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Home My WebLink AboutCT 01-05; CALAVERA HILLS VILLAGE W; INTERIM REPORT OF ROUGH (MASS) GRADING PHASE 1; 2004-05-04SENT BY GEOSOILS, INC.; 7609310915, MAY-604 34M PAGE 2 4 - - Zr ' . 0 Geotechnical GOologic Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 4385 : FAX (760) 931 0915 M ay' 4,2004 - I WO 4254-B-SC Brookfield Home5 12865 Pointe Dal Mar, Suite 200 Del Mar, California 91014 1 Attention Mr Dale Gleed and Ms Dee Gallegos Subject Interim Report of Rough (Mass) Grading, Phase , Lots :1 "through 9, Lots 94 through 102, and Lot 114, Calavera Hills,JI, Village W, City of Carlsbad, San Diego County, California Pit References I"California Building Coda, California Code of Regulations," fltfe24, Part 2 Volume 2, Adopted November 1, 2002, by the California Building' Commission - . 2. Updaté of Geotechnical Report, Calavera Hills, Village W, 1,S rriia? W 0 2750-A SC, dated October 22, 1999, by GeoSolls, Inc. - 3 "Uniform Building Code," 1997 edition, by lnternabonal Confetonce of Building Officials Dear Mr Gleed and Ms Gallegos In accordance with your request and authorization, GeoSolls, liic. (Si) Is rèsentIng this interim report of rough grading Grading and processing of ongipal ground within the subject lots was observed and selectively tested by a representave of GSI during the earthwork phase of development for the subject property. The'.Icope of our äMces .•. V.. includes geotechnical observations during site grading, field density flnd laboratory testing, and preparation of this summary letter. T At he work performed to date is in general conformance with the recommendations contained In our referenced report (GSl, 1999), and with the gradin Ordlnäncé of the V V V of Carlsbad, California Field testing indicates that fills placed uner the purview of this report have bean compacted to a minimum 90 percent relative copactlon Laboratory testing performed to date Indicates that the subject lots have very low expansion Potential Index [El] less than 20), in accordnce with Table 18-I-B of the Uniform Building Code ([UBC], international Conference of Building Officials [ICBO], 1997) Testing also indicates that sulfate exposure Is negUglbl&lar Lots 1 through 9, 94 through 99, and 114, in accordance with Table 19-A-4 of the U$C (ICBO, 1997) The sulfate exposure is moderate for Lots 100, 101, and 102, in accord 'ice with Table 1 9-A-4 of the UBC (lCBO, 1997) Based on our review of the as-buI site conditions, the foundation categories for the subject lots are either '1," per Table 1 of Reference No 2, SENT BY: GEOSOI.LS,INC.; 7609310l5; MAY-6-04 3:50PM; -. PAGE 3 using conventional foundation design and construction, or l ,"erTabIó 2': of Reference No. 2 using post-tension slab design and construbtion. General site development criteria is attached in the Appendix. A final compa$tion; report of rough grading and improvements construction, including observations id testing resutts for rough grading, utilities, and driveway/parking areas, and final *)undation design is forthcoming. ..'-. The conclusions and recommendations presented herein are profesonaJ opinions. These opinions have been derived in accordance with current standards of pn,cti,ce and no warranty is expressed or implied. Standards of practice are subjecito thangé with time. GSI assumes no responsibility or liability for work, testing, or recommendations performed or provided by others, their inaction, or work performed without thebnfit of geotechnical - observation and testing services by GSI The opportunity to be of service is greatly appreciated If you have nyuqstiàns, please do not hesitate to contact any of the undersigned. - VV, Ne ResPectfuIiY.subm/°O\\ * 1.1 Robe<n rsm David W..Sk Engineering Geolog4 Civil Erigineør, RCE RGC/DWS/JPF/jk - 4 - Attachment Appendix - Development Criteria Distribution (4) Addressee Brookfield Homes. Village W, Calavera Hills II F11e:e:\wp9\4200\4254bir02 CeoSoils, Inc. SENT BY GE0S0ILS,INC , 760B310915, MAY 6 04 3 5OPM, PAGE 4 - t - .. .. . .- .. . APPENDIX DEVELOPMENT CRITERIA AN - Slope Deformation Compacted fill slopes designed using customary factors of safet for gross or surticial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlemedt in .comb!nation with differential. lateral 'movement . in the out-of-slope diredtion, alter grading. This post-construction movement occurs In two forms: slope creep, ari lateral fill. extension (LFE). Slope creep is caused by alternate wetting and drying of th4 -`~-.