The URL can be used to link to this page

Home My WebLink About2327 CARINGA WAY; 6; 1972; Permit\ti~L UNITS PROVIDED. ?^P^^^*"iOF COVERACC=«a*tfi* FRONT SETBACK. 102-.ALLOWED PRKfi SPACES PROVIDED ISSUE PERMIT. ENGINEERING DEPARTMENT Rn.W. fa. 1"^J ' ..4^fc<.INDUSTRIAL WASTE. IMPROVEMENTS. ' ..'* •<' '',<' X "rL f '.SEWER CONNECTION.* 4-;'£> l/RIVEWAY LOCATIONS.* \ MCA,' £ LEGAL DESCRIPTION. ADDITIONAL COMMENTS ISSUE PERMIT .GRADING .DRAINAGE.->—> ENVIRONMENTAL ADDITIONAL COMMENTS FIRE DEPARTMENT SPRINKLING SYSTEM. FIRE PROTECTION EQUIPMENT. EXITS. F|RF ALARMS FIRE HYDRANTS. ADDITIONAL COMMENTS. ISSUE PERMI LOCATION. HATF \)E PERMIT..DATE..OCCUPANCY. .DATE. WATER DEPARTMENT CIW^WD CARLSRAD HI IVFIMHAIN ADDITIONAL nOMMFNTS SAN MARCOS .DATE. TO PLANNING SENT TO ENG. DEPT. ,r<NED TO BLDG.RETURNED TO BLDG. DFPT 1200 ELM AVENUE CARLSBAD, CALIFORNIA 92008 Building Dept. TELEPHONE:(714) 72M181 €ttj> of Cartebab April 14, 1975 URBANETICS FINANCIAL CORPORATION The plan check for this set of plans is void and revised plans with plan check fee will have to be sub- mitted if project is to be developed. If you have any further questions contact the Building Dept. 729-1181 Ext. 47 Thank you BENTON ENGINEERING, INC. APPLIED SOIL. MECHANICS FOUNDATIONS 6717 CONVOY COURT SAN DIEGO. CALIFORNIA 02111 PHILIP HENKINO BENTON HAM.** 'ft B I U t~A TBLEPHON* (714) S6S-IQ55 nnirau BKN lun » . — — . A*V«% . C.V.L «MCIN«« - MOV 30, 1973 Urbane tics Financial Corporation 8601 Wilshire Boulevard . Beverly Hills, California 90221 Subject: Project No. 73-3 -28 D, Supplement Recommendations for Column Footings Lots 229 and 230 La Costa Valley Unit No. 5 Carlsbad, California Gentlemen: We have been requested by Paul Koshi & Associates to forward our recommendations relative to the feasibility of using isolated column footings at the above sites. In our report of the testing and inspecting of additional compacted filled ground placed on these sites, we recommended that the use of isolated interior piers be avoided. However, this should not be construed as applying to interior columns. Such interior columns may be used, provided the column footings comply with our recommendations for continuous footings, and further provided that: a) Columns and/or column footings are structurally separated from concrete slabs, and b) Adequate steps are taken to prevent changes in the moisture content of the soils supporting the column footings. Respectfully submitted, BENTON ENGINEERING, INC. By M. V. Pothier, Civil Engineer1 Oistr: (1) Addressee (2) Paul Koshi & Associates Attention: Mr. James Lai MVP/ew BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS 6717 CONVOY COURT f 'N DIEGO. CALIFORNIA 92111 PHILIP HENKING BENTON . . i ort . n__ PRESIDENT . CIVIL ENGINEER April £w, lf/J TELEPHONE (714) S6S-19SS Urbonetics Financial Corporation 8601 Wllshire Boulevard Beverly Hills, California 90221 Subject: Project No. 73-3-28D Report on Compacted Filled Ground Lots 229 and 230 La Costa Valley Unit No. 5 Carlsbad/ California Gentlemen: This is to report the results of tests and observations made in order to inspect the compaction of additional filled ground placed on portions of Lots 229 and 230 of La Costa Valley Unit No. 5 in Carlsbad, California. The fill was placed on March 29, 1973 and varied in depth to a maximum of approximately two feet. Compacted filled ground hod previously been placed on these lots during the major grading of this subdivision conducted between May 13 and October 7, 1970. The results of tests and observations made in order to inspect the compaction of this previously placed filled ground are presented in our report dated November 4, 1970. The approximate area and depths of filled ground placed under our inspection in accordance with the approved specifications on March 29, 1973 are shown on the attached Drawing No. 1, entitled/ "Location of Compacted Filled Ground." The original grading plan used for the placement of filled ground on these subject lots was prepared by Rick Engineering. The approximate locations at which the tests were taken are shown on Drawing No. 1 