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Home My WebLink AboutAsGradedRoughGradingInterimChannel(Jul.25,2006)AS-GRADED REPORT OF ROUGH GRADING FOR INTERIM CHANNEL, TRACT 29639-2 HARVESTON, CITY OF TEMECULA, CALIFORNIA Prepared For: Lennar Communities 391 N. Main Street, Suite 301 Corona, California 92880 Project No. 110231-028 July 25, 2006 e Leighton and Associates, inc. A IEIGHTON GROUP COMPANY LJ , ~ ' ' ' , ' LJ ' 1 ' , • ~ Leighton and ~ssociates, Inc. A LEIGtiTON GROUP COPAPANY July 25, 2006 To: Lennar Communities 391 N. Main Street, Suite 301 Corona, Califomia 92880 Attention: Mr. Kevin Lynch Project No. 110231-028 Subject: As-graded Report of Rough Grading for Arroyo fill, Tract 29639-2, Harveston, City of Temecula, California In accordance with your request and authorization, Leighton and Associates, Ina (Leighton) has been providing geotechnical observation and testing services during rough grading operations of the interim channel Arroyo fill of Tract 29639-2, located in the City of Temecula, California (See Figure 1). The accompanying as-graded report summarizes our observations, field and laboratory test results and the geotechnical conditions encountered during the rough-grading of interim channel Arroyo fill. If you have any questions regarding this report, please do not hesitate to contact this office, we appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, QROFessio~ y ~P~gIN(3q~,7 c~ ~ W < No. 67160 Ar an Singanay am, RC ~b 3° ~ Project Engineer a~,, cry~~~ ' AS/RFR/sUew/dlm 110231-028/finallas-grdiptanoyo fi11,29639-2 ' Distribution: (4) Addressee (1 Unbound) L_ 1 Robert F. Riha, CEG1921 (Exp 2/29/08) Vice President/Principal Geologist Z 41715 Enterprise Cirde N., Suite 103 ^ Temecula, CA 92590-5661 951.296.0530 ^ Fax 951.296.0534 ^ www.leightongeo.com ' ' in TABLE OF CONTENTS 110231-028 ~uy zs, 2ooa .~9e ' 1.0 INTRODUCTION ...............................................................................................................1 2.0 SUMMARY OF ROUGH-GRADING OPERATIONS ...................................................................2 ' 2.1 Site Preparation and Removals .................................................................................2 ' 2.2 2.3 2.4 2.5 Feld DensityTestang ...............................................................................................2 Expansion Tesdng of Soils .......................................................................................2 Laboratory Testing ..................................................................................................2 Flil Piacement .........................................................................................................3 2.6 Canyon Subdrains ...................................................................................................3 ' 3.0 ENGINEERING GEOLOGIC SUMMARY .................................................................................4 ~ 3.1 3.2 3.3 As-Graded Geologic Conditions .................................................................................4 Geologic Units ........................................................................................................4 Geologic Structure and Faulting ................................................................................4 , 3.4 3.5 Landslides and SurBcial Failures ................................................................................4 Groundwater ..........................................................................................................4 ' 4.0 CONCLUSIONS .................................................................................................................6 4.1 General ................................................................................................................. , 5.0 4.2 Summary of Conclusions .......................................................................................... 6 RECOMMENDATIONS ........................................................................................................8 ' S.1 Earthwork ..............................................................................................................8 5.1.1 Excavations .......................................................................................................8 , 5.1.2 Backfill, RII Placement and Compacaon ................................................................8 5.2 Preliminary Foundation and Structure Design Considerations ....................................... & 53 Foundation Setback from Slopes ...............................................................................9 ' S.4 Structure Seismic Design Parameters ........................................................................9 5.5 Corrosion ..............................................................................................................9 5.6 Lateral Earth Pressures and Retaining Wall Design Considerations ................................9 ' S.7 Concrete Flatwork ................................................................................................. li 5.8 Control of Surface Water and Drainage Control ........................................................ il 5.9 Graded Slopes ...................................................................................................... ll , 5.10 Irrigation, landscaping and Lot Maintenance ........................................................12 5.11 Post-Grading Geotechnical Review ........................................................................12 ' S.11.1 Rough-Grade Review .......................................................................................12 - 5.11.2 Construction Review .......................................................................................12 5.11.3 Plans and Specifications ..................................................................................12 , 6.0 LIMITATlONS .................................................................................................................13 ~ ' -i- ~ Leighton 3 Accomqanying Faures, Tables. Plates and Appendices F ures Figure 1- Site Location Map Flgure 2- Retaining Wall Drainage Detail Tables Table 1- Lateral Eartf~ Pressures Plates Plate 1- As-Graded Geotechnical Map Appendices Appendix A - References Appendix B- Summary of Field Density Tests Appendix C- Laboratory Testing Procedures and Test Results Appendix D- Lot Maintenance Guidelines for Owners 110231-028 ]uly 25, 2006 Rear of Text Rear of Text In Pocket ~ Leighton 4 , , ' ' , , ' ' u J ' ~ ,j LJ ' 1 ' , L~ ' 1.0 110231-028 July 25, 2006 An interim channel was created, in accordance with the rough grading configurations (RBF, 2003) within neighborhoods 29 and 30 of Tract 29639-2 (Leighton, 2004). During the recent rough grading the channel was filled with compacted fill soils in accordance with the new desig~ configurations (RBF, 2006). Leighton has prepared this as-graded report summarizing our geotechnical observations, field and laboratory test results and the geotechnical condirions encountered during the recent rough grading of Intericn Channel located within Tract 29639-2. In addition, this report provides geotechnical conclusions and recommendarions for continued development of the site. The referenced 100-scale grading plan for Tract 29639-2 (RBF, 2006) was annotated and utilized as a base map (Plate 1) to plot the encountered geotechnical condirions and the approximate locarions of the field density tests taken during rough grading operations. -i- ~ Leighton ~ 110231-028 July 25, 2006 2.0 SUMMARY OF ROUGH-GRADING OPERATIdNS Rough-gcading to the approved design configuration (RBF, 2006) was conducted by McKenna Conshuction, Inc. during April through September of 2005, under the geotechnical observation and testing services of Leighton, Leighton field technician(s) and geologist were onsite on a fu11- time and as-needed basis, respectively, during grading operations. 2.1 Site Preoaration and Removals Prior to grading, deleterious materials were removed and disposed of offsite. Grading of the channel was accomplished by removal of unsuitable surficial material in accordance with the recommendations of the project geotechnical reports (Appendix A). The removals were completed when competent previously-placed compacted fill was encountered in accordance with the recommendations of the project geotechnical reports (Appendix A) and the geotechnical recommendations made during grading operations. Approximate removal bottom elevations are depicted on the enclosed As-Graded Geotechnical Map (Plate 1). 2.2 Field Densitv Testina Field density testing was performed using the nuclear gauge method (ASTM Test Methods D2922 and D3017). Tested areas appeaz to meet the minimum required 90 percent relative compaction with near optimum moisture content. Areas that tested less than the required 90 percent relative compaction, were reworked, moisture conditioned as necessary and compacted until the minimum 90 percent was obtained. The results of the field density tests aze summarized in Appendix B. The approximate locarions of the field density tests aze depicted on the enclosed As-Graded Geotechnical Map (Piatel). 2.3 Exnansion Testing of Soils Expansion index testing performed throughout the course of grading indicates that very low to medium expansive soils exist on site at various depths and locarions. Expansion index tesring was performed in general accordance with American Society for Testing and Materials (ASTM) Test Method D4829 or UBC Standard 18-2. Additional testing should be performed based on specific site development and future.precise grading plans. A brief siunmary of test proccdures and results of tests performed dwing the rough grading aze presented in Appendix C. 2.4 Laboratorv Testing Laboratory compaction characteristics (maximutn dry density and optimum moisture), expansion index, and soluble sulfate tests of representative onsite soils were performed ~ -2- Leighton ~ , ~ , ' ' , 11 .~ ' ' ' ' , , 1 ~ , ' ' 110231-028 July 25, 2006 during the course of rough-grading. The test results and a brief description of the laboratory testing grocedures are presented in Appendix C. 2.5 Fill Placement Fill materiais were derived from previously placed stockpile located generally east of the channe( fill, near Ynez Road. Fill materials consisting of the soil rypes listed in Appendix C were placed in thin lifts processed and moisture conditioned to near optimum moisture content, and compacted in place to a minimum of 90 percent of the laboratory derived maximum density (ASTM D1557). Fill placement and compaction was accomplished with the use of heavy earthwork equipment. 