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Home My WebLink AboutCT 72-27; GEORGE PROPERTY; SOILS INVESTIGATION; 1972-04-28BENTON ENGINEE·RING. INC. ·APPLIED S'OIL MECHANICS -FOUNDATIONS PHILIP HENKING BENTON PRESIDENT· CIVIL ENGINEER McCormick/Fay Associates Architects 4955 San Feliciano Drive Woodland Hills, Califomia 9'1~64 Gentlemen: 6741 EL CAJON BOULEVARD SAN DIEGO. CALIFORNIA 92.1-15 April 28, 1972 SAN DIEGO: 583·5654 LA MESA: 469·5654 ThIs is to transmit to you four copies of our report of Proie(:t No. 72-4-5A entitled "Soils Inv~ti9cition, Proposed Condomh1ium Apartments, George Property -Lots 60 and 61, La Costa South Unit 1, San Diego County, Califomia,lI dated April 28, 1972. We are transmitting under separate cover two copies to Ismail & Wagner, Attention: Mrs. Wagner. . .' . Jf you have any questions conceming any of the data presented in this report, please. " contQct us. Very truly yours, BENTON ENGINEERING, INC • .. . ~9,(~ Philip H. anton, Civil Engineer • •• SOILS INVESTIGATION Proposed Condominium Apartments George Property -Lots 60 and 61 La Costa South Unit 1 San Diego County I California McCormick/Fay Associates Architects Ismail and Wagner Structural Engineers Proiect No. 72-4 .. 5A April 28, 1972 BENTON ENGINEERING. INC. • PHILIP HENKING BENTON PRESIDENT. CIVIL ENGINEER , 'Introduction • BENTON ENGINEERING. INC . APPLIED SOIL MECHANICS ~ FOUNDATIONS 6741 EL ~AJON BOULEVARD SAN DIEGO, CALIFORNIA 92115 SOILS INVESTIGATION SAN DIEGO: 583,5654 LA MESA: 469·5654 This is to present the resul ts of a soils investigation conducted at the site of the pi'opos~d twenty-two unit condominium apartment located easterly of Viejo Castilla Way between Navarra Drive and Pirineos Way in La Costa, Califomia~ The property is described as Lots 60 and 61 of ,La Costa South Unit 1, in San Diego County, California. ' The proposed construction site consists of Lot 60 in the north and Lot 61 in the south. Along the west property !'ine, existing grades drop gradually. from Elevation ,81 .0 feet .in, .the ,$Outhwest comer of Lot 61 to Elevation 64.6 feet in the northwest comer of Lot 60. Al'ong th .. east property I lne, Lot 61 rises ,sl jghtly 'from Elevation 80.2 feet at t.he southeast corner to Elevation 8'1.0 feet at the northeast .comer, and .drops.down at a gradient of approximately 2 horizontal. to 1 yertical,to Lot 60 and then descends northwardly at a 12 percent gradien~ to Elevation 63.2 feet. in the northeast comer of Lot 60. Lot 61 is bordered by a cut slope that rises to the east at a slope ratio of 1.5 horizontal to 1 vertical up to 5.4 feet high in the northe~t comer that tapers off to the sot,ltheast comer point. Lot 60 is bordered by a cut slope of 1 .5 horizontal to 1 vertical go'ing downward to the east from 10.3 feet high in the southeast corner that tapers off to northeast corner. It is understood that the Unit 1 structure will be constructed In Lot 60 and that the Unit 2 , structure will be constructed in Lot 61. The overall construction area for both units will be approximately 90 by ~05 feet in planned dimension. The proposed buHdtngs will be two-story in height with a subterranean parking level below the existing ground surface and a swimming -2:'" • pool between the two units • .The anticipated maximum column loads will be on the order of 73 kips ana the loads on the continuous fQOtings will be on the order of 2 .5 kips per lineal foot. The proposed finished floor elevations for the subterranean garage under Unit 1 structure vary from 62.83 feet to 64.33· feet whereas the finished floor elev~tions ·for the Unit 2 parking garage vary from Elevation 71.91 feet to 73.58 feet. The first floorelevdtion for both units will be at Elevation 81.50 feet. In order to faci'litate garage and basement wall construction,.an excavation up to 8.5 feet will be made in the south ends of both units and a retaining wall and excavation up to 10.5 feet and 4.0 feet high, respectively, will be made in the southeast corner and northeast corner areas of Unit 2 on Lot 61 • The obiectives of the investigation were to determine the existing subsurface conditions :and physIcal properties of the soils in order that recommendations could be presented for the design of foundations, retaining walls ,and basement walls for the ptoposedbuilding. In order . ,to accomplish these objectives, three borings were drilled and undisturbed samples were obtained for laboratory testing. Field Investigation Three borings were dr.iIled with a truck-mounted rotary bucket-type drill rig at the approximate locations shQwn on the attached Drawing No. 1., entitled "Location of Test Borings." The bortngs were drilled to depths of 15 to 20 feet below the existing ground surface. A con tin- uous log of t~e50ils encountered in the borings was recorded at the time of drilling and is shown in detail on Dr~wing Nos. 2 to 5, inclusive, each entiHed "Summary Sheet. II The soils were visually classified by field identification