and the final test results are presented on page 3, under the "Table of Test Results. " The laboratory determinations of the maximum dry densities and optimum moisture contents of the major fill materials are presented on page 3, under "Laboratory Test Results." The existing clay fill soils/ described at the bottom of page 2 of our report dated November 4, 1970/ were removed and the filled ground was placed on existing compacted fill soils Inspected and tested by Benton Engineering/ Inc. or on suitable firm natural soils. Expansive silry clay and clay soils were placed in the filled ground areas and it is recommended that the following special design and precautions be taken to reduce the adverse effects these soils may have on buildings constructed on these lots: 1. Avoid the use of isolated interior piers. Use continuous interconnected reinforced footings throughout/ and place these at a minimum^depth of 24^ inches below the lowest adjacent exterior final ground surface. Project No. 73-3-28D -2 - April 19, 1973 La Costa Valley Unit No. 5 2. Reinforce and Interconnect continuousJy with;steel bars all Interior and exterior Footings with one *5 bar at 3 Inches above the bottom of the Footings and one #5 bar placed 1 1/2 inches below the top of the stems of the footings. 3. Raised wooden floors that span between continuous footings are best/ or use concrete slabs reinforced with at least 6x6 10/10 welded wire fabric. A" mTnTmurh of 4 rricHes brcii»r»a^ro^1«'^4'to'vl-'lricfr'fn»stze- should be placed beneath all concrete slabs and be covered with a moisture barrier. This should then be covered with 2 inches of sand below concrete slabs. 4. Separate garage slabs from perimeter footings by a 1/2 inch thickness of construction felt or equivalent, to allow independent movement of garage Js^ slabs relative to perimeter footings. Assure complete separation by extend- ing the felt over the full depth of the front thickened edge of the garage slab. Also, cut off the garage door stops at least 1/2 inch above the slab. 5. Provide positive drainage away from all perimeter footings with a vertical fall of at least 5 inches in a horizontal distance of 5 feet outside the house walls. Respectfully submitted, BENTON ENGINEERING, INC. By R. C. Remer Reviewed b} ^ ^ _ . --- / ' x Philip H. Benton, Civil Engineer D Istr: (2) Addressee (2) Maltz Altman Associates, Architects (2) City of Carlsbad Deportment of Building Inspection Attention: Mr. Ray Green BENTON ENGINEERING. INC. Project No. 73-3-28D Lo Costa Valley Unit No. Test No. 1 2 3 4 5 6 Approx- imate Location Lor No. 229 230 230 230 229 229 -3- TABLE OF TEST RESULTS April 19, 1973 Depth of Fill at Test In Feet 40 41 40 40 39 40 LABORATORY Field Moisture % dry wt 19.1 20.2 15.8 13.3 11.3 14.9 TEST RESULTS Soil Type Light olive, silty clay with sfltstone Light olive-gray silty Fine to medium sand Light gray clay Gray-brown slightly clayey fine to medium sand Dry Density IVcu ft 105. 101. 116. 121. 113. 100.5 Maximum Dry Density Ib/cu ft 117.0 110.7 127.2 127.2 121.8 110.7 Percent Compaction 90. 91. 9KO 95, 93, 90.7 Dry Density Ib/cu ft 117.0 121.8 110.7 127.2 Optimum Mois- ture Content % dry wt 13.7 11.6 14.1 8.8 BENTON ENGINEERING, INC. ; £W/,V£< - Indicates Approximate Location Of Compacted Filled Ground Placed On 3-29-73. - Indicates Approximate Location Of Field Density Test Date: 4-17-73 Drawing: RW Scale: 1" = 80' LOCATION OF COMPACTED FILLED GROUND LOTS 229 AND 230 LA COSTA VALLEY UNIT NO. 5 CARLSBAD CALIFORNIA fROJECT NO. 73-3-28D BENTON ENGINEERING, INC. DRAWING NO. 1 BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS —- FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO. CALIFORNIA 92115 PHILIP HENKING 8SNTON !».«,.