&66rthr6ughout lil soils which results in slow downslope movement. This type of movement is expected the life of the slope, and is anticipated to potentially affect improvemeits or structures (i.e.;: separations and/or cracking), placed near the top-of-slope, up to ajnaXlmurn distance of approximately 15 feet from the top-of-slope, depending on th s!ope height.... This :.- movement generally results in rotation and differential settlement of lfrrovements located within the creep zone LIFE occurs due to deep wetting from irrlation and rainfall on slopes comprised of expansive materials. Although some movemer hould.béxpêcted, long-term movement from this source may be minimized, but not 4flmlnated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content It is generally not practical to attempt to eliminate the effects of either slope creep or LFE Suitable mitigative measures to reduce the potential of lateral deformItlon typically include . setback of imrovements from the slope faces (per the 1997 UC and/or. California Building Code), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations All of these measures as recommended for design of structures and improvements The ramifications of the above cOnditions, and recommendations for mitigation, should be provided to each homeowner nd/or any homeowners association Slope Maintenance and Planting . Water has, been shown to weaken the inherent strength of. all Oath materials. Slope- . -. stability is significantly reduced by overly wet conditions Positive sUrface drainage away from slopes should be maintained and only the amount of Irrtgationnecessary to sustain plant life should be provided for planted slopes Over-watering should be avoided as itcan adversely affect site improvements, and cause perched groundwater req r n conditions Graded slopes constructed utilizing onsite materials would be erosive Eipded dab may be minimized and surficial slope stability enhanced by establishing and riaintaining a suitable vegetation cover soon after construction es Compaction to the face ofIl slop would tend MI 0 to minimize short-term erosion until vegetation Is established Plants selected for landscaping should be light weight, deep rooted types that uirp little water and are capable of surviving the prevailing climate Jute-type matting o othrfibrous covers may - • ad in allowing the establishment ofa sparse plant cover. Utilizig ottierthañ those - - com!nefld0d above will Increase the potential for perched water; sining; mOld, etc., to develop A rodent control program to prevent burrowing shoiAd be Implemented GeoSoils, Inc. I- SENT BY:'GEOSOILS, INC.; -•. - 76031015; I MAY-6-04 3:1PM;,, PAGES. V I. Mat •- . . . . . .. . 1_ Irrigation of natural (ungraded) slope areas is generally riot reorrdd. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to each homeowner. Over-steepening of slopes shou be avoided during building construction activities and landscaping Dralnaoe Adequate lot surface drainage is a very important factor in redudingthe likelihood of adverse performance of foundations, hard scape, and slopes. Surfadráinagshould:be sufficient to prevent ponding of water anywhere on a lot, and especlagy near structuri and tops of slopes, Lot surface drainage should be carefully taken intoconsiJerátion fine grading, landscaping, and building construction Therefore, carl should be taken that future landscaping or construction activities do not create adversêdrainage conditions - Positive site drainage within lots and common areas should be pródedand maintained kg - at all times. Drainage should not flow uncontrolled down any desndiñg slope. Water should be directed-away from foundations and not allowed to ponand/or seep into the ground. In general, the area within 5 feet around a structure should,slope away from the' structure. We recommend that unpaved lawn and landscape aMasMave.a minimum 3 gradient of 1 percent sloping away from structures, and whenéveipbssible,shôuld be above adjacent paved areas Consideration should be given to avdlding-ponstruction of planters adjacent to structures (buildings, pools, spas, etc) Paddralnage should be directed toward the street or other approved area(s) AIthough not a geotechnical requirement roof gutters, down spouts, or other appropriate meats may be utilized to control roof drainage. Down spouts, or drainage devices should outt$1! minImum of 5 feet • from structures or into a subsurface drainage system.: Areas of seepge may develop due to irrigation or heavy rainfall, and Should be anticipated. Minimizin irrigation wiil lessen - - this potential: If areas of seepage develop, recommendatIons .forinlrnlzhg this effect. could be provided upon request Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading Onsite earth materials have a moderate to high erosion potential Conslderatlofl should be given to providing hay bales and silt fences for the temporary control of 8'. water, from a Mp geotechnical viewpoint LandscaDe Maintenance Only the amount of irngation necessary to sustain plant life siould be provided Over-watering the.landscape areas will adversely affect proposed sit+ improvements. We would recommend that any proposed operibottom planters a4acent to proposed •: structures, be eliminated for,a minimum-distance of 10 feet.- As ar alternative, dosed- :-hottorn type-planters could be utilized. An outlet placed in the botton of the planter, could be installed to direct drainage away from structures or any extenor oncrete Ilatwork If planters are constructed adjacent to structures, the sides and bottom the planter should Brookfield Homes Appendix File e\wp9\4200\4254b 1rn2 Page 2 GeoSoUs, Inc. - - - GJIUULYTt IiJ%JI4L th&sthils adjacent /CóoIIector pipes óWflspoUts and àcntasting:' igatibn, poor uld perched.. idwater conditions ion can be provided )ols, spas, etc.) are - - Date fth an I: SENT BY:,GEOSOILS, INC.; 760g310g15, MAY '6 04 3 SIPM, PAGE 6/16 AW be provided with a moisture barrier to prevent penetratlorof i tiflwátr into the subgrade. Provisions should be made to drain the excess irrigation vater from the planters without saturating the subgrade below or adjacent to the planters4 iraded slope areas should be planted with drought resistant vegetation. Consideration $hàüld be given to the type of vegetation chosen and their potential effect upon surface imovenents (i e, some trees will have an effect on concrete flatwork with their extensive rot systems) From a leaching is not recommended for estabtishlglandscaping. If the geotechnical standpoint surface soils are processed for the purpose of adding amend mnts, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed In the drainage section, the installatloflof;qu should be considered to collect roof water that may otherwise inflltr to the structures. If utilized, the downspouts should be drained mu or non-erosive devices that will carry the water away from the hots gutters are not a requirement; however, from a geotechnical vii positive drainage is incorporated into project design (as discussed Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site develqpment provided that the recommendations contained in this report are incorporated Ifito.iIhaI design and construction and that prudent surface and subsurface drainage prac into the construction plans. Perched groundwater conditions— oñ€ permeabilities may not be precluded from occurring in the future due drainage conditions, or damaged utilities, and should be anticipal groundwater conditions develop, this office could assess-the affecte the appropriate recommendations to mitigate the observed. groi Groundwater conditions may change with the introduction of irrigE factors. Site Improvements Recommendations for exterior concrete flatwork design and constru upon request. If in the future, any additional improvements (e.g., planned for the site, recommendations concerning the geological or of design and construction of said improvements could be provide office should be notified in advance of any fill placement, grading backfilling after rough grading has been completed. This iflclUd trench, and retaining wall backfills. 1 Brookfield Homes FII:e:wp942D4254b.iro2 GeoSoils, Inc. - :.