2.6 Canyon Subdrains Canyon subdrains were constructed during previous grading (Leighton, 2004). During current grading, no additional subdrain was placed. ~ -3- Leighton ~ ' 110231-028 luly 25, 2006 ~ 3.0 ENGINEERING GEOLOGIC SUMMARY ' 3.1 As-Graded Geoloaic Conditions ' The as-graded conditions encountered during grading of the channel grading were essentially as anticipated. A suinmary of the geologic condidons, including geologic units, geologic struchue and faulting is presented below. , 3.2 Geoloaic Units ' The geologic unit observeNencountered during grading of the channel consisted of Artificial Fill (Afl that was placed during recent grading (this report) and previous grading (Leighton, 2004). Late Pleistocene aged Pauba formation is reported to exist underneath the previously , placed compacted fill (Leighton, 2004), but was not encountered during the recent grading. Locally derived artificial fill soils generally consisted of olive gray to olive brown silty sand ' to locally slightly clayey silty sand and sandy silt to lean clay. Artificial fill soils were placed under the observation and field density testing by L,eighton representadves during this phase of grading. After moisture conditioning and thorough mixing, the artificial fill soils were ' placed in relatively thin lifts and compacted utilizing heavy duty wnstruction equipment. , 3.3 Geologic Structure and Faultina Based on ow geologic observations during site previous grading (Leighton, 2004), the Pauba ' Formation was massive with localized bedding, which was generally flat lying. No faulting or indicarions of acrive fauiting was anticipated nor observed within the channel during previous rough-grading operations. The nearest "wned" active fault as discussed in the project ' supplemental geotechnical invesrigation report by I.eighton (Leighton, 2003a) is the Temecula Segment of the Elsinore Fault Zone located approximately 1.4 miles (2.61an) to the southwest. , 3.4 Landslides and Su~cial Failures Based on our review of the project geotechnical reports (Appendix A) and our geologic ~ observarions during the course of grading operarions, there were no indications of landslides or other significant surficial failures within the gaded area. It should be noted that unplanted or unprotected slopes are subject to erosion and subsequent surficial instability. ' 3.5 Groundwater ~ Groundwater was not encountered during recent grading. Canyon subdrains are located within and beneath the recent fills which were constructed during previous grading , (Leighton, 2004). However, unforeseen conditions may occur after the completion of grading ~ ' -4- Leighton 1 - ~ , , ' , ' ' , ' ' ' ' ' ' ' ' 1 ' ~ 110231-028 ]uly 25, 2006 and establishment of site irrigation and landscaping. Perched groundwater may accumulate at layers of differing permeability or at bedrock/fill contacts. If these condirions shouid occur, the owner should take steps to mitigate any resulting seepage. Presendy, the majority of the subject site drains generally towazds the south. Any surface runoff will tend to collect at low points until such time that the proposed design drainage facilities are constructed. If water is allowed to pond in these areas for any length of time the subgrade in these areas may become saturated and additional grading recommendations may be required to mitigate this condition. We recommend that the project erosion control program be designed and implemented as soon as possible to limit the potential of erosion damage or adverse effects to compacted-fiil. -5- ~ Leighton \ 1 , ' 4.1 Generai ' ' ~ , ' , ' ' , 4A CONCLUSIONS 110231-028 July 25, 2006 The grading of the interim channel was performed in general accordance with the project geotechnical reports and geotechnical recommendarions made during the course of rough- grading. It is our professional opinion that the rough graded channel site and neighborhood 29 and 30 (Leighton, 2004) are suitable for their intended commercial purpose provided the recommendations included herein and in the project geotechnical reports (Appendix A) are incorporated into the design and construction of the commercial structures and associated improvements. 4.2 Summary of Conclusions • Geotechnical conditions encountered during grading of the interim channel were generally as anticipated. • Excavations were made to dense, moist (near optimum moisture content), previously placed Artificial Fill. • Laboratory testing of soils encountered during the course of grading indicates site soils to possess a very low to very medium expansion potential and have a negligible concentration of soluble sulfate. Some expansive soil related distress to flatwork should be anticipated. Laboratory test results aze explained and contained in Appendix C. • Testing for minimum resistivity, chloride concentrates, and pH was not conducted during the course of rough grading. A corrosion engineer should be contacted in regazd to determining the potential for corrosion if conosion sensitive buried improvements are to be installed. ' • The potential for ground-surface rupture on the site due to a seismic event is considered to be low; however, as in most of southern California, strong ground shaking should be anticipated during the life of the structures. The standazd design of structures to meet the , seismic design requirements of the Uniform Building Code (iJBC), Seismic Zone 4 will be required. ' ~ ' , • Where tested, fill material placed during grading of the interim channel was placed at a minimum of 90 percent relative compaction (based on our