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Tract Map 29639-1 As Graded Mass Grading
-------- II I I ~ I " - I AS-GRADED REPORT OF MASS GRADING - HARVESTON, TRACT 29639-1, ~ I CITY OF TEMECULA, CALIFORNIA I Volume I of II I I Prepared For: I Lennar Communities 391 N. Main Street, Suite 301 I Corona, California 92880 I ~ - .. - I .- - - February 5, 2003 - I - Project No. 110231-006 , I ~ I ~ I I Leighton and Associates, Inc. . A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 4 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY February 5,2003 Project No. 110231-006 To: Lennar Communities 391 N. Main Street, Suite 301 Corona, California 92880 Attention: Mr. Bill Storm Subject: As-graded Report of Mass Grading for Tract 29639-1, Harveston, City of Temecula, California In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has been providing geotechnical observation and testing services during mass grading operations of the mass graded Lots of Tract 29639-1, located in the City of Temecu1a, Califomia (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 Tract 29639-1. 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, ~ Cameron Roberson, RCE 5 Project Engineer RFR/CER/dlm II 0231-oo61finaVas-grd rpt tract 29639-1 Distribution: (6) Addressee (1) Lennar Communities; Attention: Mr. Ken McMichael (2) Western National Properties: Attention: Mr. Randy Avery 41715 Enterprise Circle N., Suite 103. Temecula, CA 92590.5661 909.296.0530. Fax 909.296.0534. www.leightongeo.ccm \ II I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 TABLE OF CONTENTS Volume I of II Section Pace 1.0 INTRODUCTION ....................................................................... ....... ........... .................1 2.0 SUMMARY OF ROUGH-GRADING OPERATIONS ..............................................................2 2.1 Site Preparation and Removals................................................................................2 2.2 Field Density Testing ..............................................................................................2 2.3 Laboratory Testing .................................................................................................2 2.4 Fill Placement 3 ........................................................................................................ 2.5 Canyon Subdrains .................................................................................................. 3 3.0 ENGINEERING GEOLOGIC SUMMARy............................................................................ 4 3.1 As-Graded Geologic Conditions.................................,.............................................. 4 3.2 Geologic Units........................................................................................................ 4 3.2.1 Artificial Fill (map symbol Af) .......................................................................... 4 3.2.2 Artificial Fill Others (map symbol Afo) .............................................................. 4 3.2.3 Artificial Fill Leighton (map symbol Aflo) ........................................................... 4 3.2.4 Artificial Fill Converse (map symbol Afc) ..........................................................4 3.2.5 Artificial Fill Leighton (map symbol Afl2) ...........................................................5 3.2.6 Quaternary Alluvium (map symbol Qal)".......................................................... 5 3.2.7 Quaternary Alluvium Older (map symbol Qalo) ................................................. 5 3.2.8 Pauba Formation (map symbol Qp) .................................................................5 3.3 Geologic Structure and Faulting...............................................................................5 3.4 Landslides and Surficial Failures ..............................................................................6 3.5 Groundwater................................................................. ................. .......................6 3.6 Expansion Testing of Soils ......................................................................................6 4.0 CONCLUSIONS 7 ............................................................................................................ 4.1 General 7 4.2 summarY'of'coi,a;jsions:::::::::::: :::::: ::: ::: :::: ::::: :::::::::: :::::: ::: ::: ::: :::::::::::: :::::::::: ::::: :::: 7 5.0 RECOMMENDATIONS 9 ................................................................................................... 5.1 Earthwork . 9 ............................................................................................................. 5.1.1 Excavations . 9 ................................................................................................... 5.1.2 Backfill, Fill Placement and Compaction ...;.......................................................9 5.2 Foundation and Structure Design Considerations ...................................................... 9 5.3 Foundation Setback from Slopes ...........................................................................10 - i - c Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I I - 110231-006 February 5, 2003 Table of Contents (cont.) 5.3.1 Structural Setback, Lots 14 through 16..........................................................10 5.4 Structure Seismic Design Parameters.................................................................... 