procedures .in accordance with the Uniftctd Soil Classtflcation Chart. A simplified descrIption of this classification system is presented 'In the aftached Appendix A at· the end of this report. BEN!ON ENGiNEERING. INC •. • -3-• Undisturbed samples were obtained at frequent rntervals, where possible, in the soils ahead of the drilling. The drop weight used for driving the sampling. tube into the-soils was· the II Kellyl' bar of the drill' rig which weighs 1623 pounds, a'nd the average drop WClS .12 inches. The general procedures used in field sampling are described under "Sampling" in Appendix B. Laboratory Tests LabOratory tests were performed on all undisturbed samples 6f the soils in order to deter- .mine the dry densi fy I moisture content, and, shearing strength. The resul ts of these tests are presented on Drawing Nos. 2 to 5, inclusive. Consolidation tests were performed on represent- ative~ samples in order to detf;trmine the load-settlement characteristics of the soils and the resufts of these tests are presented g'taphic;ally on .Drawing Nos. 6 and 7,. each entitled "Consolidation Curves ,II 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 recoraed,expansions of the samples are presented as follows: Boring No. 1 2 '3 Depth of Sample Sample, No. in Feet 4 11.0 1 2.0 1 2.0 Soil Description, Clayey fine to medil.Jm sandy gravel Silty clay Very fine sandy clay Percent Expansion Under Un it, Load of 150 Pounds per Square ·Foot from Field Mo'isture to Saturation 4.01 Percent Expansion , Under Unit Load of 150 Pounds per Square Foot from Air Dry to Saturation" 2.00 8.69 6.48 The general procedures used for the laboratory tests are described briefly in Appendix B. Direct shear tests were performed on selected undisturbed samples that were saturated -and drained prior to testing. The results of these tests are presented on the follOWing page. BENTON ENGINEERING. INC. • e ... 4-• .Maximum Angle of Normal Shear Internal Apparent Load in ~oad Friction Cohesion kips/sq ft kips/sq ft Degrees Ib/sq ft Boring 1, Sample 2 0.5 0.34 301/2 70 Pepth: 4.0 'feet 1.0 0.70 2.0 1.23 Boring 3, Sample 1 0.5 0.71 32 1/2 400 Depth: 2.0 feet 1.0 2.0 1.66 DISCUSSION AND RECOMMENDATlONS 5c>H Strata A very firm gravelly clayey fine to medium sand was found to 1 .8 feet at Boring 1 and was underlain by a 4.0 feet layer offirm-dayey very fine. sand, and by 4.:2 feet of very firm gravelly:slightly clayey fine to medium sand to a depth of 10.0 feet. Veryfirm clayey fine 'fQ medium sandy graVII~ waS,found between 10.0 and 19.-0 feet and was underlain by very firm. clayey fine to medium sand to the dep.th of exploration of 20.0 feet at this location. No e"xpansive soils were "encountered at this location. Firm very fine sandY'clay was found to 0.8 foot at Boring 2, and was.underlain by a l.a feet of very firm silty clay, then by 1.0 foot of very firm, very fine sandy clay, and by 1 ~4_ reet ·of very firm silty clay to a depth of 5~0 feet. Very firm clayey fine sand was found between 5.0 ond 6 ~8 feet and was underlain by firm gravelly slightly clayey medium to coarse sand to the depth of exploration at 20.0 reet.The upper 5.0 feet of soils-at this location hove sufffc'.nt- volumetric change with change in moisture content to be consideAKI high to crl-ticaJly expansive. A·medium compact layer of filled ground was found at the surface of Boring 3 to a depth of 1.0 foot; this filled ground consisted of clayey fine to coarse sand with clay chunks .• A firm to very fJne sandy cloy was encountered below the existing fill at Boring 3 to a depth of ,1.4 feet, and was underlain by firm sIlty clay to 4.3 feet. Very firm gravelly slightly clayey fine to medium sand was found between 4.2 and 13.0 feet. From 13.0 feet to the limit of exploraHon BENTON ENGIN!:,ERI~~G. INC. .. 5-•• ·at: 15.,0 feet, a very fir:m .. grdvelly slightly clayey medium to coarse sand was encountered. The sandy clay soils and silty clay soils encountered between 1.0 and 4.3 feet at Boring 3 are con- sidered to have a high to critical expansion potential. No free ground water was encountered in any of the three borings. RECOMMENDATIONS 1. Foundation Bearing Soils The upper 5.0 feet of clayey soils in Boring 2 and the upper 4.3 feet of clayey soils at Boring 3 are not suitable for foundation support. These soils either have high to critical expcm- sion.potentiol with desiccated cracks or are porous to slightly porous. The recommended beari.ng soils for both continuous footings and spread footings are the gravelly clayey fine to medium sand, ,,:gravelly slightly clayey medium to coarse sand, cmd the gravelly 51 jghtly clayey fine to medium '~ndencountered below Elevations 73~0 feet, 73.7 feet, and 75.2 feet, respectively, in Boring ~ -, 2, and 3 areos. Footings should be placed in these soHs or in the soils underlying these beari ng strata. 