY FINE SAND FINE SANDY CLAY 6 Contlnued on Drawing No. 19 - --- - -J-- - A-- - I - -I- ze ;$$ CC‘ rln; 2; - - - - -. - PROJECT NO. GIN=W’jG, iN$ DRAWING NO. 18 ,,‘,,, ,,~‘~.~ I:, i, I_,.’ - SUMMARY SHEET PIT NO. 11 - u (Cont.) Yellow-brown, Moist, Very Firm, Some Lenses of Gray SILTY CLAY Could have excavated to greoter depth. PROJECT NO. DRAWING NO. 70-8-18F BENTON ENGINEERING, INC. F 19 *#i# -_ ., -~QTz* .x’“qv>,” ,-Iv., ‘.-~ C_’ .,#.q&,:.,** +..qr+ ,, ,.I ., ,,‘e*, -r / 2:: / SUMEaARY SHEET XL LIZ ;g i $2 1 BORING NO. -.-....-!! - IV E! I ELEVATION ~-.m~~-. - .I : ii 4 ;; ‘8 > e ‘: ..~ _ I $ 94 5’2 39 --L/L- I 94.41 1.81 / ! / ( ! )I,, I 2.52 _’ r I / 4( / i 11 .2 I.49 I ! 11 I- 13.8 4.74 ix > gL z -- 11.4 -.- 11.4 9.7 ---__- FINE SANDY CLAY __-- --.- - .--._ !3 ( --’ !7.( 18.5 I- --“-- -^.---“- y, Dry,&se _ , Moist, Firm to Very -.~-,_-.- Olive-gray With Red-brown, Moist, Very Firm, Some Scottared Medium Grains 8-E 9- = CLAY I ~ 1 ?j 5’ , 2 5 $1 I ji I / ! ‘/ I / I ?- -., ! j i -_~ -__ _-.- ----.. Olive-glay With Red-brown, Moist, Very Firm L I , 1 i2 l4-& es 7.9 1 .F CLAYSTON E 17 -t-l 1 %a 19 .--__- -__ PROJECT NO, 70-8-18F 70-6-29F BENTON ENGINEERING, DRAWING NON INC. 20 SUMMARY SHEET BORING NO.wlk.lV :LAYEY FINE TO +-+-+.--I-. .----I-----I With Some Pockets of Medium Firm, Fine Sandy Clay Beoomlng Less Weathered With , Increase In Depth WEATHERED VOLCANIC ROCK i !2.7 I 9.5 ;1 I 18.0 I I j / ; / ! I j 1 , i ! I I 4.0 38.: 2.78 / / j 1 43.21 7.91128.41 - 1 ..-. .,.. .-. _._-.., --_-_-_ I~----..-.i..... PROJECT NO. 70-8-18F BENTON ENGINEERING, DRAWING NO INC. 21 r t 1 I I I / i ! 1 ‘:,% .a<, ,,.F ;; / .~ ,~,)>; *, SUMMPaRY SHEET BORING NO, ..14_dv ELEvATiON ~-. .,25&..- .-___. Dark Gray, Dry, Loose Slightly Moist, Firm to Very Moist, Very Firm Light Yellow-brown, Moist, 9.7 Il5.2 /113X 19.2 G ,o . . 2 ;i , -?--- I ! I ,i- .---._ ~_.. 8.4il10.912.38 124.3 1 i * Test exceeded 7.50 kips per square foot, limit of shear machine PROJECT NO, 701gI18F 0 29F BENTON ENGINEERING, DRAWING NO. INC. 22 r: , ,i SUMlycAWY SHEET BORING NO..dd ELEVATION .u-2s43~ t j ! / ! 1 / i 1 i 1 I TO MEDIUM / SAND - -- ! .-~~-..--__- Light Gmy-brown, Slightly SILTY VERY FINE TO FINE SAND I 1 ! / I 1 -I- ! / I I i : - + - + - - 6.21 9.41 97 3’ 1.55 I *I / I I I ( I I ! , ?, i 12.21100.7’2.2! I / -j-j-j- ; ; I I / I / I 14.6 i/29.4’ 93.4’3.68 __- .._,~ Gray, Moist, Very Firm, With Slight Clay Binder / j ! I --L .J Light Olive-gmy and Red- ~ 13-z brown, Moist, Very Firm 1 I 1 CLAY I I Continued on Drawing No. 24 PROJECT NO, 70-E-l 8F 70-6-29F BENTON ENGfNEERING, INC. DRAWING NO. 23 :b i,\ ‘.. , - - : ,. :i < 1 ;, 2, i I ,- 22 ..i 1 ;k-” 1; 3 II f : ‘- i- -..” , SUMMARY SHEET BORING NO ._.._ LklV (Cont.1 --._- Light Olive-gray, Red-brown, ~I ond Yeilow-brown, Moist, ’ Very Firm CLAY 25.0133.4 86.5 2.28 - L PROJECT NO. 70-8-18F 70-6-29F BENTON ENGINEERING, INC. DRAWING NO. 24 ,-‘,l..,’ ‘i .?I,>? ,$p, y&3, “x >,.>, :,,: ~~ I i 1 I / ! I i ! 1 I i SUMMARY SHEET BORING NO...&klV ELEVATIOPI -ii%! .._ -~-.. -.-.._--_-.,- .._, ~._~ ___..; ___- - _--- rown Dry Loose - ~...l ._. L_~ -. -~_-._ ____ 1 ly Moist, Firm FINE SANDY CLAY ..,~. ,.. __,.,. ~~....~ .---,- _.... _... -. ii.__.,. -- Light Gray, Light Brown and Red-brovm, Moist, Very Firm / SILTY VERY ; FINE SAND . ..-.__ / Light Gmy With Yellow-brown and Brown, With Zones of Vary Fine Sandy Clay, Lean i Light Gray With Yellow-brown ! and Brown, With Zones of Very i Fine Sandy Clay, Lean ! ~ CLAYEY VERY i FINE SAND / i ii-~ i pg t c iLO= Y y ?-. -+2 13.0: 17.5 imy- - -r 16.2 8.1 1 24.3 12.8 15.4 i4.6 -- ;: t f ; > - Y ; II -. 