10 5.5 Corrosion 11 5.6 Lateral Earth .Pressl;res.iirid.Retairiing.W~jli. i:iesig;;.Coriside~atioris::::::::::::::::::::::::::: 11 5.7 Concrete Flatwork ....................... ................................................. ............ ........... 12 5.8 Control of Surface Water and Drainage Control...................................................... 12 5.9 Graded Slopes ....................................................................................................13 5.10 Irrigation, Landscaping and Lot Maintenance .........................................................13 5.11 Post-Grading Geotechnical Review........................................................................ 13 5.11.1 Construction Review 13 5.11.2 Plans and Specification's:::::::::::::::::: :::::::: ::::: :::::::::::::::: :::: ::::::::::::::::::::::::::: 13 6.0 UMITATIONS 14 ......................................... ~.................................................................. Accomoanvina Fiaures. Tables. Plates and Aooendices Fiaures Figure 1 - Site Location Map Figure 2 - Cross-Section of 95 Percent Compaction Zone (Lots 14 through 16) Figure 3 - Retaining Wall Drainage Detail Tables Rear of Text Rear of Text Rear of Text Table 1 - Lateral Earth Pressures Rear of Text Plate 1 through 8 - As-Graded Geotechnical Map In Pockets Aooendices Appendix A - References Appendix B - Summary of Field Density Tests Appendix C - Laboratory Testing Procedures and Test Results Appendix D - Lot Maintenance Guidelines for Homeowners TABLE OF CONTENTS Volume II of II Plates Plate 9 through 16 - Density Test Location Map In Pockets - ii . " Leighton and Associates, Inc. 1-- A LEIGHTON GROUP COMPANY I I I I I I I ! I I I I I I I I I I I I 110231-006 February 5, 2003 1.0 INTRODUCTION In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed geotechnical observation and testing services during the latest rough-grading operations of Tract 29639-1. This as-graded report summarizes our geotechnical observations, field and laboratory test results and the geotechnical conditions encountered during the recent rough-grading of the subject sheet graded Lots of Tract 29639-1. In addition, this report provides conclusions and recommendations for the proposed development of the subject tract. The reference 100-scale grading plans for Tract 29639-1 (RBF, 2002a, 2002b) were annotated and utilized as base maps to plot geotechnical conditions and the approximate locations of the field density tests taken during rough-grading operations. In order to clearly depict the recorded as-built geotechnical conditions and approximate locations of field density tests, the referenced 100-scale grading plans were enlarged to I-inch equals 40 feet (40-scale). . - 1 - Leighton and Associates, Inc. ;. A L.EIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 2.0 SUMMARY OF ROUGH-GRADING OPERATIONS Rough-grading to the approved design configuration (RBF, 2002a, 2002b) was conducted by ACI, Inc. in February through September of 2002, under the geotechnical observation and testing services of Leighton. Leighton field technician(s) and geologist were onsite on a full-time and as-needed basis, respectively, during grading operations. Grading involved the complete removal of alluvium and weathered Older Alluvium or Pauba Formation, and the placement of compacted artificial fill to a maximum depth of approximately fifty-three feet to create the design superpads and associated roadways. 2.1 Site Preoaration and Removals Prior to grading, deleterious materials were removed from the areas of proposed development and disposed of offsite. Grading of the subject site was accomplished by removal of unsuitable surficial material in accordance with the recommendations of the project geotechnical reports (Appendix A). The removals were conducted until dense, moist (near optimum moisture content), non-porous, Artificial Fill, Older Alluvium, or Pauba Formation was encountered in accordance with the recommendations of the project geotechnical reports (Appendix A) and the geotechnical recommendations made during grading operations. Older alluvium was determined to be competent when apparently non- porous, and the in-place relative compaction and degree of saturation were greater than 90% and 85%, respectively. Approximate removal bottom elevations are depicted on the enclosed As-Graded Geotechnical Map (Plates 1 through 8). 2.2 Field Density Testina Field density testing was performed using the nuclear gauge method (ASTM Test Methods D2922 and D3017). Tested areas appear to meet the minimum required 90 percent relative compaction (95 percent where required) with optimum moisture content or above. Areas that tested less than the required percent relative compaction, were reworked, moisture conditioned as necessary and compacted until the minimum 90 or 95 percent was obtained. Areas of fill that were deeper then 50 feet were compacted and tested to 95 percent relative compaction below the 50-foot depth. A buttress fill along Lots 14, 15 & 16 was compacted to 95 percent relative compaction. The results of the field density tests are summarized in Appendix B. The approximate locations of the field density tests are depicted on the enclosed As-Graded Geotechnical Map (plates 9 through 16). 