2. Footings and Settlements Conventional sp~ead fQotings and continuous footings may be used for the supp~rt of the proposed structures provided all footings are founded in the bearing strata recommended above. A one foot wide continuous footing placed 1 foot into the bearing soils may be designed for an allowable bearing value of 2000 pounds per square foot. Spread footings, 1 foot wide and. placed Cit the. minimum recommended dep.th of 1 .0 foot into the recommended bearing soils, may be designed for an allowable bearing value of 2200 pounds per square foot. For each addi- tiona I foot of depth, an increase of 700 pounds per square foot in allowable bearing value for continuous and spread 'foOfings may be useq, and for each additional foot of width at the same elevation, an increase of 250 pounds per square foot per foot of width can be used up to a BE;NTON ENGINEER!NG, INC. -6-• recommended maximum bearing values of 6000 pounds per square 'toot. These bearing values :,are for dead plus live loads and may be increased one third for combined, live and seismic '. l'Oods. The total settlement 6f a spread footing placed as r~coinm~nded, and loaded to 73 kips is, estimated to be on the order of 1/2 inch. The settlements of 'footings supporting smaller loads , will bepropottionately less'and it is anticipated that the maior portion of the settlements will occur duringcQnstruction and appJi cation of struc~ral loads. the total settlement of the con- ti'nuous footings designed as 'recommended to support a total load' of '2.5 kips per lineal foot 'will be less, than 1/4 inch. :It is recommended that a qual Hied ,oils engineer be requested to ,'iiiSp~ct the excavations for footing construction in order to assur., that all footings are properly placed in tbe recommend~ bearing strata. 3 • Earth Pressures for Retaining Wall Design For retaining wall design along the east property line' of. the site where the wall will retain a 1.5 horizontal to 1.0 vertical surcharge up to approximately 6.0 feet in height, a~ 'active pressure of 50 pounds.per square foot maybe used starfing at the toe of the slope or th~ top of proposed retaining wall and increased at a rate of 49.5' p6u'nds per square foot per foot , , depth to the h9ttom of the wall. In the area where there i$ no sloping surcharge above the top of wall, an equivalent fluid density of 44 pounds per cubic foot may be used starting at the top of the wall. For passive resistance below the wall footing, a passive pressure of 198 pounds per square foot may be assumed at the lowest finished undisturbed ground surface and increased at a rate of 198 pounds per square foot per foot of depth to ,the bot.tom of the footing. For frictlon between ,the concrete and the in-pLace natural soils, a coefficient of friction of 0.4 may be used. I'n ~rder to prevent hyclrostatic ptesslJre from building up behind the walls along the east section of ,the property lines, it is recommended that clean pervio.us .g'ranular backfUI vertic.al drains' filled with gravel or crushed rock, be installed at least 6 inches thick and one foot wide at intervals BENTON ENGINEERING. INC. e, -7- of 6 feet, eenter to center, behind the walls to the full height of the walls and these vertical drains should drain either into weep holes through the wall or into perforatedpipesinbedded . in gravel at the base of the backfill to transmit infiltrating water away from behind the wall. T'he gtavel may be held in-place in slots excavated in the natural bar:'\ks by roofing paper strips nailed into the natural bank until the concrete walls are constructed. For basement waH design beneath the apartment structures, an equivalent fluid density of '30 pounds per cubic foot is recommended starting at the top of the wall and the same pClSSive pressure recommended above may be used for the passive resistQnce below the lowest finished undisturbed natural ground surface. The values are based on the assumption that a clean sand, ,gravel or sana and gravel backfill will be installed at least 4.0 feet in thickness behind the walls to the full height of the walls. It is also recommended that perforated pJpe be instqlled :at the base ·of the backfill in these areas if it is undesirable to provide weep holeS through the walls at. 6 feet, center to center. The pervious backfills should be properly and uniformly com- pacted to 90 percent of the maximum dry density in accordance with the A.S.T .M. 0 1557-66T method of compaction. This requirement may be waived if gravel, crushed gravel, or crushed rock is used. However, -the gravel or crushed rock should be properly placed to the densest possible state so that proper laterdl confinement' can be attained. 4. E~cavatton . For temporary basement wall construction, a slope of 1 horizontal to 1 vertical, or flatter, can be made to a depth of 4 feet below existing ground surface followed by a vertical cut to the desired depths of excavatlons~ It is our understanding that the maximum excavation depth will be on the order of 8.5 feet in the south side of Unit 1 area. For excavation less than 5.0 feet high, Q vertical cut may be made Without shoring. This assumes that no surcharge will be appHed on top of the cut slope within a horizontal distance twice the height of cut and the exoavation will be made at field moisture. condition. 