geotechnical recommendations), near the optimum moisture content. Field testing of compaction was performed by the nuclear gauge method (ASTM Test Methods D2922 and D3017). -6- ~ Leighton \O iiozsi-o2e )uly 25, 2006 • Foundations should be designed and constructed in accordance with Leighton's recommendations herein, the requirements of the City of Temecula and the applicable sections of the 1997 UBC or most recently adopted building code. • Due to the relatively dense nature of the bedrock (Pauba Formation) materials that underlie the subject site, the density of compacted fills, as well as the lack of permanent shallow groundwater, the potential for liquefaction on the site is considered very low. -7- ~ Leighton ~` , , ' S.1 ~arthwork 5.0 RECOMMENDATION 110231-028 July 25, 2006 We anricipate that future earthwork at the site will consist of additional rough-grading, ' foundation installation, trench excavarion and backfill, retaining wall backfill and construction of street sections. We recommend that any additional earthwork on the site be ' performed in accordance with the reference reports, the following recommendations, and the City of Temecula grading requirements. ' S.1.1 ExCavations -- Temporary excavations with vertical sides, such as utility trenches, should remain stable to depths of 4 feet or less for the period required to construct the utility. However, in accordance with OSHA requirements, excavations greater ' than 4 feet in depth should be shored, or laid-back to inclinations of 1:1 (horizontal to vertical), if workers are to enter such excavations. ' 5.1.2 B~ckfill, Fill Placement and Com a~on -- All backfill or fiil soils should be brought to at least optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory masimum dry , density (ASTM Test Method D1557). The optimum lift thickness required to produce uniform compaction wiil depend on the type, size and condirion of compaction equipment used. In general, the onsite soils should be placed in lifts , not exceeding 8 inches in compacted thickness. ' S.2 Preliminary Foundation and Structure Design Considerations It is Leighton's understanding that the subject site and its neighborhoods will be fwther , developed for commercial use. Specific foundation and structural design recommendarions should be determined based upon future development plans, site specific soil conditions and estimated settlement values. The following general geotechnical recommendations may , be utilized for preliminary planning purposes: Foundation footings may be preliminarily designed with the following pazameters: , Allowable Bearing Capacity: 2000 psf at a minimum depth of embedment of 12 inches, plus an additional 250 psf per 6 inches of ' additional emhedment to a malcimum of 4,000 psf. (per 1997 UBC, capacities may be increased by 1/3 for short-term loading condirions, i.e., wind, seismic) ' Sliding Coefficient: 0.35 Setttement Potential: Total: 1 Inch ' Differential: 1 Inch in 40 Feet ~ ~ -8- ~v ' Leighton ' , , ~ lJ ' ' 5.3 Foundation Setback from Slopes 110231-028 July 25, 2006 We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining and decorative walls, building footings, etc.). This distance is measured from the outside bottom edge of the footing horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2, where H is the slope height (in feet). The setback should not be less than 7 feet and need not be geater than 10 feet. Please note that the soils within the structural setback azea possess poor lateral stability and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. The potential for distress to such improvements may be mitigated by providing a deepened footing or a pier and grade-beam foundation system to support the improvement. The deepened footing should meet the setback as described above. Modifications of slope inclinations near foundations may reduce the setback and should be reviewed by the design team prior to completion of design or imptementation. ' S.4 Structure Seismic Desian Parameters Skuctures should be designed as required by provisions of the Uniform Building Code ' (UBC) for Seismic Zone 4 or most recently adopted building code and state-of-the-art seismic design pazameters of the Structural Engineers Association of Califomia. This site is located with UBC Seismic Zone 4. Seismic design pazameters in accordance with the ~ 1997 UBC aze presented below. Please refer to the Supplemental Geotechnical Inves6gation (Leighton, 2003a, Appendix A) for additional information. ' , ~ ~ , ' ' ' Seismic Source Type = B Neaz Source Factor, N, = 13 Near Source Factor, N~ =1.6 Soil Profile Type = Sp Horizontal Peak Ground Acceleration = 0.7g (10% probability of exceedance in 50 years) 5.5 Corrosion A corrosion engineer should be contacted in order to determine the potential for conosion if corrosion-sensitive buried improvements are planned. 5.6 Lateral Earth Pressures and Retainina Wall Desian Considerations The recommended equivalent fluid weights for very low to low expansive site soil (expansion index less than 51) and level or sloping backfill aze presented on Table i(reaz of text}. ~ -9- Leighton 1,3 , ' , ' ' , ' ' , ' ' , ' ~ , l J' , ' 110231-028 July 25, 2006 Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full sheaz strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at resY' conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. The equivalent fluid weights of Table 1 assume very low to low expansive, free-draining conditions. If conditions other than those assumed above are anticipated, equivalent fluid weights should be provided on a case by case basis by the geotechnical engineer. Surcharge loading effects from adjacent structures should be evaluated by the structural engineer. All retaining wall structures should be provided with appropriate drainage and waterproofing. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Figure 2. Lateral passive pressures may be determined using the values provided in Table 1. In wmbining the total lateral resistance, the passive pressure should be reduced by 50 percent. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration, including wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be a minimum of three times the depth of the elements to allow full development of these passive pressures. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overtuming and sliding. Foundations for retaining walls in competent formational soils or properly compacted fili should be embedded at least 18 inches below the lowest adjacent finish grade. At this depth, an allowable bearing capacity of 2,250 psf may be utilized. The bearing capacity may be increased by 250 psf for each additional six inches of e~nbedment to a maacimum of 4,000 psf. Wall backcut excavarions less than 5 feet in height can be made near vertical. For backcuts greater than 5 feet in height, the backcut should be flattened to a gradient not steeper than 1:1 (horizontal to vertical). Backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). Backfill should extend horizontally to a minimum distance equal to one-half the wall height behind the walls. The walls should be constructed and backfilled as soon as possible after backcut excavation. Prolonged exposure of backcut slopes may result in some localized slope instability. ~ -10- Leighton ,~ ' 1 , ' ' ' ' ' ' ' ' , , 110231-028 July 25, 2006 5J Concrete Flatwork The reinforcement of driveways, sidewalks, or other concrete flatwork may reduce the potential for excessive cracking or differenrial movement. Welded wire mesh (WWM) reinforcement (6" by 6", no. 10 by no. 10) or No. 3 rebars at 24 inches on center (each way) are suggested along with keeping sub-grade soil at or above optimum moisture content prioc to placing concrete. Some expansive soil related distress should be anricipated. Addiuonal exterior slab details aze suggested in the American Concrete Institute (ACp guidelines. 5.8 Control of Surface Water and Drainage Control Positive drainage of surFace water away from structures is very important. No water should be allowed to pond adjacent to buildings. Positive drainage may be accomplished by providing drainage away from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and fiuther maintained by a swale on drainage path at a gradient of at least 1 percent. Where limited by 5-foot side yazds, drainage should be directed away from foundations for a minimum of 3 feet and into a collector swale or pipe system. Where necessary, drainage paths may be shortened by use of area drains and collector pipes and/or paved swales. Eave gutters also help reduce water infiltration into the subgrade soils if the downspouts aze properly connected to appropriate outlets, Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters should not be designed adjacent to buildings uniess provisions for drainage, such as catch basins and pipe drains, aze made. No ponding of water from any source (including irrigation) should be pernutted onsite as moisture infiltration may increase the potential for moisture-related distress. Experience has shown that even with these controls for surface drainage, a shallow perched ground water or subsurface water condition can and may develop in areas where no such condition previousiy existed. This is particular(y true where a substantial increase in surface water infiltration resulting from site irrigation occurs. Mitigation of these conditions should be performed under the recommendations of the geotechnical consultant on a case-by-case basis. ' S.9 Graded Slones It is recommended that all slopes be planted with drought-tolerant, ground wver vegetation ' as soon as practical to protect against erosion by reducing runoff velocity. Deep-rooted vegetation should also be established to provide resistance to surficial slumping. Oversteepening of existing slopes should be avoided during fine grading and construction. ' Retaining structures to support graded slopes should be designed with structural considerations and appropriate soil pazameters provided in Section 5.6. ~ • , ~ -11- Leighton 1 ~~ ' 110231-028 ]uly 25, 2006 ' S.1p Irriaation. Landscaoina and Lot Maintenance , Site irrigation should be controlled at ali 6mes. We recommend that only the minimum amount of irrigation necessary to maintain plant vigor be utilized. For irrigation of trees 1 and shrubs, a dzip irrigation system should be considered. We recommend that where possible, ]andscaping consist primarily of drought-tolerant vegetation. A landscape consultant should be contacted for proper plant selection. For large graded slopes adjacent ' to open space areas, we recommend na6ve plant species be ufilized and that irrigation be uHlized only until plants are well established. At that time, irrigation could be significantly reduced. ' Recommendations for the maintenance of slopes and property