2.3 LaboratolV Testina Laboratory compaction characteristics (maximum dry density and optimum moisture), expansion index, and soluble sulfate tests of representative onsite soils were performed during the course of rough-grading. The test results and descriptions of the laboratory test procedures are presented in Appendix C. ~ - 2- Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 2.4 Fill Placement Fill consisting of the soil types listed in Appendix C was placed in thin lifts of approximately eight inches, processed and moisture conditioned to optimum moisture content or above, and compacted in place to a minimum of 90 percent of the laboratory derived maximum density. Areas of fill that were deeper then 50 feet were compacted and tested to 95 percent relative compaction below the 50-foot depth. A 95 percent relative compaction zone (buttress) was constructed in accordance to the recommendations of the reference report (Leighton, 2002) along lots 14 thru 16 in order to increase the seismic stability of the fill slope supeIjacent to the Santa Gertrudis Creek Channel. The buttress was constructed as depicted in Figure 2. A structural setback is recommended as shown on the as-graded geotechnical map. Fill placement and compaction was accomplished with the use of heavy earthwork equipment. 2.5 Canvon Subdrains Canyon subdrains were constructed at the base of canyon alluvial removals per the recommendations of the project geotechnical report (Leighton, 2001 b). The subdrains consisted of perforated PVC pipe encased in approximately 9 cubic feet per lineal foot of %- inch crushed rock, which was in turn encased in Mirafi 140N filter cloth or equivalent. The existing canyon subdrain constructed during the mass-grading of Tract 29286 (Converse, 2000) and the canyon subdrain constructed during the rough-grading of Tracts 29929-1, 29928, and 29928-3 were connected to the current system. The approximate locations of the subdrains are presented on the As-Graded Geotechnical Maps (plates 1 through 8). Canyon subdrains, as constructed, were surveyed by RBF for line and grade. The Subdrains which terminate in Lots 14 and 16 should be outletted to the planned permanent stormdrain system that outlets into the Santa Gertrudis Creek during the rough- grading of these Lots (see Plates 6 and 8). The Subdrain which terminates near the .intersection of Equity Drive and Ynez Road (see Plate 7) should also be outletted into the planned stormdrain system during the rough-grading in that area. ~ - 3- Leighton and Associates, Inc. ~ A LEIGHTON GROUP COMPANY I I I I II I I I I I I I I I I I I I I 110231-006 February 5, 2003 3.0 ENGINEERING GEOLOGIC SUMMARY 3.1 As-Graded Geoloaic Conditions The as-graded conditions encountered during grading of the subject lots were essentially as anticipated. A summary of the geologic conditions, including geologic units, geologic structure and faulting is presented below. 3.2 Geoloaic Units The geologic units observed during grading of the subject lots consisted of Artificial Fill (Af), Artificial Fill Others (Afo), Artificial Fill Leighton (Aflo), Artificial Fill Converse (Afc), Artificial Fill Leighton (Afl2), Quaternary Alluvium (Qal), Quaternary Alluvium Older (Qalo), and the Pauba Formation (Qp), which are discussed below: 3.2.1 Artificial Fill (map !!ymbol AO -- Locally derived artificial fill soils generally consisted of olive gray to olive brown silty sand to locally slightly clayey silty sand. Artificial fill soils were placed under the observation and field density testing by Leighton representatives during this phase of grading. After moisture conditioning and thorough mixing, the artificial fill soils were placed in relatively thin (8-10 inches) lifts and compacted utilizing heavy duty construction equipment. 3.2.2 Artificial Fill Others (map symbol AfQ) -- The artificial fill placed by others was encountered along Margarita Road. This material generally consisted of light brown to brown, dry to moist, medium dense to dense fine to coarse sand. As encountered during grading, the artificial fill was generally moderately dense near the surface, becoming dense with depth. The artificial fill was benched into and reused as compacted fill during grading. 3.2.3 Artificial Fill Leighton (map !!ymboIAflQ) -- The artificial fill was encountered at the terminus of Date Street (Leighton, 2001a). This material generally consisted of brown to dark brown, moist, medium dense to dense silty sand. As encountered during grading, the artificial fill was generally moderately dense near the surface. becoming dense with depth. The artificial fill was benched into and reused as compacted fill during grading. 3.2.4 Artificial Fill Converse (map !!ymbol Afe) -- The artificial fill was encountered in Lots 12 and 22 (Converse, 2000). generally consisted of light brown to dark brown, damp to moist, medium dense to dense silty sand to fine to coarse sand. As encountered during grading, the artificial fill was generally moderately dense near the surface, becoming dense with depth. The artificial fill was benched into and reused as compacted fill during grading. ~ .. -4- Leighton and Associates, Inc. S A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 3.2.5 Artificial Fill Lei9hton (map symbol Afly -- The artificial fill was encountered in Lot 16 and at the intersection of Equity Drive and Ynez Road (Leighton, 1986). This . material generally consisted of brown to dark brown, damp to moist, medium dense to dense silty sand. As encountered during grading, the artificial fill was generally moderately dense near the surface, becoming dense with depth. In lot 16 the previously placed artificial fill associated with the existing commercial center fill slope was benched into and removed in order to make removals of the left in-place alluvium beneath the existing fill slope. The removal of alluvium was not made at the time of original grading due to the change in the standard of practice in evaluating alluvial soils. The existing artificial fill was benched into and reused as compacted fill during grading. 