8ENTON ENGINEERING, INC. • -8--'-,- For retaining wall cOnstruction along the east prOperty line of Lot 61, opposite Unit 2, , wh.re excavation behind the walls is restricted, i:t is recommended that only one half of the ~ertical bank be exposed at anyone time. The actual excavation can be made in 10 feet widths, opening, up every other secti,?n at anyone time, until those sections of the retaining wall are con- striJcted and in-place, prior to excavating tor the alternate sections, and completing the wall. 5. Swimming Pool Design It is' con~luded frorri"the}indings ot Borings 1, 2 and 3, that it is unlikely fhat (my of the pOtentially expan~ive sandy cl-qy or silty clay soils will exist.below Elevafion 73.0 feet thans. cibove,fhe plann.,d swimming poOrarea at Elevation 71.45 feet~ " However, if:expansi.ve tyPe Sdndy clay or silty clay s()ils such as foun~' in the upper 5, feet at Borings 2 and 3, are found to exist below finished grade in the pool area it is recommended ,that these be overexcavated and disposed of offsite and be 'replaced by nonexpansive silty sand, or '~/lnd soils and only compacted to at least 90 percent of maximum dry density. 6. BasenientFloor Slabs. The natural soi,ls immediately beneath the prQPosed finished floor elevation of Unit 1 and 2 garage areas will provide satisfactory subgrade support for the floor slab when properly prepared. It is recomtnended that the subgrdde soils be scarified to a depth of 6 inches, either dried or moistened as necessary to optimum, and should then be compacted to at least 95 percent of the maximum dry density obtained by A.S. T.M. D 1557-66T method of compaction. This assumes ho' sandy clay or silty clay soils within the upper 3 feet of finished grade. It is recommended that a qualified soils engineer be also requested to inspect the excavations for floor slab constnIC- ticsn in order to insure that the slab will. not be supported by an expansive soil. 7. Slabs at Grade in Boring 2 and Boring 3 Areas If a slab is to be constrUcted at an elevation above Elevations 75.5 and 75.2, respectively, in Soring 2 and Boring 3 oreas, special precautions will be required because .of the expansive clayey soils encountered in these areas above those erevations. It is recommended that any BENTON ENGINEERING, INC. .e • -9-• expansive sandy clay or silty clay soils be removed to depths of at least 3 feet below the finished floor elevation and that the excavafed areas be refj·ll~d wi th nonexpansive materIals such as sil ty sand, sand, clayey sand or gravel that are properly compacted to at least 90 perc~nt of maximum dry density in accordance with the A.S. T .M. D 1557-66T method of compaction. The volumetric change with change in moisture content of the import select nonexpansJve fill should be such that a sample remolded to 90 percent of maximum dry density, then air dried two days and loaded to 150 pounds per square foot and saturated, will not exceed 1 .0 percent. It is further recommended that the fI<:>or slab within, the building areas be underlain by a layer of crushed rock or clean sand at least 4 inches in thickness placed immediately below all concrete slabs~ A moisture vapor barrier is also recommended beneath concrete slabs below areas occupied as living quartel"$. Respectfully submitted, BENTON ENGINEERING,INC. BY~~~ S. H. Shu, Civil ~ngineer .~~~ .Reviewed by :,':~ ~ . Philip H. Benton, Civil Engineer Distr: (4) Addressee (2) Ismall & Wagner Attention: Mrs. Wagner SHS/PHB/ew BENTON ENGINE~RING. iNC. ,. I I I '. I' I i I· ... I -0 i' "'g I' e I ~ . ~ , t, .. lit ... I ..9 I i' e ti 0 ~ . U e .... w • III o .., ... - • SUMMARY SHEET BORING NO. .1 ELEvAtION __ 73.01~ ~~:-:;~ Light Brown, Moist, Very GRAVELLY • e"., -. 1-. ~:..: ... -;. Firm, 15 to 20 Percent CLAYEY FINE TO >. 1-1--II. I/) . z· w::> Q~ >!a a:...I o ... ' Gravel MEDIUM SAND 2= CD ~: ~: ~~:~:~.,....------...,;.,--, -------+---------46.5 11.0--1C>6.,l' -O. T'7':;'.;JN....----I Light Brown ar)CI Light Gray, ........ • Moist, Firm, S:lIghtly -.......... .......... Porous .......... .. .. .. .. .. .. '-.. ~. 0' .. .. .......... L . .. ... ' .. a-' •• _ .. _ f::\ ~~~~~ Light Red-brown, Slightly 7-'\!J I~'~:'~'" Moist I Very Firm, Some ._ .:.:"':.:~: Coarse Sand, 15 to 20 Percent · "' ... 8-. : : : ~ Grove Ito 3 Inches; Lenses _ ;.:-;.:"':.. of Gravelly, Slightly Clayey, 9-~ ~~;-:.; Medium to CoarseSahd with , '.. . •. 40 to 50 Percent Gravel and 1a=@ ~ ~~:..:-: Cobbles to6 Inches, Compact f7\ : ~: :--:,'1\ Dips 20. West , , . . 11= 0; ·~:.7:. Light Red .. brown,Moist, _ . ........ Very Firm, with Coarse - 13- !.~~:",' Sand, 50 to {JJ Percent ! ~'~'~',:-. Gravel and Cobbles to ........ · ... ~.. 12 Inches , .... '. · ...... · ...... -', _.'