•&I caving or slouh1ng - :0r ,excavating the be necessary and our, representatives 2 percent. above minimum relative emative for shallow SENT BY: GEOSOILS, INC.; Tile Flooring 7609310915; MAY-6 Tile flooring can crack, reflecting cracks in the concrete slab below. cracks in a conventional slab may not be significant. Therefore consider additional steel reinforcement for concrete slabiong1 placed. The tile installer should consider installation methods cracking of the tile such as slipsheets. S1ipsheéts or a vinyl crac (approved by the Tile Council of America/Ceramic Tile lnstitut between tile and concrete slabs on grade. Additional Grading ie.tile,.although small thesigner should ie whretlle will be -' hat reduce possible lSolatipr membrane This office should be notified in advance of any fill placement, supp entairegrading of the site, or trench backfilling after rough grading has been c etéd This Includes completion of grading in the street and parking areas and utility tre4ch and retaining wall backflhis . .: Eotlng Trench Excavation All footing excavations should be observed by a representative of tIs firm sulsequent to - trenching and nor to concrete form and reinforcement placement The purpose of the observations.is to verify that the excavations are made into the !4crnrTnded bearing material and to the minimum widths and depths recommended for4onstructton If loose or compressible materials are exposed within the tooting excavatiol!, a deeper footing or removal and recompaction of the subgrade materials would be recorñrnendedatthattim Footing trench spoil and any excess soils generated from utility trenexcavabons should ... - be compacted to a minimum relative compaction of 90 percent, if riot removed from the site Trenching Considering the nature of the onsite soils, it should be anticlpated:thi could be a factor in subsurface excavations and trenching. Shod trench walls at the angle of repose (typically 25 to 45 degrees) rn should be anticipated. All excavations should be observed by one and minimally conform to CAL-OSHA and local safety codes; Utility Trench Backfll! 1. All interior utility trench backfill should be brought to at le optimum moisture content and then compacted to obtain compaction of 90 percent of the laboratory standard. As an (12-inch to 18-inch) under-slab trenches, sand having a san 30 or greater may be utilized and jetted or flooded Into place.... and testing should be provided to verify the desired results Brookfield Homes FI1e:e:wp9\42O0\4254b.1ro2 Page GeoSoils, Inc. thés beneath .• 4- k- -• . SENT BY GE00ILS, INC , 7609310915, MAY 6 043 S3PPJ .:; it $ - - dl 'bëlC to, and within areas exteri2. Exterior trenches adjacent from the outside bottom edge of the footirg, andaIl projected hardscape features and in slopes, should be compacted to$ l ii the laboratory standard Sand backfill, unless excavated frc$m tl¼ not be used in these backfill areas Compaction testing an4 obs with should be accomplished to verify the desired probing, . . caLsa should conform to CAL-OSHA and loq. All trench excavations . . .. 3 beams, orfootinsShl 4 Utilities crossing grade beams perimeter below the fthoting or grade beam utilizing a naraeneu cui1uuau. through the footing or grade beam in accordance with therë63 structural engineer ....................... SUMMARY OF RECOMMENDATIONS REGARiNG GEOTECHNICAL OBSERVATION AND TESTIG':T -We recommend that observation and/or testing be performed by..,GSI following construction stages *. ..IV During grading/recertification . . During significant excavation (i e, higher than 4 feet) During placement of subdrajns, toe drains, or other subdraa9e placing fill and backfill After excavation of building footings, retaining wall footings, lid frc ... .. +k ri rnnnt elf reinforcing steel or conc 1OUUE1b, )Jl II L II I • • • ... Prior to pouring any slabs or flatwork, after presoaking/preatüratj pads and other flatwork subgrade, before the pIacemefltOOOflcrC steel, capillary break (i e ,sand, pea-gravel, etc), or vapor IrlerS etc.). .. . ..• - . .: During retaining wall subdrain installation, prior to backfilIpCifrle S • . ' During placement of backfill for area drain, intenor p1umbifl9, utllit) and retaining wall backfill - During slope construction/repair. ?.•. . . . . • . :• • • .. ( When any unusual soil conditions are encountered durig- an operations, subsequent to the issuance of this report Brookfield Homes Ri e \wp9\4200\4254b 1r02 -. GeoSo Us, Inc. s prior 4. •• . . 'S. . j ........ ding walls SENT BY 4 GEOSOILS, INC , 7609310915, MAY 6 04 3 53PM, PAGE 9/10 ,J. 70 V' :. - - . '. - . . . . - •:-c.,. . When any developer or homeowner improvements, such as MEN latfork, spas, pools, walls, etc., are constructed. . . ••. . . . ...... ...' - . A report of geotechnical observation and testing 'shouid be provided at the " conclusion of each of the above stages, in order .toprovi4O'ñse and clear documentation of site work and/or to comply with code reqlrements wl OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer architect, landscape architect, wall designer, etc, should review the recommendatlia prpvtded herein, incorporate those recommendations into all their respective puns, and by explicit reference, make this report part of their project plans In order o mitigate potential OEM distress, the foundation and/or improvement's designer should coifirrnto GSI and the governing agency, in writing, that' the proposed foundations and/ox improvements can tolerate the amount of differential settlement and/or expansion chareriscs and design' criteria specified herein I PLAN REVIEW Any additional project plans should be reviewed by this office prior t4constriction, so that construction is in accordance with the conclusions and recommendations of this report Based on our review, supplemental recommendations and furtherotechnical studies may be warranted 4 LIMITATIONS The materials encountered on the project site and utilized for-our'naIysis are believed representative of the area; however, soil and bedrock 'materials vary fri character between excavation, and., natural outcrops orconditions exposed.,during mass gradinq Site - conditions may vary due to seasonal changes or other factors Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions These opinions have been derived in accordance with current standards of pract1c4, arid no warranty Is expressed or implied Standards of practice are subject to change wiltitime GSI assumes no responsibility or liability for work or testing performed :by- óthers or their inaction; work performed when GSI' i not requested 'to be'.. onstte,.to 'evaluate it. our recommendations have been properly implemented Use of this iport constitutes an agreement and consent by the user to all the limitations outlihed abOve, notwithstandIng any other agreements that may be In place In addition, this repott may be subject to review by the controlling authorities a Brookfield Homes Appendix 1 File e \wp9\42004254b 1ro2 Page 6 - GeoSoils, Inc. MAY-6-04 3 54PM, , PAGE 11/16 LIM - I= Ai SENT BY: GE00ILS, INC.; 7609310915; TABLE 2 • • fl • 1 <20 Very Low <0.10 2 <20 Very Low <0.10 3 <20 Very. Low <0.10 4 <20 Very Low <0.10 5 <20 Very Low <0.10 6 <20 Very Low <0.10 7 <20 Very Low <0.10 8 <20 Very Low <0.10 9 <20 Very Low <0.10 10 <20 Very Low <0.10 .11 <20 Very Low <0.10 12 <20 Very Low <0.10 13 <20 Very Low - <0.10 14 <20 Very Low <0.10 15 <20 Very Low <0.10 16 <20 Very Low <0.10 17 <20 Very Low <0.10 18 <20 Very Low <0.10 19 <20 Very low <0.10 20 <20 Very low <0.10 Negligible I orl(P1) - Negligible 35- lerl(PT) Negligible t . 3-4.... I er l(PI) Negligible l(P1) Negligible , _ 3-4 I or Negligible 34 Icr (P1) Negligible 3-4 I or Negligible V 3.7 I or i() . V Negligible 4-10 I or i1) Negligible 3.6 I or l(P1) Negligible j45 .. tar i(PT) Negligible 8. I or i(PT) Negligible. -:.. I or.I(P,).. . Negligible I ' I or I(P1) -- . Negligible i Ii or i(P1) p2-29 -- Negligible 522 1cr l(Fl) Negligible -24 ii or l(P1) . . . 11 Or l(PT) Negligible Negligible -18 Iorl(PT) Negligible b.23.:.: 21 <20 Very low <0.10 - Negligible tws I or i(PT) 22 . <20 Very low <0.10 Negligible .. .1 or l(P1) 23 <20 Very. low <010 Negligible 6-17 Ii or iØ'T) 24 <20 Very low <0 10 Negligible i3.8 lot I(IT) 25 <20 Very low • <0.10 . Negligible 26 • <20 Very low <0.10 Negligible • 13.4 • . ..lcrl(P1) I 27 <20 Very low <010 Negligible .3.4 - ioI(PT) 28 . <20 Very low <0.10 • Negligible - 13j5 29 <20 Very low <0.10 Negligible 36 . . iori(FT). - Wi - 92 -20 Very Low <010 Negligible 3-4 Icr I(PTI 93 94 - <20 Very Low c 0.10 Negligible 3-4 I or l(PT) <20 - - Very Low - <0.10 Negilgible 95 <20 Very Low <010 Negligible 3-5 iori(P1)..f 96 <20 Very Low <0 10 - Negligible 3-5 I or I(PT) 1 97 <20 Very Low <0 10 Negligible 3.4 I or l(P1) IT 98 <20 - Very Lo'v, - <0 10 NegligIble 3-4 I or I(P1) <20 - Very Low <0.10 Negligible - - . ..