3.2.6 Quaternarv Alluvium (mCllp symbol Qal) -- The Quatemary-aged alluvium encountered generally consisted of dark brown to red brown, dry to moist, loose to medium dense, porous, silty to clayey sand. As encountered during grading, the alluvium was generally loose near the surface, becoming moderately dense with depth and moderately porous throughout. The alluvium was removed and reused as compacted fill during rough-grading. 3.2.7 Quaternary Alluvium Older (mCllp symbol Qalo) -- The Older Quatemary-aged alluvium encountered generally consisted of reddish brown, medium brown to light gray, damp to moist, medium dense to very dense, non-porous, sand to silty sand. As encountered during grading, the older alluvium was generally moderately dense near the exposed surface, becoming denser with depth. The older alluvium was removed where highly weathered and porous and reused as compacted fill during rough-grading. Where the older alluvium was encountered to be dense to very dense; the in-place materials were tested and determined to be at 90 percent relative compaction and 85 percent saturation; the older alluvium was left in place. The natural ground tests are provided in tabular form in Appendix B. 3.2.8 Pauba Formation (map symbol Qp) -- The late Pleistocene-aged Pauba Formation generally consists of light brown to olive-brown to medium brown, damp to moist. medium dense to dense, siltstone, sandstone and silty claystone. Fractures are locally lined with calcium carbonate. The Pleistocene-aged formation where encountered in design cut areas was moisture conditioned and re-used as compacted fill. 3.3 Geoloaic Structure and Faultina Based on our geologic observations during site grading, the older alluvium and Pauba Formation are massive with localized bedding, which is generally flat lying. No faulting or indications of faulting were anticipated or observed within or immediately adjacent to the subject tract. No faulting or indications of active faulting was anticipated nor observed within the subject tract during rough-grading operations. The nearest "zoned" active fault as discussed in the project supplemental geotechnical investigation report by Leighton tI -5- Leighton and Associates, Inc. ~ A L.EIGHTON GROUP COMPANY I 'I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 (Leighton & Associates, 2001b) is the Temecula Segment of the Elsinore Fault Zone located approximately 2.6 miles (4.2 Ian) to the southwest. 3.4 Landslides and Surficial Failures Based on our review of the project geotechnical reports (Appendix A) and our geologic observations during the course of grading operations, there were no indications of landslides or other significant surficial failures within the subject tract. It should be noted that unplanted or unprotected slopes are subject to erosion and subsequent surficial instability. A paleo erosion feature was encountered during the construction of Lot 32 Lake area. This subsurface erosion feature was evaluated and remediation methods developed during the time of this report preparation and will be reported in a separate document. 3.5 Groundwater Groundwater was not encountered during rough-grading. Canyon subdrains were constructed in general accordance with the project geotechnical reports (Appendix A) and our field recommendations. However, unforeseen conditions may occur after the completion of grading and establishment of site irrigation and landscaping. Perched groundwater may accumulate at layers of differing permeability or at bedrock/fill contacts. If these conditions should occur, the homeowner should take steps to mitigate any resulting seepage. Presently the majority of the subject site drains towards the south and 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-fill. 3.6 EXDansion Testina of Soils Expansion index testing performed throughout the course of grading indicates that very low to very high expansive soils exist on site at various depths and locations. Testing was performed in general accordance with Table 18-I-B of the 1997 UBC. Additional testing should be performed based on specific site development and future precise grading plans. Test procedures and results of tests performed during site mass grading are presented in Appendix C. if - 6- Leighton and Associates, Inc. A L.EIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 4.0 CONCLUSIONS 4.1 General The grading of the subject sheet graded super pads was performed in general accordance with the project geotechnical reports and geotechnical recommendations made during the course of mass-grading. It is our professional opinion that the subject super pads are suitable for their intended purpose provided the recommendations included herein and in the project geotechnical reports are incorporated into the design and construction of the residential and commercial structures and associated improvements. 