„„ 1A 1Q7A SAN DIEGO: SB3-565-1 PRESIDENT . CIVIL ENGINEEH JUnUUry IU, \7/\J |_A MESA: 4S9-56S4 La Costa Land Company Route 1, Box 2550 Encinitas, California Subject: Project No. 69-11-14BC Preliminary Soils Investigation La Costa Valley Unit No. 5 Northeast of Alicante Road South of Alga Road San Diego County, California Gentlemen: CONCLUSIONS It 's concluded from the field investigation and laboratory test results that: 1. The firm to very firm natural soils are suitable for support of the proposed fills and residential structures. However, expansive clay soils may occur near rhe proposed finished grade in some of the areas and specially designed footings and slabs are recommended where these expansive soils are allowed to remain in place at depths of less than 3 feet below the final grade. 2 . it is recommended that the deposits of soft clay soils near the surface be removed by excavating horizontal benches in on the firm underlying natural ground and placed in layers and compacted during grading. It is concluded from the results of the laboratory tests that the nutura! soils such as fho»e found below 2 .0 feet in Boring 2 Have a safe bearing capacity of 2300 pounds per square foot for one foot wide continuous footings placed at a depth of 10 inches below the adjacent natural grade on firm undisturbed natural soil . The settlement of a one foot wide continuous footing loaded fo 2300 pounds per lineal foot and founded on suitable undisturbed natural soils as described above is estimated to be on the order of 1/8 inch . 3. The results of the laboratory expansion tests indicate that the silty clay and sandy clay soils encountered on this unit would be considered as "expans" -e" type soils. V.liere these "expansive" soils are allowed to remain within rhe upper 3 feet below finished grade, then it is recommended that footings and slabs be specially designed . The required special design will be dependent upon the degree of expansion potential of the soil, rhe thickness of rhe layer., and the location of the expansive layer with respect to the footings or slabs. The lots requiring specially designed footings and slabs will be listed upon ihe completion of grading . Project No. 69-11-'*BC l- La Costa Valley Urv't Mo. 5 -2-January 16, 1970 4. All of me soils may be satisfactorily compacted in the fill areas and, when com- pacted to at least 90 percent of maximum dry density, have a safe bearirg capacity of 2500 pounds per square foot for one foot wfde footings placed at a depth of 10 inches below the compacted ground surface. The settlement of a one foot wide continuous footing placed on fill soils uniformly compacted to 90 percent of maximum dry density is estimated to be less than 1/8 inch . Recommendations for the placement of fitted ground are presented in the attached Appendix AA, entitled "Standard Specifications for Placement of Compacted Filled Ground." 5. It is concluded from the test data that the proposed cuts may be safely excavated on a slope ratio of 1 1/2 horizontal to 1 vertical to a maximum height of 55 feet with a 6 feet wide bench at 27 feet vertically from the top of slope. The fill soils, when uniformly compacted to at least 90 percent of maximum dry density in accordance with the approved specifications, will be stable for heights up to 55 feet when constructed on a 1 1/2 horizontal to 1 vertical or flatter slope with a 6 feet wide bench at 27 feet vertically from the top of slope. The slope stability analysis for the cut and fill slopes is presented on Drawing No. 11. The above conclusions includ* a seismic factor of 0.1 g and a factor of safety of at least 1.5 and assume that suitable erosional control and proper drainage will be provided to prevent surface water from running over the top of exposed slopes. These conclusions also apply to the proposed cut bank along Alicant* Road between La Costa Valley Unit No. 5 and its inter- section with Alga Road. 6. It is recommended ifcat the dd existing fills and soft alluvium forming the old reservoir at the easterly end of the project be removed and recompacted in accordance with Appendix AA attached hereto prior to placing additional filled ground over them. If any soil types arc encountered during the grading operation that were not tested in this invest- igation, additional laboratory tests will be conducted in order to determine their physical charact- eristics, and supplemental reports and recommendations will automatically become a part of the