38 -2 - 09 04 11. -I- : : . . . !; ; Iv 4 -I- / .2 --y---y ; .,L ! ‘1 : sgi “\ . . ig;j : .___ +--- _I -. I PROJECT NO. 70-8-18F BENTON ENGINEERING, DRAWING NO. INC. 25 L - SUMMARY SHEET BORIPJG NQ.e.~-,&. IV ElfVSTLON ..-.s?%!-- _ -___ ~---- . ~_ FINE j- ! SANDY I +.- CLAY i 16 2 --...A- -1- 22.7 ! 12.61112.71 1.7( j I I CLAYEY VERY i FINE SAND ! 1 / ,/. i.,. / ‘1 1;. I / 19.5 Brown With Olive-gray, Dry, LOOS0 b __. _,.~. __.. --._. _ __._- _.- - S! !sh tly MoiLFirm __-- .-. _._. ~_ - _.. ~-. ?! ~.. ...,._ __~-..-,-.. t ._,.. --_.--~- .--- -___~-~.~-. Yellow-brown, Moist, Very Firm, With Zones Very Fine Sandy Cloy, Lean _~ ,___._ - _.-,- ----- With Red-brown I -..- _. - t __-- .._. ---_ Gray, Olivgand Red-brown, Moist, Very Firm, With Some -- ._ T--- -L- 20.8 106.913.4 CLAY I 1 PROJECT NO. f o-8-18F Q-6-29F DRAWING NO. BENTON ENGINEERING, INC. 26 P - - - - ,:: I L & 1 i 4. 2 rF”:7-.“:,,“5’“.‘..,~, :. il~*aLrr’:‘.~’ ‘? ,,,_ ‘, ,, I ., ,, i ,I. :< ! ! ! I .; 2 c 1 8.1 13.4, 77.6 6. / 2.81 82.E --~I--- z 2:: SUMFAARY SHEET XL EL? I”r” BORING NO...ml&zJV E 22 ELEVATION 223’ f “~-$j5JKGs ;;Y;l,~Q;;i gcQJSr .._.. . . j +j$gJ _ / 2 Slightly Moist, Firm CLAYEY FINE TO MEDIUM SAND ,. ..~ .: -.m Olive, Moist, Very Firm /I( 8. 1 2 10.4 f2.4 34.1 12.9 -- SILTY CLAY p “3 .A ,:f$; :’ L PROJECT NO. I DRAWING NO. 7O+J?F BENTON ENGINEERING, INC. 70-L1SF 27 SW&MARY SHEET BORING NO.-19-lv ELEVATION s-j?62 98.; 98.c ‘U b. C,’ AA :z /.r$ :z. lb-;: :: I 1 -“&Ji-Jj Gray, Dry, Soft, Topsoil CLAY CLAYEY FINE TO - - 20.2 !l .4 - -- 2.1 7.8 - - -.. c /; i i- t I- I’ 1 -.- - - 7.9 9.7 - --- -- 17.3 2.7 - SILTY CLAY -. i3 6- I 7 Ez 2 (Merges) t- Olive, Moist, Very Firm FINE SANDY SILTSTONE - - - - - - i c VU,.“, ,.‘V*e,, .“, I11111 I LENS c ;’ I!! Light Brown, Moist, -.- Very -.- Fillll i 19.2 17.1 - SLIGHTLY SILTY FINE TO MEDIUM SAND / I 1 I l! PROJECT NO. 7W-29F 7&8-18F -4 BENTON ENGINEERING, INC. DRAWING NC. ; 28 4 - - - - :’ ,L - - - - - - - SUMMARY~ SHEET BORING NO.x-lV Brown, Dry, Loose, Topsoil, 20 Percent Rock Fragments to 3 Inches Brown, Dry, Very Firm, Highly Fractured, Black Mountain Volcanic, Becomes Firmer With Depth FRACTURED VOLCANIC ROCK Too firm to excavate with drill rig. BORING NO. 21 - IV ELEVATION 465’ .-~ mwn, Dry, Loose, Topsoil 1 20 Percent Rock Fragments 2 Brown, Dry, Very Firm, Slightly Fractured, Black Mountain Volconlc 3 .- -. ; ?I! I V’ ! UT v. 1 Ld ! LL: -.- - GRAVELLY SILTY FINE TO MEDIUM SAND FRACTURED VOLCANIC ROCK Too firm to excavate with drill rig. BORING NO. 22 - IV n EATION 426’ VELLY SILTY 1 I -Brown, Dry, Very Firm, Fmctured, Black Mountain Volcanic Gray FRACTURED VOLCANIC ---- I I I I I Too firm to excavate with drill rig. PROJECT NO. 70+2?F DRAWING NO. BENTON 70-8-l EF ENGINEERING, INC. 29 -~ - - - 2 2 - 0 z - 8 -j c!? -{ -I - - 3 SUMMARY SHEET 5; c !zE Eet Et! iti;” 22 BORING NO. 23 - iv 52s P sz ELEVATION 526’ SE; E;= 0 , Loose, Scattered SILTY FINE TO ents to 2 Inches MEDIUM SAND / Brown, Dry, Firm, Highly Black Mountain -____- Very Firm, Fractured FRACTURED VOLCANIC ROCK -.- - - - - Hard to excavate but could drill deeper. PROJECT NO. 70-6-29F 70-a-18F DRAWING NO. BENTON ENGINEERING, INC. 30 .,rj... _. ., ~~. ._. :Fz ‘c.r> I.>#,.~. ..~, *,~..,u,:’ MU.. .* ,- - L - :: g .,. r - :s ” b, L - p 2 .% ;l / CO~NSOLIDATION CURVES LOAD I” KlPS PER SQUARE FOOT .I ..,,I -- -. p-+-~~ ::A /; 1 0 INDICATES PERCENT CONSOLIOATION AT FIELD MOISTURE . INDICATES PERCENT CONSOLIO4TtON AFTER SATURATION ---~~-I-~- ~. f ; -SiPtt-~ --“- i ! : :~ ‘, 1 , J - - - - 1 - _’ - - - -_ CONSOLIDATION CURVES LOAD 111 KIPS PER SWAM FOOT +;nl 0.4 0.6 0.8 1.0 2 4 6 6 I I I I,,,, I I I I I I IQ cl_-?-- 4 I I Illlll I I I I I I&?