4.2 SummalV of Conclusions . Geotechnical conditions encountered during rough-grading of the subject site were generally as anticipated. . Excavations were made to dense, moist (near optimum moisture content), non-porous, Artificial Fill Leighton (Aflo), Artificial Fill Converse (Afc), competent Alluvium Older (Qalo), or Pauba Formation (Qp) during the grading for the subject site. . Transitions from cut Pauba Formation to compacted fill soils exist at various locations throughout the site. Rough grading plans should be reviewed by Leighton to provide remedial recommendations for the transition overexcavation, if necessary. . Cut and fill slopes within the subject tract range up to approximately 25 and 20 feet in height, respectively. It is our opinion that the compacted fill slopes on the subject tract are surficially and grossly stable (under normal irrigation/precipitation pattems) provided the recommendations in the project geotechnical reports and memorandums are incorporated into the post-grading, construction and post-construction phases of site development. Slopes are inherently subject to erosion. As such, measures should be taken as soon as possible to reduce erosion for both short term and long term slope integrity. . Laboratory testing of soils encountered during the course of grading indicates site soils to possess a very low to very high expansion potential and have a negligible concentration of soluble sulfate. Some expansive soil related distress to flatwork should be anticipated. Laboratory test results are explained and contained in Appendix C. . Testing for minimum resistivity, chloride concentrates, and pH was not conducted during the course of mass grading. A licensed corrosion engineer should be contacted in regard to determining the potential for corrosion if corrosion 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 " - 7 - Leighton and Associates, Inc. \. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 anticipated during the life of the structures. The standard design of structures to meet the seismic design requirements of the Uniform Building Code (UBC), Seismic Zone 4 will be required. . Where tested, fill material placed during grading of the subject tract was placed at a minimum of 90 or 95 percent relative compaction, where required (based on our geotechnical recommendations), at or above the optimum moisture content. Field testing of compaction was performed by the nuclear gauge method (ASTM Test Methods D2922 andD3017). . 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. . Due to the relatively dense nature of the bedrock 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. However, the south easterly facing slope of Lots 14 though 16, (adjacent to the Santa Gertrudis Creek Channel) overlying left-in-place alluvium associated with the Santa Gertrudis Creek Channel, has a potential for liquefaction. As such, a structural setback is recommended on Lots 14 through 16, along the Santa Gertrudis Creek channel, as depicted on the As-Graded Geotechnical Map. . The six settlement monuments along Lots 14 through 16 should be surveyed and monitored by the project Civil Engineer in accordance with the recommendations of our July 9, 2002 report. Development along the southerly portion of Lots 14 through 16 should not commence until settlement monitoring is complete. . The three canyon subdrains that terminate in Lots 14 and 16 and at the intersection of Equity Drive and Ynez Road should be outletted to the planned permanent stormdrain system during future site development. c - 8- Leighton and Associates, Inc. \~ A L.EIGHT-ON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 5.0 RECOMMENDATIONS 5.1 Earthwork We anticipate that future earthwork at the site will consist of additional rough-grading, foundation installation, trench excavation and backfill, retaining wall backfill and construction of street sections. Cutlfill transitions should be overexcavated based on the review of rough-grading plans and recommendations by Leighton. 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. 5.1.1 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 Backfill. Fill Placement and Compaction -- All backfill or fill soils should be brought to optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on the laboratory maximum dry density (ASTM Test Method DI557). The optimum lift thickness required to produce uniform compaction will depend on the type, size and condition of compaction equipment used. In general, the onsite soils should be placed in lifts not exceeding 8 inches in compacted thickness. 5.2 Foundation and Structure Desian Considerations It is Leighton's understanding that the subject tract will be further developed for residential and public use. Specific foundation and structural design recommendations 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 parameters: Allowable Bearing Capacity: 2000 psf at a minimum depth of embedment of 12 inches, plus an additional 250 psf per 6 inches of additional embedment to a maximum of 4000 psf. (per 1997 UBC, capacities may be increased by 1/3 for short-term loading conditions, i.e., wind, seismic) Sliding Coefficient: 0.35 ill - 9 - Leighton and Associates, Inc. ~ A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I II 110231-006 February 5, 2003 Settlement Potential Total: 1 Inch Differential: 1 Inch in 40 Feet 5.3 Foundation Setback from SloDes We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining and decorative walls, building footings, pools, 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 Hl2, where H is the slope height (in feet). The setback should not be less than 7 feet and need not be greater than 10 feet. Please note that the soils within the structural setback area 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 implementation. 