specifications. • The data presented on the attached pages are a part of this report. Respectfully submitted, BENTON ENGINEERING, INC. William G . CatHn, Civil Engineer Philip H. Benton, Civil Engineer Distr: (4) Addressee Rancho Lc Rick Engineering Company \ / (2) Rancho La Costa, Inc. Attention:- Mr. Burton L. Kramer (0 Rick Project No. 69-11-14BCf -3- f~" January 16, 1970 .la-Costa Valley Unit No. d ' DISCUSSION A preliminary soils investigation has been completed on the proposed La Costa Valle/ Unit No. 5 located northeast of Alicante Road and south of Alga Rood in Section 25 and 36 T12S R4VV SBB & M in San Diego County, California. The objectives of the investigation were to determine the existing soil conditions and to provide information for design of safe and econ- omical slopes and foundations and to comply with the requirements of the loan guarantee agencies and the governmental agencies having jurisdiction. In order to accomplish these objectives, four borings were drilled, undisturbed and loose bag samples were obtained, and laboratory tests were performed on these samples. The general topography of the area may be described as moderately to steeply sloping. The natural drainage is from the higher norlhcentral portion of the area to the southeast, south, and southwest. Future drainage will be into streets and storm drains. According to ihe "Soil Map" prepared by the U. S. Department of Agriculture, the upper soils 5n the area are described as Las Pesos loamy fine sand, and Diablo clay. Las Posas loamy fine sand is indicated as 0.5 foot of friable stony fine sandy loam, 1.0 foot of slightly compact cloddy stony fine sandy loam, 1.0 to 2.0 feet of moderately compact stony fine sandy loam with bedrock below. Diablo clay is indicated as 0.5 to 1.0 foot of cloddy clay, 1.5 to 3.0 feet of cloddy moderately compact clay with bedrock below. The soils encountered in the exploration borings were primarily silty clays, sandy clays, and some clayey sands. Certain layers of these soils were found to be cemented. Field Investigation The four borings were drilled with buckets ranging in size from 24 inches to 36 inches in diameter by a truck-mounted rotary bucket-type drill rig at the approximate locations shown on the attached Drawing No. 1, entitled "Location of Test Borings." The borings were drilled to depths of 5.0 to 48.0 feet below the existing ground surface. A continuous log of (he soils encountered in the borings was recorded at the time of drilling and is shown in detail on Drawing Nos. 2 to 9, inclusive, each entitled "Summary Sheet." • - • The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified 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 ahead of the drilling. The drop weight used for driving the sampling kibe into the soils was the "Kelly" bar of the drill rig vvhich weighs 1623 pounds, and the average drop was 12 inches. The general procedures used in field sampling are described under "Sampling" in Appendix B. Loose bag samples were also obtained of the representative soils which may be used in compacted filled ground areas. Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in order to determine fhe -,'ry J-nsiiy jnd rnoiirurs content. The resu! rs of fh-ese ?asrs are presented on Drawing Nos. 2 to 9, 'nckst e. Consolidation rests vsere performed or reorssen'nf'i 'e samoles "n order re determine the Ioad-settlement characteristics of Hne soils and the results of rhe;e tests are presented graph- ically on Drawing No. 10, entitled "Consolidation Curves." 