aze included in Appendix D for your review and distribution to future owners and/or owner's associations. ' 5.11 Pg~t-Gradina Geotechnical RPView ' S.11.1 Rouah-Grade Review -- Leighton should be provided the opportunity to review rough-grading plans to determine areas of needed remedial earthwork. This work may include removal of recompaction of alluvium and undocumented fill soils as ~ well as the overexcavation of shallow filis or transition cut to fill azeas. ~ 5.11.2 Cpnstruction Review -- Canstruction observation and testing should be performed by the geotechnical consultant during future excavarions, utility trench backfilling and foundarion or retaining wall construcrion at the site. Additionally, ' footing excavations should be observed and moisture determination tests of subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. ~ 5.11.3 Plans and Snecifications The geotechnical engineer should review foundation plans to evaluate if the recommendations herein have been incorporated. ' Foundation design plans and specifications should be reviewed by the geotechnical consultant prior to excavation or installation of residential development. ' ~ -12- ~6 Leighton 110231-028 Jufy 25, 2006 6.0 The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observarions of the contractor's work. Although the observations did not reveal obvious deficiencies or deviarions from project specifications, we do not guazantee the contractor's work, nor do our services relieve the contractor or his subcontractor's work, nor do our services relieve the contractor or his subcontractors of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. This report was prepared for Lennaz Communities, based on their needs, directions, and requirements at the time. This report is not authorized for use by, and is not to be relied upon by any party except, Lennaz Communities, with whom I.eighton contracted for the work. Use of or reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance on this Report constitutes an agreement to defend and indemnify Leighton & Associates from and against any liability which may arise as a result of such use or re(iance, regardless of any fault, negligence, or strict liability of Leighton and Associates. ~ 13- Leighton ~~ Base Map: The Thomas Guide Digital Edition Inland Empire 2004, Not To Scale Harveston,Arroyo Fill, Tract Project No. ~ 29639-2, $ITE LOCATION 110231-028 Temecula, California ~ate Riverside County, Califomia MAP JuN 2006 Fgure No.1 l6 '•~ SUBDRAIN OPTIONS AND BACKFILL WHEN NATlVE MA7ERIAL HAS EXF'ANSION INDIX OF S50 ' , ' , ' , OVIION 1: PIPE SURROUNDm W ItH QASS 2 PERMEABIE MATER(AL W [TH PROPER SURFA~ DRAIIJAGE SLOPE OR IEVEL ir NATIVE WA'fERPfl00FlNG I (SEE GENERAL NQlES) W EEP HIXE (SEE NOTE S) , . IEVELOR SIDPE 12' MINPtUM CLASS 2 PERMEABLE FIL7ER MATERIAL (SEE GRADA770N) -~ 4INf}i DIAMETER PERFORA7ED DIPE (SEE NOTE 3) OPT70N 2: GRAVEL WRAPPED IN FILTER FABRIC W ITH PROpER SURFA~ ORAIIiAGE . SIDPE OR IfYEL ~r , NAT7VE WATERPROOFING '.: (SEE GENERAI NQfES) -~ W EEP HOIE (SEE NOTE 5) , ,. LEVEL OR SIAPE flass 2 Filter Pertneable Material Gradatlon ' Per Caltrans Specifications Sieve S~ze Pe*~nt Paaina_ 1^ lOQ 3/q^ 90-100 ' 3/8" 4o-100 ' No.4 zs-`w . ryo, g 18-33 No.30 5-IS ~ ' No.50 0-~ No.200 0-3 FLLTE0. FABRIC (SEE NOIE 4) 12" MINP7UM ~H m IYa PlO15~ GM~£L w11PPGED W FIlTE0. FABNC ' GENERAI NOTES: ~ ` Waterproofirn,7 should be provided where moisture nuisance problem thiough the wall is undesirable. ' Water p~ng of [he wa1Ls is not under purview of the geotechNcal engi~mer '' All drains should have a gradient of i pe¢ent minimum 'Outlet pottlon of ihe stibdrain should have a 4-inch diameter sdid pipe discharged into a witabie disposai area designed by the pfojec[ englneer. The subdrain pipe should be accessble for maintenance (rodding) ~*O[her subdrain backfill opdons are subject to the review by the geotechniol engineer and modification of desig~ parameters. Notes 1) Sand should have a sand equivalent of 30 or 9reater and may be densified by waFer jetting. 2) 1 Cu. ft. per ft. of 1/4- to 1 1/2anch size gravel wrapped in filter fabric 3) ~ipe typ'e Shaild be A§TM D1527 Acrylonitrile Butadtene Sryrene (A85) SDR35 or ASIM p1785 Pdyvinyl Chlaide pl~tic (PVC), Schedule 40, Armrn A2000 PVC, ot approved equivatent. Pipe should be inAalled with perforddons down. Pedora[ions should be 3/8 inch In dlamet8r~placCd at the ends of a 120-degree arc in two rows at 3-irxh on center (staggered) 4) ARer fabric should be Mirafi 140NC or approred equivalen[. 5) Weephole should be 3-inch minimum diameter and provided at 10-foot matimum intervals. If e~sure is permitted, weephd~ shouid be located 12 inches above finished grade. If exposure is not permitted such as fora wall adjacent b a sidewaffc/cuib, a pipe under the ' sidewalk W be discharged through the curb face or equivalent should be provided. For a basernent-type wall, a pmper subd2in outie[ system shouid be provided. 6) Retalning watl plans should 6e reviewed and approved by the geotediniol engineer. ~ 7) Walls over six feet in height are subject to a specfal review by [he geotechnical engineer and modifiotions bo the above requirements. RETAINING WALL BACKFILL AND SUBDRAIN DETAIL FOR WALLS 6 FEEf OR LESS IN HQGHT WHEN NATIVE MATERIAL HAS IXPANSION INDIX OF <50 G ~ ' ' , l] ~ ~ ' ' 1 ' ' ' ' ' ' 110231-028 ]uly 25, 2006 TABLE 1 Equivalent Fluid Weightsl Equivalent Fluid Weight (pc~ Conditions Level Backf'illZ 2:1 Slope Backf'ill Active 45 67 At-Rest 65 95 Passive3 300 125 (Sloping Down) ~Assumes drained condirion (See Figure 2) zAssumes a level condition belrind and in front of wall foundation of project. 