5.3.1 Structural Setback. Lots 14 through 16 -- Based on our supplemental analysis of Liquefaction and slope stability, it was determined that in the event of liquefaction along the existing Santa Gertrudis Creek Channel, some distress to the manufactured fill slope is possible along Lots 14 through 16 (Leighton, 2002). A structural setback has been established along the top of slope in this area. Habitable or critical structures should not be constructed beyond the setback zone . presented on Plates 6 and 8. Six settlement monuments have been installed in this area. Development in this general area should not commence until settlement monitoring is complete. 5.4 Structure Seismic Desian Parameters Structures should be designed as required by provisions of the Uniform Building Code (UBC) for Seismic Zone 4 and state-of-the-art seismic design parameters of the Structural Engineers Association of California. This site is located with UBC Seismic Zone 4. Seismic design parameters in accordance with the 1997 UBC are presented below. Please refer to the Supplemental Geotechnical Investigation (Leighton, 2001, Appendix A) for additional information. " - 10- Leighton and Associates, Inc. \0 A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 Seismic Source Type = B Near Source Factor, Na = 1.3 Near Source Factor, Nv = 1.6 Soil Profile Type = SD Horizontal Peak Ground Acceleration = 0.68g (10% probability of exceedance in 50 years) 5.5 Corrosion A licensed corrosion engineer should be contacted in order to determine the potential for corrosion if corrosion sensitive buried improvements are planned. 5.6 Lateral Earth Pressures and RetaininG Wall DesiGn Considerations The recommended equivalent fluid weights for very low to low expansive site soil (expansion index less than 51) and level or sloping backfill are presented on Table 1 (rear of text). 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 shear 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 rest" 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 3. Lateral passive pressures may be determined using the values provided in Table 1. In combining the total lateral resistance, the passive pressure or the frictional resistance 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 overturning and sliding. c -11- Leighton and Associates, Inc. \\ A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 Foundations for retaining walls in competent formational soils or properly compacted fill 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 embedment to a maximum of 4000 psf. Wall backcut excavations 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 D 1557). 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. 5.7 Concrete Flatwork The reinforcement of driveways, sidewalks, or other concrete flatwork may reduce the potential for excessive cracking or differential 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 prior to placing concrete. Some expansive soil related distress should be anticipated. Additional exterior slab details are suggested in the American Concrete Institute (ACI) 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 further maintained by a swale on drainage path at a gradient of at least 1 percent. Where limited by 5-foot side yards, 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 are 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 unless provisions for drainage, such as catch basins and pipe drains, are made. No ponding of water from any source (including irrigation) should be permitted 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 previously existed. This is particularly true where a substantial increase in surface water infiltration resulting from site irrigation occurs. ~ - 12- Leighton and Associates, Inc. \1,- A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 Mitigation of these conditions should be performed under the recommendations of the geotechnical consultant on a case-by-case basis. 5.9 Graded SloDeS It is recommended that all slopes be planted with drought-tolerant, ground cover 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 parameters provided in Section 5.6. 5.10 Irrigation. LandscaDing and Lot Maintenance Site inigation should be controlled at all times. We recommend that only the minimum amount of inigation necessary to maintain plant vigor be utilized. For inigation of trees and shrubs, a drip inigation system should be considered. We recommend that where possible, landscaping 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 native plant species be utilized and that inigation be utilized only until plants are well established. At that time, inigation could be significantly reduced. Recommendations for the maintenance of slopes and property are included in Appendix D for your review and distribution to future homeowners and/or homeowner's associations. 5.11 Post-Grading Geotechnical Review 5.11.1 Construction Review -- Construction observation and testing should be performed by the geotechnical consultant during future excavations, utility trench backfilling and foundation or retaining wall construction 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. 