3ENTON ENGINEERING. INC. •Project No. 69-H-143C La Costa Valley Unit No . ( -4-January 16, 1970 In addition to the above laboratory tests, expansion tests were performed on some of the clayey soils encountered to determine their volumetric change characteristics with change in moisture content. The recorded expansions of the samples are presented as follows: Boring No. 1 1 1 2 4 4 Sample No. 4 5 B-3* B-l* 2 B-l* Depth of Sample, in Feet 20.0 25.0 7.0-8.0 6.0-7.0 8.0 6.0-7.0 Soil Description Light olive- silty clay Light olive silty clay Light olive sflty clay Light olive silty clay Light olive- gray very fine sandy ciay Light olive - gray very fine sandy clay Percent Expansion Under Unit Load of 150 Pounds per Square Foot from Field Moisture to Saturation 3,94 Percent Expansion Under Unit Load of 500 Pounds per Square Foot from Air Dry to Saturation 5.63 7.80 10.87 3.57 6.02 * Indicates sample was remolded to 90 percent of maximum dry density. The general procedures used for the laboratory tests are 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 Hie A.S.T.M. D 1557-66T 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 1/30 cubic foot mold. The results of the tests are presented as follows: Boring No. 1 1 1 2 2 4 Bag Sample 1 2 3 1 2 ] Depth in Feet .0- 1.0 2.0- 3.0 7.0- 8.0 6.0- 7.0 18.0-19.0 6.0-7.0 Soil Description Dark gray clay (topsoil) Light olive, silty very fine sand Light olive, silty clay Lrghtolive, silty clay with siltstone Light olive-gray silty fine to medium sand Light olive-gray, vary fine sandy clay Maximum Dry Density Ib/cu ft 114.0 ' 118.3 122 . 1 117.0 121.8 122.3 Optimum Mois1 ture Content % dry wt 16.1 12.2 11.2 13.7 11.6 10.2 «1£NTON ENGINEERING. INC. 'Project No. 69-11-UBC -5- ,..s January 16, 1970 La Costa Valley Unit No.( f Attsrberg limit tests were performed on selected samples of the soil and the results are presented below: Liquid Plastic Plasticity Group Limit Limit (rdex Symbol Borirg 1, Sample 1 47.6 14.6 33.0 CL Depth 5.0 feet Boring 1,Samp!e 4 37.5 15.8 21.7 CL Depth 20.0 feet Boring 1,Sample 5 40.0 14.9 25.5 CL Depth 25.0 feet Boring ^Sample 1 54.8 14.5 40.3 CH Depth 5.0 feet Direct shear tests were performed on saturated and drained samples in order to determirw the minimum angle of internal friction and apparent cohesion of the various soils. The results of the tests were as follows: Normal Load in kips/sq ft 0.5 1.0 2.0 0.5 1.0 2.0 0.5 1.0 2.0 0.5 1.0 2.0 0.5 1.0 2.0 Shearirg Resistance kips/sq ft 1.66 5.13 4.23 2.35 5.74 6.74 1.10 1.49 1.72 1.73 1.95 2.25 0.76 1.15 1.95 Angle of Internal Friction Degrees 45** f 45** 14 17 38.5 Apparent Cohesion Ib/sq ft 800 800 975 1550 375 Boring I/ Sample 3 Depth: 15.0 feet Boring 1, Sample 5 Depth: 25.0 feet Boring 2, Sample 1 Depth: 5.0 feet Boring 2, Bag 1* Depth: 6.0-7.0 feet Borirg 2, Bag 2* Depth: II .0 feet * Indicates tests were performed on samples molded to 90 percent of maximum dry density ** Arbitrarily reduced to allow for loca! cementation. BENTOIS £NG!N£ERiNG. INC, ' Project No. 69-11-14BC La Cosfa Valley Unit No! -6-January 16, 1970 Normal toad in kip*/sq ft 0.5 1.0 2.0 1.0 2.0 0.5 2.0 Shearing Resistance kips/sq ft '. 1.05 1.22 1.84 3.34 5.51 1.10 3.64 Angle of Internal Friction Degrees 28 45** 45** Apparent Cohesion Ib/sq Ft 725 1000 275 Boring 4, Bag 1* Depth: 6.0-7.0 feet Boring 4, Sample 3 Depth: 13.0 feet Boring 4, Sample 5 Depth: 23.0 feet * Indicates tests were performed on samples molded to 90 percent of maximum dry density ** Arbitrarily reduced to allow for local cementation Using the lower values of me angle of internal friction and apparent cohesion, and the Terzaghi Formula for local shear failure, the safe allowable bearing pressures for the soils are determined as follows: Local Shear Formula: Q'j = 2B (2/3 c N'c + Y Df N' + y BN'y) Assumptions: Undisturbed natural soils Firm soils as Boring 2, Sample 1 <t>= 14° N'c = 10.0 (1) Continuous footing 1 foot wide = 2B (2) Depth of footing = 0.83 = Df c = 975 Ib/sq ft y = 120 Ib/cu ft N'y=2.0 • Q'd = (2/3x975x 10+ 120x .83x4.0+ 120 x 0.5 x 2.0} = 7020 Ib/sq ft Q'd 4- Factor of Safety^ 3 Use maximum of 2300 Ib/sq ft Fill soils compacted to 90 percent of maximum dry density 0 = 28° c = 725 Ib/sq ft y = 120 Ib/cu ft N'c= 17.0 N'^8.0 N'r =4.8 Q'd = (2/3 x 725 x !7.0+120x .83 x 8.0 +120 x 0.5 x 4.$= 9310 Ib/sq ft Q'd -r Factor of Safety^. 3,0 Use maximum of 2500 Ibx/sq ft BENTON ENGINEERING. INC. i— UJa. u. LUO I 2- 3- r -H 8- 9-J 10- 1K 12- 13- . 