._. CLAYEY VERY FINE SAND GRAVELLY SLIGHTLY CLAYEY FINE TO MEDIUM SAND J CLAYEY FINE TO'MEDIUM SANDY.GRAVEl. ' 15:' Continued on Drowing No.3 - :.. -- -- o .. Undisturbed drive sample @ -No recovery 8. 1 6.2 93. 10.57 13.0 3.5 90.0 '0.74 30.8 .. .. .. 21.1 7.0 .. oio - -' - - - * .. Elevations shown were obtained by hand leve' sightlngs to existing grade level as shown on Mr. Corm ick/1=ay Drawing No.1 for the George Project. Reference elevation:: 78.0 feet at southwest property lina cor".r. - - BENTON ENGINEERING, INC. PROJECT NO. 72-4-5A DRAWING NO. 2 \' ·e .. ~ o U o '-I I-w w u. ..... ~ l-A. w ,0 ' 15 -' ,16- -, 17- - 18- - 19- ., ...•. I ... ""'. • .... 'W • ..... ' '" · .. '-' . · .. , .. , · .... -. .,.w ... -..•.. ..... -r. .•• ;1j ..... I .. •• .. ~ · ~-.. ; .. I· .. • 'M,'" · '-' ."" . • SUMMARY SHEET BORING NO. 1 (Cont t) Light Red-brown, Moist, Very Firm, with Coarse Grains, 50 to 60 Percent Grav.,1 and Cobl?les to 12 'Inches , ' CLAYEY FINE TO MEDIUM SANDY GRAVEL > o· a:t: 'w_ zU) w!: w:at: >. ._1-a:u. o >. 1-1--u. ~. w::l o~ >~ :!i..J CLAYEY'FINE TO Iv\EDIUM SAND 16.2 12.9 111.1 14.00 CV :: : : :: Light Brown and Gray, -. ' 20-,6 ...... ~Ist, Very Firm, w.ith , , ,... 1\ Silty Clay InterbeddlOg , - - -, - - --- - - .... - - - ~ - .... -- - - - -' - - -- - - - - ...; PROJECT NO. 72-4-5A " " BENTON ENGINEERING, INC. DRAWING NO. 3 : . z >->. I-0 Cl' ~~ 1-'- '1.11 • j;...I' cel-(,)1-w wee SUMMARY SHEET -u. ce·zu. 1.11 ...I~O w!:!: .(1) ",. ...11.11 2'" 9i=> z· ~~d -.1:\. en -(,)en 2 1.112:. 1.11;:) 1.111-", :r:: :!l:!l OU:::!l BORING NO. wllo! !.II", ce' e~ :r::"'-I-~::l (1)-> SO.5' U::.(5Q >~ (l)C;;~ I:\. "'Z ~'" >. 1.11 ELEVATION -,I-:!lCll! ce.,J w- e c( ceu. 0 cello! n ...I 0 (,) " .... :.' ... VERY FINE -.... '. ~ .. " '. Brown, Moist, Firm, L .... ,', Slightly Porous, Rootlets, SANDY CLAY J ., 1\ Oecodonol (.;rnvlI! I -CD , .. 2-. Gray-brown, Mo'ist, Very 24.3 1.1.6 116.1 7.50 IX . l\ Firm; Some Very Ffne Sand, -['i;. SILTY CLAY 3- ..•.• ! •••• '\ Fractured . • : ' •• r' .~ I · ' .. :.'~. ", , Red-brown' -G • t • ~ ~;,.' .... 4- . . . Red-brown, tv\olst, Very 11.4 10.3 107.1 .2.S2 \ Firm; Slightl.y Porous, Lenses VERY FINE -SANDY CLAY 1 5-of Clayey Fine Sand · .... Light Brown, Slightly Moist, SILTY CLAY I -• e-" •• 1\ 6:-" ..... ,-Very Firm. Sliahtly Porous . · ..... Red-brown, Slightly Moist, CLAYEY FINE @ · ..... -· •••• "e VerY.Firm, Slightly Porous SAND l·l3.0· 4.0 ~ -.f--•... ,:. -. 7-'0 ....... ., ....• Light Red-brown and Gray, -. ~ .•. Slightly Moist, Firm, 15 to 8-'.r ....... · .. .~. ". 20 Percent Gravel and -• ."'I"',~ 9- ......... Cobbles to 6 Inches, Lenses fa.w· .... .. '.,.' of Clayey Fine Sand -Q f ... ~.~ ,. ... 10-........ 11.4 4.4 95.4 0.54 ; ..... 1_ " ..... -........ · ....... 11-1-.. ."'1' .• ' ...... , . -. . ., .. ..... 12-••••• GRAVEllY ... ' .. I.·.· .. SLIGHTLY .... . .... 13-1_· .... C LA YE Y IvfD fU\l1 ..... I ....... ..r... TO COARSE -I--' •• ~ •• 14_ ;lit •.•• SAND I·· '~,' ........ -@ I •. ••• • I.S9 · "iI •• '. 11.4, 3.7 103.0 15-I ...... . -..... GiI:. ", • ...,. · .... 16-.:. . . .. Light Red-brown, 40 ,to 50 · . ";' . ' . . ''''.''' .' Percent Gravel and Cobbles -I" .... '" ..... to 8 .I·nches 1'7-I ••••• .. ... r-. .•. -. -.... ; 18-. I.· ... • .,' ..... .oIl. • l.r • '" , -, ....... ' . .. .. .. . " 19-I'll{' ';.-. '" ** '., .W'. w -0 ra ••.•• 35.4 4.7 158.8 4.7 20- ...... ..... ' .. • en. - -** Very rocky o ., --=- PROJECT NO. DRAWING NO. 72-4-5A BENTON ENGINEERING, INC. 4 , -. ... 2 8 v ..9 W .:e ~ 0 ... • -> >. CJ' W' SUMMARY SHEET a::'" W~ !:t: ut: W'!: oa::~ ~:::) a::~ • BORING NO. 3 z~ -Ii:> Wu ct ... a w_ Wena:: Wen~ W~ ii:(50 0.., l:-If ELEVATION 72.5' >. >~ en ffi-' _ ... :Ell'! a::lL.. !!i-l a::~ 0 light Brown, Slightly Moist, CLAYEY FINE TO ~=~ Medium Compa<:t, Clods of COARSE _ t:'\ ~ , \ Fine.to MedIum SandY Clav SAND I -- '2-0 \ LIght Brown, MoIst, :Ftrm, VERY FINE /13.0' 14.5 100.8 4.09 3-~~ ~S~,I~ig~lht~ly~._Po~~~u~s __________ ~~S~A~N~D~Y~C~L~A~Yw L!J' Gray-broWri t Moist I Firm, _ . \ Fractured, Porous 4-® . Lenses of LIght Brown, • ' .... r-.. Clayey Fine Sand ..•. :-. . -i.~.:-~ Light Red-b~wn,S lightly ~:_:-:. Moist I Very Firm, Some : :-: ;-: Coarse Sand, LayerS with - 5- - . f1"."" -;-. 40 to 50 Percent Gravel -f"::'.S ~-r:: .. :-; •. 7-\V ~~-~:-.. 6- - 8- -. 9- ••••• ...... ' ... ' ... ....... '''; . '-' . . -.. ,-" • ?fT. ;.-• -.-. -;w -@'.""" 4 .-."lJ~~ 10-.' •. • . .-... -. ,... 11..,. - ..•. ,.-. •••• -;00 .~.-;,;;-. .... , . :;. : : -: Occasional Cobbles to ~ ~ ~:.:-6 Inches .. , ... . SILTY CLAY GRAVELLY SLIGHTLY CLAYEY FINE TO MEDIUM SAND 13.0 11.2,100.5!(lg:, 13.0 4.0 103.5 2.73 35.4 4. 1 120.5 - " FILL -., ... ', ~.~.~.~'~ • __ ~ ________ ~ __________ +-______ ~ ____ -J ____ L-~JL __ -L~~L-~J 13-'f. .-.: :~ ..,. :~:_: .. : light Red-brown; Slightly GRAVELLY 14-;-;...:: :: N\oist, Very Firm, Some SLIGHTLY _ {,;\ . ,.. ; .. :: Fine Sand, 40 to 50 Percent ~LAYEY Jv\EDIUM 15-\V ~.