5.11.2 Plans and Specifications -- 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. t1I -13 - Leighton and Associates, Inc. " A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 6.0 LIMITATIONS The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee 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 Lennar 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, Lennar Communities, with whom Leighton 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 reliance, regardless of any fault, negligence, or strict liability of Leighton and Associates. . -14 - Leighton and Associates, Inc. \?:> A LEIGHTON GROUP COMPANY ~. " SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <;50 I OPTION 1: PIPE SURROUNDED WITH CLASS 2 PERMEABLE MATERIAl OPTION 2: GRAVEL WRAPPED IN FILTER FABRIC I WITH PROPER SURFACE DRAINAGE WITH PROPER SURFACE DRAINAGE I weEP HOLE (SEE NOTE S) SLOPE OR lEVEL SLOPE OR LEVEL I LEVEL OR SLOPE NATIVE WATERPROOfiNG (SEE GENERAl NOTES) FILTER FABRIC lr MINIMUM (SEE NOTE 4) ClASS 2 PERMEABLE . "<I.. 12~ MINIMUM -. FILTER MATERIAL weEP HOLE V4 10 I1f2 INCH SIZE . (SEE GRADATION) (SEE NOTE 5) .. GAAvU WR.APPED IN FILTER FABRIC 4 INCH DIAMETER . PERFORATED PIPE LEVEL OR (SEE NOTE 3) SLOPE WATERPROOFING (SEE GENERAl NOTES) I I I Class 2 Filter Permeable Material Gradation Per Caltrans Specifications I Sieve Size 1" 3/4" 3/8" NO.4 No.8 No. 30 No. 50 No. 200 Percent PCl$inq 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 I I GENERAL NOlES: , Waterproofing should be provided where moisture nuisance problem through the wall is undesirable. I 'Water proofing of the walls is not under purview of the geotechnical engineer , All drains should have a gradient of 1 percent minimum 'Outlet portion of the subdrain should have a 4.;nch diameter solid pipe di9:harged into a suitable disposal area designed by the project engineer. The subdrain pipe should be accessible for maintenance (rodding) I 'Other subdrain backfill options are subject to the review by the geotechnical engineer and modification of design parameters. Notes: 1) Sand should have a sand equivalent of 30 or greater and may be densified by water jetting. I 2) 1 Cu. ft. per ft. of 1/4- to 11/2-inch size gravel wrapped in filter fabric 3) Pipe type should be ASlM 01527 Acrylonitrile Butadiene Styrene (ASS) SOR3S or ASlM 01785 Polyvinyl Chloride plastic (PVC), Schedule 40, Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. Perforations should be 3/8 inch in I diameter placed at the ends of a 120-degree arc in two rows at 3-inch on center (staggered) 4) Fitter fabric should be Mirafi HONe or approved equivalent. 5) Weephole should be 3-inch minimum diameter and proVided at 10-foot maximum intervals. If exposure is permitted, weepholes should be located 12 inches above finished grade. If exposure is not permitted such as for a wall adjacent to a sidewalk/curb, a pipe under the I sidewalk to be di9:harged through the curb face or equivalent should be provided. For a basement-type wall, a proper subdrain outlet system should be provided. 6) Retaining wall plans should be reviewed and approved by the geotechnical engineer. 7) Walls over six feet in height are subject to a special review by the geotechnical engineer and modifications to the above requirements. I I II WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF ~50 .,\~ RETAINING WALL BACKFILL AND SUBDRAIN DETAIL FOR WALLS 6 FEET OR LESS IN HEIGHT Figure No.3 ----- -- ~~ .1 I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 TABLE 1 Equivalent Fluid Weightsl Equivalent Fluid Weight (pet) Conditions 2 2:1 Slope Backfill Level Backfill Active 45 67 At-Rest 65 95 P . 3 300 125 (Sloping Down) asslve I Assumes drained condition (See Figure 1) 2Assumes a level condition behind and in front of wall foundation of project. 3Maximum passive pressure = 2000 psf, level conditions. \.le , , I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 APPENDIX A References Converse Consultants, 2000, As-Built Geology and Grading Report, Including Geotechnical Design and Construction Recommendations, Tract 29286, Sweetwater Elementary School, City of Temecula, Califomia, Converse Project Number 99-81-305- 32, dated June 30, 2000. Converse Consultants, 1999, Summary of Geotechnical Conditions, Sweetwater Specific Plan, Approximately 560-Acre Site, Temecula, Califomia, Converse Project Number 98-81-104-01, dated June 21, 1999. Converse Consultants, 1990, Geotechnical Investigation, Tentative Tracts 25321 through 2 5324, and 25464, Winchester Hills Residential Development, Temecula, Califomia, Converse Project Number 89-81-173-01, dated October 8, 1990 Converse Consultants, 1988, Liquefaction Evaluation, Winchester Hills, Tentative Parcel Map 23136, Rancho California, California, Converse Consultants Inland Empire (CEIl) Project Number 88-81-11 7-01, dated September 9, 1988. EnGen COIporation, 1999, Geotechnical/Geological Engineering Study Proposed Sweetwater Elementary School, City ofTemecula, County of Riverside, California, Project Number TI918-GS, dated December 17, 1999. Leighton and Associates, 1986, Final Compaction Report Of Rough Grading Tract 19677, Industrial Park V, Rancho California, Riverside County, California, Project Number 6851870-01, dated May 27, 1986. Leighton and Associates, 2001a, As-Graded Report Of Rough Grading For Tract 29111-1, Planning Area 2, Lots 1 Through 58, Murrieta Hot Springs Area, Riverside County, California, Project No. 11980158-005, dated July 20,2001. Leighton and Associates, 2001b, Supplemental Geotechnical Investigation and Geotechnical Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639, Harveston, Temecula, California, LDOI-058GR, Project No. 110231-003, dated August 15,2001. Leighton and Associates, 2002, Supplemental Geotechnical Investigation, Tract No. 29639, Lots 14, 15, and 16, Harveston, Temecula, California, Project