3Maacimum passive pressure = 2000 psf, level conditions. ' ~ ~ , , 1 ' 110231-028 ~ury zs, zooe APPENDDCA References Leighton and Associates, 2001a, Supplemental Geotechnical Investigarion and Geotechnical Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639, Harveston, Temecula, California, LDOI-OSSGR, Project No. 110231-003, dated August 15, 2001. Leighton and Associates, 2001b, Supplemental Geotechnical Investigation And Geotechnical Review of Interim Arroyo Mass Grading Plan, Tentative Tract No. 29639, Harveston, Temecula, California, LDOI-058GR Project Number 110231- 004, dated December 10, 2001. Leighton and Associates, 2003a, Supplemental Geotechnical Investigation and Geotechnical ' Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639 - Phase 2, Harveston, Temecula, Califomia, Project No. 110231-017, dated January 17, 2003. , Leighton and Associates, 2003b, As-Graded Report of Mass Grading Harveston, Tract 29639-1, City of Temecula, California, Project No. 110231-006, dated February 5, ' 2003. Leighton and Associates, 2003c, Revised Slope Design Review, Tract 29639 Phase 2, Harveston, ' Temecula, California, Project No. 110231-023, dated October 28, 2003. Leighton and Associates, 2004a, Existing Subdrain to be Outletted and Protected, Tract No. ' 29639 - Phase 2, Harveston, City of Temecula, Riverside County, California, Project No. 110231-025, dated January 29, 2004. t i,eighton and Associates, 2004b, As-Graded Report of Mass Grading for Tract 29639-2, Neighborhoods 29 and 3Q Service Commerical, Harveston, City of Temecula, Califomia, Project No. 110231-023, dated June 30, 2004. ' Naval Facilities Engineering Command, 1986a, Soil mechanics design manual 7.01, Change 1: U.S. Navy, September 1986. Naval Facilities Engineering Command, 19866, Foundations and earth structures, design manual 7.02, Changes 1: U.S. Navy, September 1986. RBF Consutting, 2003, Harveston Mass Grading Tract No. 29639 - Phase 2, revised on October 21, 2Q03, Sheet 3. RBF Consulting, 2006, Harveston Mass Grading, Tract No. 29639 - Phase 2, Sheet 3 of 10, 100- Scale, Received March 16, 2006. ~ A-1 Leighton 2.1 110231-028 luly 25, 2006 APPENDD(B Exalanation of Summary of Field Densitv Tests A: Retest of previously failing compaction test. B: Second retest of previously failing compaction test. Compaction tests taken during rough grading (some tests reported are outside the limits of this as-graded report) of site unless indicated by: FG: Compaction tests taken on rough finish grade. SF: Compaction tests taken on slope face. Test Location: Indicated by lot number. Test Method: Compaction test by Nuclear Gauge (ASTM 2922) unless indicated by S: Sand Cone Method (ASTM 1556). Test Elevation: Approximate elevation above mean sea level. a-i yZ ~~ , r ' ' ' ~ ~ ~ d a oe 00 p F ~ ~ av ^ ~ ~ ~ a ~O L 7 y b ~ W C u 3~ ~~ h C Q ~ Qw d ~ v°~F .- 4yr ~ F ~ W I~ a q O T+ A ra .. ~w FO M V F A ayi G Fz O O O .+ O N O O O M n1 .. -. M N M N M <+1 O~ O~ T O~ O~ 01 rn rn O~ O~ O~ O~ rn o~ O~ Q~ O~ O~ T rn O~ v1 vt Vl N V1 vl vl v1 vt h V1 h V1 v~ Vl v1 ~ v1 vt v) vl O O O O O O O O O O O O O O O O O O o0 0o O N ~O ~D oo V ~G N O~ Vt oo ~D O~ a0 l~ rn lO oo .+ 00 O N N O~ O~ N O~ O O~ O T T O G O~ oG 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0~., v, o ~ ~ ~ ~ ~ ~ ~ ~ ~ h ~ h ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ^ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ a oo vi .. r~ n ~.-, ~o a o 00 0o a v rn .., o a a o tn f`l N M C N ~ t~1 M M ~D oC \D M vi vi ~C ~G a0 O~ ., .. .. ., ., ~ ., .. ~ .. ., .. .. .» .. .. ~ ., ., .. ~ t~ ~t~ t~ t~ c~ ~ t~ t~ n t~ ~ r ~ ~ t~ t~ t~ t~ ~ .. ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . ~D h O ~--~ O~ N V~ ~n vi h O V O v~ N N ~n [~ O ~O O ~n ~a ~ ~ ~a ~ r c~ c~ ~ ~ ~ oo r r oo ~ ~ rn o0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0~~~ o 0 0 W ~1 ~.1 Q a a a a a a a a a a a a a a a a a a w w w d w d d~ w w w w w w w~ w w w w w z z z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ r r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ O O O O O O O O O O O O O O O O O O O O O ~ ~ ,~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~~~~~~~~~~~~~~~~~~~~ v, v, ~n v, v, v, v, ~n ~, ~n ~n ~, v, v~ v, v, v, ~, 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 o O b b b b b b b n n r r r r r n n n n N N N N N N N N N N N N N N N N N N N N N v v v v v v v v v a v v v v v v v v ~n vi ~n .--~ N M 7 ~n ~O h o0 O~ O .-. .-fV. .-M. .-7. ~n `O ~ oo O~ N N ~ w O ~ n a a ~ ~ W H 0 N~ 3 ~WUQ Z ~2~~ ~ c y O EE~R ~ ~ O Z Z J m m m C O ~O ~O m a`a`a`~ ~ ~ 8 d a °~ c e o p A ~ ~ W~'U ~ .' = a, ~O « wq /-~ FTI ~ u J~ ~ ~~ y tl Q b Q ~ dp O T ~ f~ w H ~ w ~ Y ~ a 0 F a VQ I~ N H`o en N FA ~+ Hz a ¢ M M M M z w z w o O o 0 a x x a M N t~l M ~/1 Vt N M h N h M N M Vl N 7 crl T O~ O~ O~ O~ ?~ T O~ O~ T W T W O~ O~ O~ O~ O~ O~ Q~ Q~ ~n ~n v~ ~n v~ o 0 0 0 0 0 0 0 0 0 0 0~n ~n o 0 00 0 0 0 0 00 00 00 00 od ~ ^ ~ ~ ~ ~ ^ o o ~ ~ M ~O o0 l~ O ~Y M v1 O~ .-~ O~ ~O N tn vl O~ N O 1~ O~ ~D O~ O O O Q~ O~ T O~ oo O ~ ~ ~ .. .y ...i ... .-. .-. .-i ..-i ... ~n o 0 0 0 0 0 0 0 0 ~n ~n ~n ~n v, ~n ~n o o v, v, l~ 00 00 oG o0 N N N N Pl o0 00 00 00 0o OC 0o v~ vi oC o0 ~-~i .-~i ..N+ .~r N ~ .-Mi ~ ~ .-Mi ../Vi .Nr .