14J 15- 16- 17-J SAMPLfNUMBCSJ-flH 1 V ^j/ /~ ~7\\)7 / / t / / / / 7 / / / / J / / /^7/ // / /s / < %y / / / / ,/ /// / / /. ' / ' /r /'S * / /^ / / 7^y / *s? / / s JUMMA^Y SHiST ( A031NG NO. 1 SLfVATION 185.0'* Dark Gray, Slightly Moist, Soft, Highly Cracked, Topsoil Light Olive, Slightly Moist, Very Firm Light Olive, Slightly Moist, Very Firm, Cracked, Occasionally Merging With Lenses of Clay Continued on Drtp r~ - Indicates Undisturbed D CLAY SILTYVERY FINE SAND SILTYCLAY •ving No. 3 rive Sample u -t^ 01 ^> ^ at a.a 14.6 40.6 31.2 UJ r- ^lUJ 0~> ^ U.Q 0 18.2 12.8 15.5 >-V— >— u? '"^ a 3 106.6 122.9 118.7 SHEARRESISTANCEKIPS/SQ. FT.GROUPSYMBOLCL (~) - Indicates Loose Bag Sample The elevations shown on these Summary Sheets were obtained by interpolation of the contours on a Tentative Map of La Costa Valley Unit No. 5 prepared by Rick Engineering Company o T o t •: r r j. •• .-> 69-11-14BC i 8Er4TOH CJ NO. X uj >- l-U *. U.UJ Q •t-7 \ \<y— 19- 20- 2V- 22- z J 24- 25- 26- 27- 28- 29-SAMPLENUMBCJk/ / ^. / / 7 / /s / ^ ^5ri ?^^ y /^/// / // / */ / /,/ / < '*$?/ / / ffi s SUMMARY SHEiT BORING NO._UGfinl.) Light Olive, Slightly Moist, Very Rrm, Cracked, Occasionally Merging With L«r»es of Clay • Light Olive, Slightly Moist, Very Firm . " i SILTY CLAY -„ i VERYRNE SANDY SILTSTONE 2 £aj — „ uj a. > -,_;£ u.a 19,5 13.3 60.0 ac $ -* *— > iij IS\ £* n.2 13.7 13.2 V- H^•— UL ••• 'x^. i s 128.7 122.2 117.3 SHEARRESISTANCEKIPS/SO. FT. 1GROUPSYMBOLCL i 69-11-UBC BENTOM INC.NO- 2 1 — O J 3 4- 5- 6- 7- a- 9- 10- 11- 12- 13- :14H 15- 16- 1 SAMPLEHUME.ESTT*T]£ /~ /^ / / / / / f 7 s > ¥r ^'JX / / ?iif:/ /_, / s// / '' /Ai/ / / S/ / ^ • s/^< .&, " / '\ */ / ; ' / / , t / / T/' / *7 / A f //\f' / z -/ / ^ ^/7 / / [/ / ' SUMMARY SHEET RQI?jNG NO 2 5LEVATSON 132.0' Dark Gray, Slightly Moist, Soft, 30 Percent Gravel to llnch Dark Gray, Slightly Moist, Soft light Olive, Moist, Firm Very Rrm • Continued on Dr GRAVELLY CLAY CLAY SILTYCLAY • awing No. 5 DfclVE ENERGY jFT. KIPS/FT. I8.1 21.1 50.3 Q -3~i i- >. ^ £ « 21.4 18.3 12.4 ?•• — u. >• ••*» 93 Q -1 100.7 111.4 125.8 SHEARRESISTANCEKIPS/SQ. FT.-GROUPSYMBOLCH ; j i 'O.itCr NO. I i D-tAWJNG HO. , , ,,^« I RSNjff^M -rKin.!Ki--*:->j;*-.K"i »M/~ i ,1/MMARY SHEET Light Olive, Moist, Very Firm SILTY CLAY Light Olive-gray, Moist, Very Firm, LlghMy Cemented Fine Cemented Sandstone SILTY FINE TO MEDIUM SAND i ir ir i £ >: ^< \ 2 ^b 39.0 10.2 117.1 50.8 10.3 109.1 ! a •^ PROJECT NO. 69-11-14BC BENTON ENGINEERfNG, INC. DRAWING NO 5 uia — 0- Ul M_1 01a. ia ' SUMMARY SHEET SORING NQ. 3 ELEVATION _4£LQ1__ >S10. ii »—'u. a a _!>-ai v> £ Q 1 < < Ui )—1 -' Medium Brown, 51 ighriy Moist, ,Medium Firm, Scattered Gravel \ to 2 I nches 1 Brown, Moist, Firm Gray, Moisr, Very Firm, 2Q Percent Gravel to 2 Inches Brown, Moist, Very Firm Brown, Moist, Very Firm, 50 to 60 Percent Gravel to 3 Inches, Cobbles to 8 Inches CLAYEY FINE TO MEDIUM SAND -I6.2rl3.5-tn4.2 CLAYEY Fl NE SAND GRAVELLY FINE TO MEDIUM SANDY CLAY -16.2--15.5-W.6 CLAYEY FINE TO MEDIUM SAND CLAYEY FINE TO MEDIUM SANDY GRAVEL 69-11-14BC BSNTON I •JC. OSAW1NG NO. 6 10 * £ 4_ ID > 0) 0 o 8U J i i io^ o^co 1 ? ~4 JJc*1 2 xS»— UJ 3- U,UJa i J 4- 5J - 6- - 7- 8- • 9J 10-. ll- lS- 1 ji"™* * 15- IS^H 19- ' 69 SAMPLENUMfcEft~\\ rr- i.f!;':'.'...' .''•'..'.'•• *&* • •••' •_•_• • j UA 3 **• £2^ » • • . WAmm SUMMARY SHSET SORING NO,«_A__ PLEVATION .9.1,0' Brown, Slightly Moist, Soft Cracked 1 Firm Light Gray-brown, Moist, Very Firm Light Olive-gray, Moist, Very Firm, With Some Alternating Layers of Silty Clay to 10 Feet Continued on Or ' FINE SANDY CtAY CLAYEY FINE TO MEDIUM ; SAND VERY FINE SANDY CLAY (Merges) VERY FINE SANDY SILT aw? 03 No. 3 DRIVE ENERGY!FT, Klf S/FT.U 6- 35.7 39.0 29.2 FIELDMOISTURE^ % DRY WT.8. 12. 12. 11. •jjecr ,NO. [ -1I-J48C 1 35NTCN ENGiN£ES;HG, 5NC 8 I 1 6 > i =»a > >• f» Q ~* -JOS 3 120.4 119.8 119.3 SHEARRESISTANCEKiPS/SQ. FT.08 A WING NO. • 7 to O r '"I 2"'— i £ iu H- Ul 0. U. Ul O 17 on —.zu 21- 22- 23- - 25— 26- 27- 28 29- •• 31- 2^ 33- 35- 36 37- 38-SAMPIENUMfiES.m K ?*£Y./ / A / XI X /I X .