(~\ - ’ 0 INDICATES PERCENT CONSOLID4lION AT FIELD MOISTURE . INDICATE6 PERCENT CONSOLIDATION AFTER SATURATION PROJECT NO. ;O-;-;;F DRAWlNO NO. BENTON ENGINEERING, INC. 32 .- ^, - - - - - - /, -. k L f & - *, .., , .,/ SC -- CONSOLIDATION CURVES LOAD IN KIPS PER SOIJARE FOOT +30 04 0.6 0.6 10 2 I I I I’/11 I I : o- k c ’ h .- -.-q-- & g++~.f----~: 0 INDICATES PERCENT, CONSOLIDATION AT FlELO MOISTURE . INDICATES PERCENT CONSOLIDATION AFTER SATURATION - - __~ - - - 7 L _ - f :4: L r i ;; + r.. - _ Ir - f L ai ‘.I ., _II__ -._-.-..... ~~.-----.--- COf\JS0L.iDATION CURVES LOAD IN KfPS PER SP”bRE FOOT d 1 2 3 4 :: 2 5 2 2 6 Y 3 it 7 2 8 i 2 p" 9 $ 10 5 3 g 11 z 12 13 14 O lNDlCATE3 PERCENT CONSOLIDATION AT FIELD YO,Sr”RE . INDICATKS PERCENT CONSOLlDITlON AFTER SATURATION PROJECT NO. DRAWINS NO. 70-8-18F BENTON ENGINEERING, INC. 34 .- ,- .- .- -, .- - - BENTON ENGINEERING. INC. *PPLrED SOIL MECHANICS - FOUNDATlONB 8717 CONVO” COURT SAN DIEGO. CALIFORNIA PL?#!1 PHlLlP HENKINO BENTON PILSIDIHT ClYlL EHCINLEIl APPENDIX AA STANDARD SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILLED GROUND TELEPUDNE ,714, 56%18SS 1. General Description. The objective is to obtain uniformity and adequate internal strength in filled ground by proven engineering procedures and tests so that the proposed structures 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, and COmpOCtiOn of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. The owner shall employ a qualified soils engineer to inspect and test the filled ground OS placed to verify the uniformity of compaction of filled ground to the specified 90 percent of maximum dry density. The soils engineer shall odvisc the owner and grading contractor immediately if any unsatisfactory conditions ore observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures ore token necessary to comply with the specifications. It shall be the sole responsibility of the grading contractor to achieve the specified degree of compaction. 2. Clearing, Grubbing, and Preparing Areas to be Filled. (a) All~brpsh, vegetation and any rubbish shall be removed, piled, ond burned or~other- wise disposed of so OS to leave the areas to be filled free of vegetation and debris. Any soft, swampy or otherwise unsuitable areas shall be corrected by draining or removal, or both. (b) The natural ground which is determined to be sotisfoctory for the support of.the Filled ground shall then be plowed or scarified to a depth of at least six inches (6’7, and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. (c) Where fills ore made on hillsides or exposed slope areas, greater than 10 percent, horizontal benches shall be cut into Firm undisturbed natural ground in order to provide both lateral ond vertical stability. This is to provide o 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 natural ground at the eleva- tion of the toe stoke placed at the natural angle of repose or design slope. The soils engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. - - APPENDIX AA - - - - - -~ - - (4 -2- After the natural ground has been prepared, it shall then be brought to the proper mois- ture content and compacted to not less than ninety percent of maximum density in accordance with A.S.T.M. D-1557-66T method that uses 25 blows of a 10 pound hammer falling from 18 inches on each of 5 layers in a 4” diameter cylindrical meld of a 1/3Oth cubic foot volume. 