-Ni .N-~ .~r .~-~ .-~i .N-~ .~-~ .-Ni .~-~ ti M O N o0 R ~O .~ c0 rt O M ~O vt 7 ~D M Q~ O ~ 00 O oG oo O~ oo ~C vi Vi G O M oo O~ O~ oo Oi ~n h ~D O~ N N N N N O N .y ...i ...~ .-.i .+ ..-i .-w ... .y ... .-. .~-~ ~-. .-. .-. ... .-. ... ti .-~ ..-i '. ~ ~ ~ ~ o0 00 00 00 00 00 00 0o W ao 0o ao 1~ l~ o0 00 O O O O O O O O O C O O O O O O O O O O O ~O M a0 O vl N O M o0 ~O Q~ O~ V~ V 7 N O~ N ~O 00 h O~ W 01 W t~ o0 00 0o ao W o0 00 00 O~ O~ o0 00 00 0o Oi O O O O O O O O O O O O O O O O O O O O O W W A A A A A A A w w w w w w w a a a a a a a a a a a a a a 0 0 0 0 0 0 0 ., ~, ~, a ~ ~, ~, ~ ~, ~ ~ ~ ~ ~ z z z z z z z w w w w w v. w w w w w w w w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ c"i ~i ~i c"i ~i ~~ ~~ ~~i v cwi ~ ~~ ~ ~ ~ ~ ~ ~, ~, v, ~, ~, ~n ~n ~, ~, ~, ~, ~, ~, ~, ~, v, ~, ~, ~, v, ~, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ N N N N N M M M M M M ~ \ c\1 V 7 'V~ a d' d' V h h h VI N h H h h Yl h h H h h Vl h V1 h h h ¢' d N r1 C v~ ~D [~ 00 O~ O .-. 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O ~ c~ a 6b w DO O~ M 00 ~--~ M ~I' ~O O ~ ~ N N cn M m ~t l~ 0 f-0 C ~ U ~ ~ ~ :a p P1 0 ~ ~ U ~ a ~ ~ '~ ~ b ~ 4 Y Q O~ z ~ ~ F b 0 U ou ~ Rp~ C ~ '~ O O ~ ~ rn .°; ~ 0 ~ m w N (.1 3~ ' , , , ' APPENDIX D Lot Maintenance Guidelines for Owners 110231-028 July 25, 2006 Development areas, in general, and hillside lots, in particulaz, need maintenance to continue to function and retain their value. Many owners aze unawaze of this and allow deteriorarion of the property. It is important to familiarize owners with some guidelines for maintenance of their properties and make them aware of the importance of maintenance. , Some governing agencies require hillside properry developers to utilize specific methods of engineering and construction to protect those investing in improved Home Sites or constructed homes. For example, the developer may be required to grade the property in such a manner that ' rainwater will be drained away from the building/lots and to plant slopes so that erosion will be minimized. They may also be required to install permanent drains. ' However, once the site is purchased, it is the buyer's responsibility to maintain these safety features by observing a prudent progam of the property care and maintenance. Failure to make regulaz inspecfion and maintenance of drainage devices and sloping azeas may cause severe financial loss. ' In addition to their own properiy damage, they may be subject to civil liability for damage occwring to neighboring properties as a result of his negligence. ' The following maintenance guidelines are provided for the protecfion of the owner's investment. a) Caze should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper site ' drainage aze not disturbed. b) In general, roof and yard runoff should be conducted to either the street or storm drain by nonerosive devices such as sidewalks, drainage pipes, ground gutters, and driveways. Drainage ' systems should not be altered without expert consultation. c) All drains should be kept cleaned and unclogged, including gutters and downspouts. Terrace drains or gunite ditches should be kept free of debris to allow proper drainage. During heavy ' rain periods, performance of the drainage system should be inspected. Problems, such as gullying and ponding, if observed, should be corrected as soon as possible. ' d) Any leakage from pools, water lines, etc. or bypassing of drains should be repaired as soon as practical. ' e) Animal burrows should be eliminated since they may cause diversion of surface runoff, promote accelerated erosion, and even trigger shallow soil flowage. , ~ Slopes should not be altered without expert consultation. Whenever a significant topographic modificarion of the site or slope, is desired a qualified geotechnical consultant should be contacted. ' ' D-1 3z' ' , 110231-028 July 25, 2006 ' g) If the owner plans to modify cut or natural slopes aze proposed, an engineering geologist ' should be consulted. Any oversteepening may result in a need for expensive retaining devices. Undercutting of a to~of-slope would reduce the safety factor of the slope and should not be undertaken without expert consultation. , h) If unusual cracking, settling or earth slippage occurs on the property, the owner should consult a qualified soil engineer or an engineering geologist immediately. ' i) The most common causes of slope erosion and shallow slope failures aze as follows: • Crross neglect of the caze and maintenance of the slopes and drainage devices. , • Inadequate and/or improper planfing. (Barren azeas should be replanted as soon as ibl ) poss e. • Excessive or insufficient irrigation or diversion of runoff over the slope. , j) Hillside properiy owners should not let conditions on their property create a problem for their neighbors. Cooperation with neighbors could prevent problems, promote slope stability, adequate drainage, proper maintenance, and also increase the aestheric attractiveness of the ' communiry. k) Owner's should be aware of the chemical wmposirion of impoded soils, soil amendments, and ' fertilizers to be utilized for landscaping purposes. Some soils, soil amendments and fertilizer can leach soluble sulfates, increasing soluble sulfate wncentrarions to moderate or severe concentrations, negatively affecting the performance of concrete improvements, including , foundarions and flatwork. ' ' , ' ' , ' I o-2 ~