[ / }/ / IX Jn tX/Ty ^AlrMJ^ ' IX A 'C£j/ Xl X I/ix y 'VA\ A / I/ X J^ j,M^/!xA/Jf V Af&t[IX I/! Vyl / XJ' /j; \y xli xix bid ("" •*, BORJWG S'C 4 (Cent.) Light Olive-gray, Moist, VERY FINE Very Firm, Lens of Clay | SANDY SILT Light Olive-gray, Moist, Very Firm Red -brown, Brown and Gray, Moist, Very Firm ThinS DipsC N 15" Red-bi Moist PROJECT NO. 69-11-14BC oft Plastic Clay Seam, )own 28° at Bearing E •own, Brown and Gray , Very Firm Continued on Drc (Merges) SLIGHTLY CLAYEY FINE TO MEDIUM SAND SILTY CLAYSTONE CLAYEY FINE SAND i wing No. 9 U,' ^~ u,' --1*-. C 40 S 45.0 50.0 55.0 t£ t*. i"""*S.^t in1 u . 19. 18. 17. BENTQN ENGINEERING, INC. f \ *' i -«.- 4- 4 5 1 t >- ! . i "', u. OlZ £ 3 < < o' :*• ^C L-t <^- i* I TO CI IvJ , J^ 107.2 110.6 117.8 i i \ DRAWING NO. 8 O 1—38 >- uiX u. _1 UJ(X O) 31 SUMMARY SHEIT BORING NO._AX£on*.) o ^at u.uj -^2 v»ui a. Ci "• < <<01 •- IX "» 'u-i j; • DC ' 39- 40- 41- 42H 43 44-[ 45- .^-s Red-brown, Brown and Gray, Moist, Very Firm Dark Gray Lime-cemented Sandstone Lense* to 48 Feet 46- 47-*. •:.: 43 CLAYEY FINE SAND 50.0 16.0 117.7 66.6 16.2 117.7 CT NO 69-H-14BC BENTON ENGINEERING, INC. OSAW?HG NO CONSOLIDATION CURVES LOAD IN X1PS PER SQUARE FOOT rOZ 0 *CONSOLIDATION - PERCENT OF SAMPLE THICKNESS_, O — K3 — Ci->-"————. 4 ..— 06 0.8 1 . 1 *•--— — t — 0 2 > — ^*-~~-^ 4 6 > 8 10 16 Boring 3 Sample 1 Pe a th 1 . 5 ' j I i i j 1 .* I £ i | i 1i i ii 1 : i i :dic j i 1 ! i ! ' i i \ i i ares oer i i ^ a r^fc^i ^^/- -h~^I Borira 4 Sample 1 Death 3' i i i' j 1 '.i ! i •^ corse! :'d>;r:o;' or r;c:C •^oiji'ure •i" consol idcr; on of re: ; ^:J'Ji•G^;on <-!.-> .-\ . e~ r- r ».. ^ ' ' ', JiffS - ) SK\' V, Tj \ .Y\k ^V V ! j "V . V. ^,j > * ;.. V 'j <'i"> »-.^ •« ' '.-J ' * / •* .w . •-}."«:• o| K V ". HK fr /» 3\ C ' ^i",V is A -VV'T. •-* *»! *-•*'«• ^ !•• o. \. ^j H H (« • OviN *i?yv / Jf• ' -»•' .•». . •• o ^ »• ij. i'^; • KN •>.» < < *'• « / >' ° 3 N.k !/i ^ H > , KV N N• f, N"'- ^\ i%'<*<\ ^••« t) .> i V • CUT AND RU SLOPE STABILITY ANALYSIS ) LA C05TA VALLEY UNiT NO. 5 NORTHEAST OF ALICANTE ROAD SOUTH OF ALGA ROAD SAN DIEGO COUNTY, CALIFORNIA rtOJECT NQ. 69-11-14BC BENTON ENGINEERING, INC. DRAWING NO. 11 BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO. CALIFORNIA 921 15 PHILIP HENKING BENTQN . SAN DlEOO: 583-5634 PRESIDENT • CIVIL CNGINEER UA MCBAt 469-8094 APPENDIX AA STANDARD SPECIFICATIONS FOR PLACE/VENT OF COMPACTED FH.LED GROUND 1. Generol DescripHon. 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 compaction 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 as placed to verify the uniformity of compaction of filled ground to the specified 90 percent of maximum dry density. The soils engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken 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 brush, vegetation and any rubbish shall be removed, piled and burned or otherwise disposed of so as 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 satisfactory for the support of the filled ground shall then be plowed or scarified to a 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 uniform compaction by the equipment to be used. (c) Where fills are made on hillsides or exposed slope areas, greater than 10 percent, horizontal benches shall be cut into firm undisturbed natural ground in order to pro- vide both lateral and 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 t-he fill shall be at least 10 feet in width on firm undisturbed natural ground at the elevation of the toe stake 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 - 2 - (d) After Hie natural ground has been prepared, if 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 mold of a l/30th cubic foot volume. 3. Materials and Special Requirements. The fill soils shall consist of select materials so graded that at lease 40 percent of the material passes 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 strength 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 engineer. If durtrg 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 so! I reports not covered herein shall become an addendum to these specifications. The testing and specifications for the compaction of subgrade,subbase, and base materials for roads, streets, highways, or other public property or rights-of-way shall be in accordance vith those of the governmental agency having jurisdiction. 