-,,-. ~ Gravel and Cobbles to TO COARSE 35.4 4.8 117.54.89 _ \~6~1~~h~e=$~.~ ________ ~~ __ ~S~A~N=D ____ J - ..,.. - - - - - - - - - **.* Shear resistance in the parenthesis was obtained from unconfined compression test • t-....... '----' __ ...... --,r-__________ ~---~-uc-... ~~--..... -----------t DRAWING NO. PROJECT NO. 72-4-SA 5 BENTON ENGINEERING, INC. -. Co E 0-... . ... ~ G e> 0 ~ -... -0 I -, ~ tit ~ .... " ti 0 V 0 ~ CONSOLIDATION CURVES LOAD iN KIPS PER SQUARE FOOT o <;>2 ,0.4 0.6 0.8 1.0 (f>----r-- 2 4 6 8 10 Boring 1 Sample 4 Depth 11' 3 4 ., If) "" zs !II: . -. ~ ::s:: t- . -. '. . -. 0 (\. "" .J L 2 ~1 I&. 0 2 t-Z "" U 111:' ",,3 L z 04 ti 0 :;j ~5 ! u 6 .... 7 8 PROJECT NO. 72-4-SA . , . . -. r--~r-r--iI-l_A-. -{ ___ ~---.:__ i'~ -t---_~ __ "" • 0_, ••••••••••••••••• 0,' ••••• -. ,. ........ ' . . . . . . . . ......... -.. .. • ",' •••••• ' •• 0-' • • • ' ••••••• . , . . . . . . .. .. '. .'. . . . ~ .. . . . -. . . . . . . . '. . . ... ' ............ -, . _ 4L .,.. ,. -. ' . ' . Boring 2 Sample 4 Deeth ]0' , . -. o INDICATES PERCENT CONS01.IDATION AT FIELD MOISTURE • INDICATES PERCENT CONSOLIDATION AFTER SATURATION BENTON ENGINEERING t INC. DRAWING NO. 6 16 ,. o ~ - .... ..9 .. o 8 u ..s .., e; ID o .., o Q2 0.4 t . 1 2 3 -------4 ., ., 1&1 :5 2 % I-' 6 1&1 ..J A. 2 ~7 "" ·0 ... Z 1&1 U It: 1&1 A. Z 0 ~ CI J 0 ., ! u 0 • PROJECT NO. 72-4-SA . " CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.6 0.8 1.0 2 4 6 8 10 16 Boring 3 f--• Sam~Je 1 --r-.... Oep; h 2' 1~ "-I-... .' '1 ~ \ '-\ t--l-t-t-r--______ \ t---:_ -----.. \ I--. l--r-I - I ----4. - - INDICATES PERCENT CONSOl.lDATION' AT FIELD MOISTURE INDICATES PERCENT CONSOLIDATION AFTER SATURATION DRAWING NO. BENTON ENGINEERING. INC. 7 . ---- BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO, CALIFORNIA 92115 PHILIP HENKING BENTON PRESIOENT .. CIVIL ENGINEER APPENDIX A SAN DIEGO, 583·5654 LA MESA, 469·5654 Unified Soil Classification Chart* SOIL DESCRIPTION I. COARSE' GRAINED, More than half of material is larger than No. 200 sieve size. ** GRAVELS MOre th~n half of coarse fraction is larger than No.4 CLEAN GRAVELS sieve size but smaller GRAVELS WITH FINES than 3 inches (Appreciable amount of fines) SANDS More than h'alf of coarse fraction is smaller than No. 4 sieve size CLEAN SANDS SANDS WITH FINES (Appreciable 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 GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH "OH,' '.; -- PT TYPICAL NAMES Well graded .gravels, gravel-sand mixtures" I ittle or no fines. . Poorl y graded gravels, gravel-sand mixtures, I ittle or no fines. Si Ity gravels, poorl y graded gravel- sand -si I t mixtures. Clayey gravels, poorly graded gravel- sand-clay mixtures. Well graded sand, grave II y sands, little or no fines. ' Poorly graded sands, gravelly sands, I ittle or no fines. Silty sands, poorly graded sand-silt mixtures., Clayey sands, poorly graded sand-clay mixtures. Inorganrc silts and very fine sands, rock flour, sandy silt or clayey ... silt-sand mixtures with slight plasticity. Inorganic days of low to medium plas- ticity, gravelly clays, sandy clays, silty clays, lean clays. Organic silts and organic silty-c:;:lays of low plastic ity. Inorganic silts, micaceous or diatoma- ceous fine sandy or silty soils, elastic siltso Inorgani.c clays of high plasticity, fat days. Organic clays of medium to high pi as.ticity. Peat and other highly organio soils. * Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952.' ** All sieve sizes on this chart are UoS. Standard. ' .' • PHILIP HENKING BENTON PIIESIDENT·. CIVIL ENGINEER Sameling BENTON ENGINEERING. INC. APPLIED SOIL MECHANICS -FOUNDATIONS 6741 EL CAJON BOULEVARD SAN DIEGO, CALIFORNIA. 921115 APPENDIX B SAN DIEGO: 1583·5654' LA MESA: 469·56154 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 I inlng of twelve thin brass rings,. each one inch long by 2.42 inches inside diameter. The sampler I 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 th~ laboratory in close fitting waterproof containers in order to retain the field mois- ture untU completion of the tests. The driving energy is calculated as the average energy in foot-kips required to force the sampl ing tube through one foot of soil at the depth 'at which the sample is obtained. Shear T eS.ts The shear tests are run using a direct shear machine of the strain control type in which the rate of defon:nati on is approximatel yO. 05 inch per minute. The machine is so designed tha·t 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 equival.ent 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 consol idation 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 interyals 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 ar.e· placed in contact with the top and bottom of each specimen to permit the ready additiOn 'or r~leC!se 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 10Qd 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 stQPs. The dial reading is recorded ~nd expansion is recorded until the rate of upward moyement is less than 1/10000 inch per hour. . ' -, '" t ;,,~:~~ , " • J:PARTMENT OF REAL ESTATA" I C' -:', , .'