3. Materials and Special Requiremenk . The fill soils shall consist of select materials so graded that at least 40 oercent of the material oasses a No. 4 sieve. This may be obtained from the excavation of banks, borrow pits of any other approved sources and by mixing soils from one or more sources, The material uses shall be free from vegetable matter, and other de- leterious substances, and shall not contain rocks or lumps of greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with inadequate strergth or other unacceptable physical characteristics are encountered, these shall be disposed of in waste areas as shown on the plans or as directed by the soils ewinneer. If during grading operations, soils not encountered and tested in the preliminary investigation are found, tests on these soils shall be performed to determine their physical characteristics. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum ta these specifications. The testing and specifications for the compaction of subgrade,subbase, and base #materials for roads, streets, highways, or other public property or righk-of-way shall be in accordance with those of the governmental agency haviw jurisdiction. 4. Placing, Spreading, and Compacting Fill Materials. (4 (b) (4 (4 The suitable 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 throughly mixed during the spreading to insure uniformity of material and moisture in each layer. When the moisture content of the fill material is below that specified by the soils engineer, water shall be added until the moisture content is near optimum as specified by the soils engineer to assure thorough bonding durim the compacting process. When the moisture content of the fill material is above that specified by the soils engineer, the fill material shall be aerated by blading and scarifyiw or other satis- factory methods until the moisture content is near optimum as specified by the soils engineer. After each layer has been placed, mixed and spread evenly, It shall be thoroughly compacted to not less than ninety percent of maximum density in accordance with A.S.T.M. D-1557-66T modified as described in 2 (d) above. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of compaction equipment, such as vibratory equipment that is specially designed for certain soil types. Rollers shall be of such design that they will be able eawroN ENNOINLZRINO. WC. - - APPENDIX AA - .- - -- -~ - -. - . . - - - - 5. 6. 7. 8. (e) VI 63) -3- to compact the fill material to the specified density. Rolling shall be accompllshed while the fill material is it the specified moisture content. Rolll~ of each layer shall be contlnuour over Its entire area and the roller shall make sufficient trips to insure that the desired dens1 ty has been obtained . The entire areas to be fllled shall be compacted. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable but not too dense for plantlw ond until there is no appreciable amount of lo-e soil on the slopes. Compacting of the slopes shall be accomplished by backrollirg the slopes In Increments of 3 to 5 feet In elevation gain or by other methods produciw satisfactory results. Field density tests shall be taken by the solls engineer for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height between tesk. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the solls 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. Tesk shall be taken on corner and terrace lok for each two feet in elevotlon gain. The solis eglneer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the com- pacted material below the disturbed surface. No addi tlonal layers of fill shall be spread until the field density tesk indicate that the specified density has been obtained. The fill operation shall be continued in SIX inch (6”) compacted layers, as speclfled above, untfl the fill has been brought to the flnlshed slopes and