4. Placing, Spreading, and Compacting Fill Materials. (a) 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 ma tern I and moisture in each layer. (b) When the moisture content of Hie 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 during Hie compacting process. (c) When the moisture content of the fill material is above that specified by the soils engineer, the fill material shall be aerated by bidding and scarifying or other satis- factory methods until the moisture content Is near optimum as specified by the soils engineer. (d) 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 bs able APPENDIX AA -3 - to compacf 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 its entire area 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 equipment. 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 tfie slopes shail'be accomplished by backroiling the slopes in increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. (f) Ffeld density tests shall betaken 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. Where 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. Inspection. Sufficient inspection by the soils engineer shall be maintained during the filling and compact!ng operations so that he can certify that the fill was constructed in accordance with the accepted specifications. 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 tests by the soils engineer indicate that the moisture content and density of the fifl are as previously specified. Limiting Values of Nonexpgnsive 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 to be nonexpansive. All recommendations presented in the "Conclusions" section of the attached report are a part of these specifications. BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO. CALIFORNIA 92115 PHILIP HENKING BENTON PRESIDENT - CIVIL ENGINEER SOIL DESCRIPTION APPENDIX A Unified Soil Classification Chart* SAN DlEGO: 583-5654 LA MESA: 469-5654 COARSE GRAINED, More than half of material is larger than No. 200 sieve ** GROUP TYPICAL SYMBOL NAMES size. GRAVELS CLEAN GRAVELS More than half of coarse fracHon is larger than No. 4 sieve size but smaller GRAVELS WITH FINES than 3 inches SANDS M re than half of coarse fraction is smaller than No. 4 sieve size (Appreciable amount of fines) CLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) FINE GRAINED, More than half of material is smaller than No. 200 sieve size.** J|LTS AND aAYS Liquid Limit Less than 50 SILTS AND CLAYS Liquid Limit Greater than 50 III. HIGHLY ORGANIC SOILS GW Well graded gravels, gravel-sand mixtures, little or no fines. GP Poorly graded gravels, gravel-sand mixtures, little or no fines. GM Si I ty gravels, poorly graded gravel - sand-si It mixtures. GC Clayey gravels, poorly graded gravel- sand-clay mixtures. SW Well graded sand, gravelly sands, little or no fines. SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand-silt mixtures. SC Clayey sands, poorly graded sand-clay mixtures. ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plasticity. CL Jnorganic clays of low to medium plas- ticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty-clays of low plasticity. MH Inorganic silts, micaceous or diatoma- ceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils. * Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952. ** All ,:„,.„ -:- iU:- _i—«. — i i <• f- ' i f BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO. CALIFORNIA 92115 PHILIP HENKING BENTON : ADDCMrMVD S»N DlECO: SB3-5634 PRESIDENT - CIVIL ENGINEER ArrClNUIA D LA MESA-. 469-5694 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 cut- ting 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 mois- ture 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 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 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 1/10000 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 downward movement stops. The dial reading is recorded and expansion is recorded until the rate of upward movement is less rhan 1/10000 inch per hour. b • «••*i. i >is s 3>".-£«••• •• %t"'*"»4-"'''^»n^ A1::vi^ i^^l y,-y-;