., '" , . ' OF THE"j ':,>~::-::::' .:T 72 ..... ).1 STATE OF CALIFORNIA " '. ·l .' :.. . :" '.' " ROBERT W.; KARPE, Heal Estate Commissioner "", . " ' . TELEPHONE NO,.' (213) 620-2700 .' \', .-. ~ , ~..., , , -. -",' , .. ::; ,:.:," In the matter of the application of -" ''i.~ • , , ", :: .{: ~ <.: ~ , FINAL sUBtnvISIO;N.' PUBLIC' :REPO;Rt" .- " -" -" \, . , ' 'FLAVE J. GEORGE, JR., AND JUDITHC: GEORGE .' , >, :;' " ...... "', .',,'. '" ';··d : . . FILE NO'," 33034". " £ .> "((;,, ',,' 1 " ~;.:> .' ";~:-;!:;:-;>,~:~. ~./ '. ; ~: ,::,:,: ~. ; for afirtal subdivision public report on " [ ISSUED: MAr 15,:. 1'973 :.,::::.,:",;,.,~.:. ::.;: .. : ~.', ~.,,:>., 'MAP' NO.' 7456 -:ILOi' 1 ,:" EXPIRES: MAY ,"15, 1.978 ,':, '",:: , , :' FLA VE LA COSTA ii ' .' ·1 .. ,,:~;, >;,,:/ ~ -' ',:i .', >''';:'',~ :;, ,'<t,: .CS'iilirfE"G-O-:-«:'bUNrf, CAL I FORN I A . i ' . ': :"c' . ' .__.. .. : ·:·'X,~ .. ···".'>.'·:~·:~ .. :~.:.-,:., ':''''~,'.' ... ~ " -: .:' :, ~~,;.~: H~'·,-, .. ~.,. '{(:',,_,,:',,:' .--~~' -, :~,~~ :.:, ,.;.':~\~'.":, ,I . ~..: ':'?' '" ,,' . \: ',': .~'~~-.::~.:~;.~:-' "_, -.,.,:.~~~ ,: ",.; ,. :-;:;,This Report Is Not a Recommendation or Endorsement of the Subdivision' ~::, ;;:·,.:},~/"c:'::~/ .... ;. ... '. But Is Informative Only. ,~' : .. ;"': ','. " ,,',: :', 'i;:~,: , ::,~;':~).', ... , '. '; ,<', . ';, ',' ,; • .;' !~ -1 . '., ':, t,' ". "." :~; . "i~{;'\~<.</>, ... , Burer or Lessee ~ust Sign That He H~s Received and Read r:r:his Report.:· ... " ~';;;1i;:'{ ;'J'lus Report E~wres on Date Shown j\/>ovel or ,upon a Material ctan~~;. , . " SPECIAL NOTES \ .' ' , ,".' I' ',' '.-.. , . 'S'CHOOLS: IN JULY 1972, THE CARLSBAD'SCHOOL DISTRICT AND SAN"Dn~GUlro""" ~i r~~'r.D;\ :~,:. .. ,:';,:~~~A:m ~ SCHOOL D 1 STR 1 CT ADV 1 SED TH 1 S PROJECT 1 S WIT~ I N THE I~, ~?,~,9~r?l,!t~,:;~~, .' . ,<;'-::;, --:,:'.' TH IS PROJECT I S A COOPERATIVE VENTURE OF THE TYPE REFERRED TO AS A CON~ :;; :.!~;.,> ;'?{' ' .. ... ::':::,:''F0 ;,":': '::{~: DOHINlUH.' IT WI LL BE OPERATED BY AN INCO~POR~TED OWNERS ASSOCIA:r('QN~' >~,' "'~~'<';>;",:,:3 '" ,. ',:':/",': ,''', .~:\", FLAVE-LA COSTA CONDOMINIUM OWNERS ASSOCIATION'!' THE ASSOCIATt.ON JiAS THE:," ~,~(>,:,:;.:".,.\,y ':~:'~~'>':':\:""',RIGHT TO lEVY,' ASSESSMENTS AGAINST YOU FOR MAINTENANCE OF T"E~bH.MQN',·;·>:'~:;i\:;:Jd~'.·;~:;~;;Z>::~ .: ".".":; :,: ,'>,\;,\ AREAS AND OTHER PURPOSES. YOUR CONTROL. 'OF OPERATIONS AND EXPENS~S I S .),~ :~,,>~;.~:';:S:/:t "" , :./" .:;.;·.~.,\,:,::,;~(>LIMITED TO YOUR RIGHT TO VOTE AT MEETI~GS';' .' . .,: '. ,.:~~::. :\-,.~>:'?,~~~_.:;\'~:~~ ::~: ' ;~;: . PR I OR TO SXECUT I ON OF' THE PURCHASE' AGREEMENT' THE DEVELOPER' ',SHOULD 'p~o-,~:L,~';~~;<;:~;'" ~ :::,::.::; ': "". V'IDE' YOU WITH A COpy, OF THE ARTICLES OF INCORPORATION AND RESTRI.CTIONS I':: :.:,:~::~;,.,/;~:,'.::.;:<, . ';AND,BY('eLAWS:' THESE DOCUMENTS CONTAI'N NUMEROUS MATERIAL PROVI SIONS THAT''':'::~;f;',',i;r:~:,::'>r'', . SUBSTANTIALLY AFFECT AND CONTROL YOUR RIGHTS, PRIVILEGES.,U'SE,·OBLIGAT10N$, ~;'iY~·~:~/~i.:':'~:· ..... AND COSTS OF MA,NTENANCE AND OPERATION';J YOU SHOULD READ AND UNDERSTAND ,> '~';~'~i~;:·.:·:;:::i'( ,"·THESE'DOCUMENTS BEFORE YOU OBLIGATE YOURSELF TO PURCHASE, A LOT ,OR UNlr{;·:::,'~::~:~:~;;:'·.\!;· ; :>'>~"':"":' " : ' . ,.; '.' ':, .: :,:.>.<,:~'.<.:.,: ·/.:~:.~~~1i!~~{;fi:! ':'::t~',:>~:;·::-INTERESTS TO BE CONVEYED: Youwi11 ,.r:~ceive fee title to aspecifi.e~funit together:",;;hi\.:'/·; .:.::; .. ~~i~·,~'::.:~ <. with: an undivided fractional fe~ interest as a tenant in comlJlon in thecollJll6n.a·rea:~:;;Ai.;'~!;j<2 .. :' I'/~~\'"~ .:-':'. ~C)~~ther with a memberShip , in F,a~e-La CostaCondomin ~ urn A~~o~:ia~.i ~?;·:,an~ .. r,i ~~t,~ :'~~:S;~;iStf:ZF :;",;.;: :::A;;:N::: 1 ::;a. I n t~e' City of c~r 1 sbard. "":.' "'. /,\:,,; tf~~11@~~i !i~{1,!:i~~,~~~r,.:' :;:,,:'APproximatelY 0.77 acres on which 2 bui Idings containing 2Z':u!1its,~:anQ' 44·ga)~ages:J;'·:'·.if~~;>~;r;::; . '}';,;: .", ' .. wilJ be constructed, together w;th common .faci 1 itfes c:onsistill9 of:,swimm'ift~LpooE~:i}<A,:.:~~{j;:;',:· (""'1 :~' ... , '::.'. w,~i ch 11 kewi sa wi 11 be constructed. :,' . ""', , ..... :' ~,::, L::,D:;,~:'~:'~>:"·~';:"J.:~Y;.;;~:}~;' ; ,:'-,:J ::, MANAGEMENT'AND OPERATION; The Flave-LaCO~ta CondominiumOWflers Association:lrlh.i,ch:.:i:~'/:T,~ '; ': ,>,,;~ .~. you .m\Jst J0i'" manages an~ opera1;es 'the common are~(s) in actordance.'wi~hthe .[{est~:~.C~~?~.~:l: ',,:>.:' ':".", t i,ons, Art! c 1 es qf ,ncorporat iop and tne By-Lcn~s .• '.!'" " " ",.-.,..,: .. ;' ., '.;' .. '>'" ." '<.:,: ;:~ :,:,;'·'I.j:'&f:;~~':' ~i!1I~:~,;,f\;:1<~' "ii; ';: "ii~~< ~':dL; ~ ~::,~ .~L ;:-~~.;c::;;<. '. ·~d~.~:;,;:;.:L~~~;t..;i~tli • t· '-', ,- ,:.".\. MAINTENANCE AND OPERATIONAL EXPENSES: According to,the buciget . ·::!t;~~?::~,,':-:" developer the monthly assessment for each unit is ;,\1,',~.: .