grades as shown on the accepted plans. ?f=%- Sufflclent Inspection by the soils engineer~shall be maintolned during the tl 1~ an compactly operations so that he can certify that the fill was constructed in accordance with the accepted specifications. Seasonal Llmlk. No fill material shall be placed, spread, or rolled tf weather condltlons increase the mofsture content above permissible limik. When the work IS Interrupted by rain, fill operations shall not be resumed until field tests by the soils erglneer lndlcate that the moisture content and density of the RII are as previously specified. Liml tlm Values of Nonexpansive Soils. Those solls that expand 2.5 percent or less from alr dry to saturatfon under a unit load of 500 pounds per square foot are considered to be nonexpanslve. All recommendations presented in the “Conclusions ” sectlon of the attached report are a part of these specifications. - - - - - .- - - - - - - - BEFiTON ENGINEERING, INC. APPLIED SOlI. MECHANIC* - .=O”NDATlONS 8717 CONVOI COURT SAN DIEGO. CALIFORNIA 021,1 PWUP HENKING BENTON P”ss101*, CIY,L EUCINILR APPENDIX A Unified Soil Classification Chart* SOIL DESCRIPTION GROUP SYMBOL I. COARSE GRAINED, More than half of material is w than No. 200 sieve size.** GRAVELS CLEAN GRAVELS s half of coarse fraction is larger than No. 4 sieve size but smaller GRAVELS WITH FINES than 3 inches SANDS -an half of coarse Fraction is smaller than No. 4 sieve size (Appreciable amount OF Fines) CLEAN SANDS SANDS WITH FINES (APP reciable amount of Fines) II. FINE GRAINED, More than half of material is smaller than No. 200 sieve size.** SILTS AND CLAYS Liquid Limit Less than 50 SILTS AND CLAYS Liquid Limit Greater than 50 III. HIGHLY ORGANIC SOILS GW GP GM GC Well graded gravels, gravel-sand mixtures, little or no fines. Poorly graded gravels, gravel-sand mixtures, little or no Fines. Silty gravels, poorly graded gravel- sand-silt mixtures. Clayey gravels, poorly graded gravel- sand-clay mixtures. SW SP SM SC 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. ML CL OL MH CH OH Inorganic silts and very Fine sands, rock flour, sandy silt or clayey-silt-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 plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, Fat clays. Organic clays of medium to high. plasticity PT Peat and other highly organic soils. TYPICAL NAMES TELIPHONE (714) s*s.1oss * Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952. ** All .:.=~..a C:TCI nn thir rhnrt nre II. 5. Standard. - - - - - - - - - - - - BENTON ENGINEERING, INC. APPLIED soal. MECHINICS - FOUNDAT,ONS 6717 CONVOY COURT SAN DIEGO. C*LIFORNI* BZlll PHILIP HENKING BENTON P”=.InLWT ClYlL LHOI?dLLI TLLLPHDHL ,714, O~S-!O11S APPENDIX B Sampling The undisturbed soil samples are obtained 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 cutting tip on one end and a double ball valve on the other, and with a lining of twelve thin brass rings, each one 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 for 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 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 are sheared under various normal loads in order to obtain the internal angle of friction and cohesion~. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. 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 l/10000 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 are permitted to air dry at 105’ F for at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous stone in contact with the top of each sample. Water Is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downword 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.