--. '34-y' ,.• ..:: .IorI(PI)': ... ..,...,.. . 100 <20 .Very Low ' - 012 Moderate -' .lorl(P1)" , !. . 101 <20 Very Low 0.12 Moderate . 3-4:•. .: 1 o l(P1) - <20. —Very Low _O.i2 Moderate 3-4_. lorI(P1) . 103 <20 Very Low 0.12 'Moderate 3.4 I or l(F1) 104 '... .. <20 Very Low-- 0.12 . Moderate 34 . I or 1(n).' 105 •. <20 Very Low 0.12 Moderate I- 3-4 I or l(PT) 106 -' <20 Very low 0.12. - —t Moderate I orl(Pi) 107' . <20 Very Low 0.12 Moderate -.5'.. I or I(P1) 108 <20 Very Low 0.12 Moderate -.'. -., .• I or l(PT) 109 <20 Very LOW <0.10 Negligible., ;t. .ccIP1) 110 <20 . Very Low <0.10 Negligible. -10 . ..:lorl(PT)• <20- Very Low <OlD Negligible -12 . Iorl(PT) 112 <20 - Very Low <0.10 Negligible . .7-u1 l.orI(PI) - 113 ,. <() -. Very Low • .< DiD Negligible ii.. l.or I(PT) 1114 ' ' <20" Very Low- '<0.1O Negligible . 38 lrl(P1Y f 115: <20 Very LOW <0.10..' Negligible- . .iorl(PT) (tocreaction lot) . <20 . . Vary Low <0.10 Negligible, b-2S.: llorI(PT) (recreation lot) Per Table 13-I-B of the Uniform Building Code (1997 ed.) . . . ... 121 Per Table 19-A-4of the Uniform Building Code (1997ed.) .. Foundations should be constructed In accordance with recommendations for the specific geelO1ed above and presented in the text ot this report (PT recommendations) and Table 3. . .- - - : 7609310g15, MAY 6 O4 3 56P;ç PAGE 14/16 : :... . . ,•' S. 1 A. .5 ; c ,. : - U- .c a- U rIL( u.. jU a 4 LL ILL S fm ID ca 10 ih IL IV WU) àh vàh S. 1-ci CPJ Cg ci - 0 13 • .,. in at - MI — , OS. 0. a ! . S S. = - . S . SENTBV,: GEOSOILS, INC.; .. .7609310915I MAY-6-Q4. 'S. 5. 5 555 - - .2 .: ••. U ig- 055. ' S. S - S IS. .S5S• .5 5.5 -S S S _5_.• - -. SENT BY GEOSOILS, INC , 7609310g15, MAY6 04 3 57PM, PAGE 1618 Nil and the recommendations of a structural or civil engineerqua1lfied in PT slab design Alternatives to PTI methodology may be used if equlvWerit systems can be proposed which accommodate the angular distortions, expan*Jon parameters, and settlements noted for this project If alternatives to PTI ai sugested by the designer or structural consultant, consideration should begiven foraddltional review by a qualified structural PT designer. Soil related parameters for PT—slab design, are presented on the following j. - CATEGORY I (P1)* ATEGORY II (PT) Perimeter Footing Embedment* 12 inches 12 lnches** Allowable Bearing Value 1, 000 psf*** 1,000 pst : Modules ofsubgrade reaction 100 psilinch .75 PSI/inCh Coefficient of Friction . . . 035 • . O.35 '.. Passive Pressure •- . . . 225 pcI 22&66f, SoilSucbon(Pt) 36 36 Depth to Constant Soil Suction 5 feet 5 feet Vm Thorrithwaite Moisture -20.0 -200 e, Edge 2.5 •'2.7 , em Center 5 0 5 ' Y,edge . ... . n .. ' ..... ... . .- .... Ym Center Minimum Slab Thickness 5 inches . 5 inChes * Foundation design using the spanability method may also be used for Categry I c0nd11i6ns ** Lab data indicates E.1- 0-50 for this site *** Bearing for slab on grade only bearing value for interior or perimeter beams sPuld be in accordance With parameters provided for conventional continuous and isolated spread ¶ootlnØs 7 Provided the recommendations contained in this report are iriorporated into final design and construction phase of development, a majority ('50 percent) of the anticipated foundation settlement is expected to occur diring construction Maximum total settlement is not expected to exceed approximtely 11/2 inches and should occur below the heaviest loaded columns Differential settlement Is not anticipated to exceed % 01 an inch between similar elemen1 In a 40-foot span Designers of PT slabs should review the parameters provided for PT slabs, and compare using a span distance of 5 feet using a modules of sibgrade reaction of 125 psi in their evaluation - 8. In accordance with guidelines presented in the UBC, improvemntsand/or footings, . should maintain a horizontal distance, X, between any adjacent descending slope face and the bottom outer edge of the improvement and/or footing The horizontal distance X, may be calculated by using X = h/3 X should not e less than 7 feet nor need not be greater than 40 feet X may be maintainedby deepening the Calavera Hills ii, LLC _W -O 3459-B14SC Calavera Hills ii Village W: May 5 2004 FiIeewp9\34OO\a459b1wror Pagelo / V V