• ::,·,'::,~,~,.,~_f,;,:",;,~,;,~,',:",;:~,',',':,T,:',he, ' s::~::::r O~:;E::' ::5:::;;: , :l ~n:o u::: :~:t;N ;~IALl Y AND EVEN "F '"',, r'r~;' ~:t:~:t~ , ; c,.0. .' :~" ACCURATELY ESTIMATED TEND TO INCREASE SUBSTANTIALLY WITH PRI C~ ,:,INCREASES '.~:';~);;;:;X;~>,j~f~;t~: '" ,AND THE INCREASED AGE OF THE FACILITIES'''' ,.,:(,;t~,-':i'-\.:,:::;,i~:';;':"1.!:,:.;~r,-"~:~fi' , • ..,: -.' '.' ~:::;:'r",::, '::';:,~,<:~ ~,,;?~~~~:r>::i~~~!if:1t~: , i)"~"~ EASEMENTS:': InformatIon as shown on the tItle report and the subdIvisIon 'map,:,No •. ~;.::;n;\;';:':~b~ :(:,~;~~.'!:,~~:,':'7456 in the Office of the San Diego County Recorder, October 17,1972~ Fi1e:',).~:;o'~~;',~:~'<ii,~~·r~~0·~~t<, 279001, and Condomf n fum P Ian recorded March 30, 1973, Fi 1 e No •. 73':'083658.:<:".'(:~·~;:iT;!,:~;:'::-l:;':"·'i 'i'.SY~", , '-, , ",_.;' :",; '.t ": ~,,;;-_.-'";'~;~"~:~:~/~~'~'".~~" '''\~ ~:. _~:'., '" . RESTRICTIONS: This subdivision is subject to restrictions recorded",in t~e Office~:::f;)':~~'\~:';~;Y :::\::;,~;:f~:';,:::'<:' of. the San :Diego. C,?unty Recorder, June ~t: 1968, Fi Ie 92491; re-recorded" J~ly·>l,. '-l9~~~,~'~;i:'~~:; :<~;'::;,:,~" ~:;',::_. File 110666; modified March,26, 1969, Fde 52717, and January 10, J972, ,fl1e·S680-;"',.:,'~~~;~.'~';,~~,i~'-";:'~""~:"':-<"; and recorded March 30, 1973, File 73-083658, which include nu~erous pr.ovisioris:~~h,~t;-.';::~;;,l~;~i:' ", " " ff t d 1 h f th t ' .,...", ,. , r' """' ",,1' ",';};: :-::::" ~ a, ec an contro t e use 0 e proper y. " . ". ,,:,,:~,:, ,,:'~">::;",;o.J:;<:;~r,,~~~,'i?{ r;';:"~:'t::~'~"'; .~~;,. ~. __ '. '" . ' J:~ :~_ .~ -._~.n' .. ~rJ':'~';$., ":~~l'~:;:t;~J.l'.: ~',\");.~:~';:~~< . TAX ESTIMATES: I f the subdivider is unab Ie to give you the current 't~x ·info~matlon~,::::~,"~;$;·Jr .:',,.,::t,:':,,.:"' 'you may approximate your taxes as follows.:. ,",""" :-:"i',;,:;::y:,~,.,~,>}\,:,::':~1~~~·"-:>.C~:,· '"-.t: f:4i1,~~~:.:'-:. ,1,) . . ' ~'. ' . . ~. ~~:~ i' ~., " ~:".~ \~I·~~~·~;:~[ .. l~:I;~~:;;:1~r· :;;'~;~;<','~~'.;.,,~.::~'.~:. TAKE 25% OF THE SALES PRICE, DIVIDE BY 100; AND THEN MULTIPLY BY rHE·TOTAL.):,o.;';(:~-it~t~;, ","';;;':",'-:,""::';i\.-:TAX RATE~: THE TAX RATE FOR THE 1972-73 FISCAL YEAR IS $11.094./·'·;THE,TAX,:,,,1;n:~~;Y.::;~·::,,::\::,.;-\~, ':~.::>;.i~:~"::; .:~!~):.:,j RATE AND ASSESSED VALUATION MAY CHANGE IN SUBSEQUENT YEARS~" :' FOR EXAHPLE.<::.J::{J~~::.::~\::'~,;~: ;',,'-:::~(:',: :1.:: :':;:(' , :ANY'"BONDED DEBT OR SPECIAL DISTRICT ASSESSMENT APPROVED AFTER, THe:, ~BOVE;: ,:'~,~~tl}~I,;:j:;F~;;/"i;~n' '::';~~;:i)?:)-::,:);' .JAX RATE Kl\D BEEN SET COOLD INCREASE,THE FUTURE,RATE~; '. ,';' .<,:', \!':'~,'~~:/f;~!~1~~i:~tti~- :ri,:~,'::-::,:." PURCHASE MONEY HANDLING: The subdivider must impound all funds received,from'you;.,:;~l?~~;,':::;::: ;, .~;:{:;/:,;;-, .':. in" an escrow depos,j tory unt i1 1 ega 1 tit J e is de livered to you.. (Ref}; Sect i on~ ': ,;)';~!.::::o;::::>,,;~.<,;: ",.-,"i;,:<:;:,,", -' '110,;13, '11 0 13.2 (a) ," Bus i ness and Profess ions Code.), , "... '.. ,.: '.' '", .. :~;:,l';.i,<,.::, .. __ :'f::,:;.{·,ii;~~.~,~,Jf,~,'.:";.:.f~ ... '~,-.. f,/t::.~,i,t:"";_~,~~,:,,,~,~~,, :}j1~K~jf";:"~~;~::L'CONDITIONS; An engineering report has been fi1~d WhiCh' indicates ~on i.$·~~6-~:;:~~~,~{j'·;~:· ;,,:':;':!~',~;, "'" .. pansive, and t nc luded in the report are certa in recol1lTlendations re lat j've to:f~t;';lig~:~,:,~Y~tr~!.;· £:.\<;:~~~:~:':~;;"'~': :alld,.slabs. Subdivider has certified that he wil1 comply with ~he:;'recOl1lT\endat.io'O,s~:,0.ti( """~>;'~~ :';'f~c:::;>'.>~r~'· the en,gi neer, that the purchasers I funds wi 11 be impounded in escrow" ,~nd ,that nQ:'Jit~i;:, :~" 'l'"~!*"'~''l!~\'t~~'':''--iA' • • d. . , .' " .. '~ -'~",;:, .. ···.t·~··'.-:.r,...1t,.~·,01\·,,~· .. ·.~,,:,~,;:;.::\i,::i.;:yescrows WIll, close untfl recolllTlen atlons have been completed. '" '~;.\"·:··:;;:·:'·:""V·"J~~0;;:::Y't::€~'?,:;';i~,t ': .tOJ .. _,!. FIRE' PROTECTION: Fire protection furnished by Rancho La PUBL,(C TRANSPORTATION: Not avai lab,te. " " , " 'i , ' " ',;:' .' 0: ""'~"~"'''BM/bsd' ,::;,":' -2.'and last ,.. FILE'NO" 33034 .. ,."""",",\"C"",f " • , ~ • ,,,!' _. " .' '. \ • 1 • ,'_ :' .,.t... . ~ . ."'. '~'.> -'.." "', , ,-' ;{' :', ,,' . ,. " : -. ' , . ," . .. .' , ~ " . ~ ~ ~' <' •• ,~. _\ v , • , • ~ ~ ~ '; " j , , ' • • t • • :':". ,. , • ~' ,r' ~ " • , I i ;~ '.~ . ,~' %: .~ " , ~. : " -, .,: '"' '1.'· ", ,- ,. j • .;. , ,- . . . ,. ; ,': , .~: '. '; ';",.,',;.'.;":,:::,~,.";~,,,, ' '. ~ : . -~ ':' -, ,~ :, _...... • • '~.' "y-: , ,I' , ,-': . .;' -," .. ~_!;,;nr~m1wJh~'""If:::~1ImI'lm+\W"Dr'lt!"~;pl~rn':~"'t'ifii,~~l'r;~u'J':;""m,'r~..!£\!)~"'l"'·wH"'fn\~~~'I"'~"lJim:mv.t'~'~)P">:11~~l'.hf"·r .. ., ...... rfH'~"n\:.ll'I,~~~\'"t"n~~~.~"n'!~'~_M~_ .......... tr~tq;~h1~~im:Fi~:rlti:i'!;:mmt:~:~ 'JU1I:a~:I:lH.m'l~~!_,~·:~::m.": .. !!':~~lti ... n.I!lt· , .~. 1."·'-............ 'rt1YW~11 r' .~ .. , , .. i~ __ '" "'".-. • 'I' ," '. ~,~ . ~" ,-':/ . _ ,; v. -~ ••• -'-~ .•. --, •