No. 110231-007, dated July 9,2002. . Naval Facilities Engineering Command, 1986a, Soil mechanics design manual 7.01, Change 1: U.S. Navy, September. C \1 A-1 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY - , I I I I I I I I I I I I I I I 1 I .1 110231-006 February 5, 2003 References Ccont'd) Naval Facilities Engineering Command, 1986b, Foundations and earth structures, design manual 7.02, Changes 1: U.S. Navy, September. RBF Consulting, 2002a, Harveston Mass Grading and Erosion Control Plan, Tract 29639-1, Dated February 15, 2002, LDOI-058GR, Sheets 3 through 7 oft 1. RBF Consulting, 2002b, Harveston Mass Grade, Tract 29639-1, Dated June 7, 2002, LDOl- 058GR, Sheets 4, 6B, and 7B. 4 ,B A-2 Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY I I I I I I I I I I I I I I I I 1 I I EXDlanation of Summary of Field Density Tests A : Retest of previously failing compaction test. B: Second retest of previously failing compaction test. Compaction tests taken during mass grading 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 Gage (ASTM 2922) unless indicated by S : Sand Cone Method (ASTM 1556). 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MMNN 0000 - - -- ~::!::t!!:: 0'10\0'10\ NNN 000 ~~~ ~~~ MNN(".I 0000 ---- (""')("""l("lj("j ---- 0\ 0\ 0\ 0\ NMNN ~eQe ~~::t::t 0'10\0\0\ < v; v; r-- r-- ~ ~ v; v; r-- 00 ~ r-- r-- r-- ~ ~ ~ v; v; V) < O_NM-.::t~~~ooo-.OO_N("",) 000000000000000000000\0\0\0\0\ 0\0'\0\0-.0\0\0'\0\0\0\~0\0\0\0'\ V)V)~If)V)V)l.r)If)V)V)~If)l.r)V)V) < '" '" r-- r-- ~ ~ V) V) .. ... - z o I- 00 W > a: <0<( oJ: 9a: ~<( C'lZ C\lZ ~UJ ~...l ..: i:: Gl .. 0 .cGli E E u :Jcaq ZZ~ t;t; .!!! Gl o '0 '- '- 0.0. i 00 ~ I I I I I I J '" J c " '" ~, I M - - ..... o N - - I ~ () UJ o 00 a: UJ > CEo I I I I ... U" Gle .- CD 0._ '-- 0.0 I I I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 APPENDIX C Laboratorv Testina Procedures and Test Results Expansion fudex Tests: The expansion potential of selected materials was evaluated by the Expansion fudex Test, ASlM test method D4829 or U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared I-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the compaction characteristics table on page C-3: Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods, California Test Method 317. The test results are presented in the table below: Soil Sample Description Water-Soluble Sulfate Sulfate Type (S04) in Soil, % by weight Exposure* 1 Brown silty sand 0.0150 Negligible ..-.-----.---- . .-----------. -- 2 Brown silty sand 0.0150 Negligible - __m__...__.. --'---..--- 3 Brown silty sand 0.0150 Negligible 1--.. -.----.--- ..-....-.-------..--,---- .. -.- 4 Yellow brown to olive brown silty sand 0.0150 Negligible --.- ---.------......--.--.-.--.... ...-.- ..-.-........................................................ ... .....................--.--.--....... 5 Gray-olive to brown olive sandy clay 0.0150 Negligible . ..........---.. ....--... ......................- ----.....--.....-. 6 Brown clayey silty sand 0.0150 Negligible ..... ...-------.---.--........... - -.-...........-.......-.....--.-.....---. ....-....-.--.---...... 7 Olive brown sandy silt 0.0150 Negligible ---- 1--.-.... ..---..-.... .....-----...---- -..-..-........-...--.. 8 Dark olive brown sandy lean clay <0.0150 Negligible ..----........... -.----. ...........-....---.-.............--.--...---.................. --.--..---.--.--..---..-.-.- ........---.-----...... 9 Yellow brown sandy silt 0.0150 Negligible ..........-...... -.-.--------.....--..... - -.- lD Reddish brown clayey sand <0.0150 Negligible .-....- -..--.--.-.....---.--.......-...--..-....- --.----..--.--.--.-.---. .....-..........-....-........- 11 Light olive tan silty sand <0.0150 Negligible .......-.-.-... ...-..-.....-.-.....---..---.-....----- -...--.......------.-.-- 1-.-.--..-...- 12 Olive brown silty sand <0.0150 Negligible .- .....--..---- -..--.- .......- .....-.-----.- 13 Red brown clayey sand 0.0300 Negligible .---.. -.......-- ---.-.-......-.---..---..-. -.--.-.-...-....-..-..-..-....-.-.-....-....---.-.- ---....--.---- 14 Pale, olive brown silty sand <0.0150 Negligible -- .. -----..... ..- ---.--....... -......-...-..- ---...-..-....-..--..-- 15 Dark brown olive silty sand <0.0150 Negligible .---. ----..---------....--- ...-...----.--.-.--.--.. -..-..-...-.--.--.-- 16 Olive brown clayey sand <0.0150 Negligible .....--..--....-.. -.--......-...............-..--...--.--.--.--...........-..-.-.-.. -----.......-.---.--.----...-.....--.....----- 1----,..-.....---..... 17 Yellow brown silty sand 0.0270 Negligible --....-.. ...-.-..........-....-......---.-...----..---.....-.......-......-..-.---.............. ........----...-..-. --........-...- ........-.-.....-................-........ 18 Dark brown clayey sand 0.0170 Negligible C - 1 "',"'- I I I I I I I , I I I I I I I I I I I I I 110231-006 February 5, 2003 Soil Sample Description Water-Soluble Sulfate Sulfate Type (S04) in Soil, % by weight Exposure* 19 Light olive tan silty sand <0.0150 Negligible -- .---. - 20 Light gray silt <0.0150 Negligible ----. ---~. .- mH. ____m..__.. ----......-.-- 21 Olive brown clayey sand <0.0150 Negligible ...------ .. 22 Light olive brown silty clayey sand <0.0150 Negligible -- --...--.------ __H' 23 Light olive brown silty clayey sand 0.0150 Negligible . . . 24 Brown silty sand 0.0150 Negligible . - ---- ~~~ ~rown silty ~and 0.0150 Negligible . . 27 Light brown sand with clay <0.0150 Negligible . __'_m" .. 28 Olive brown silty sand 0.0165 Negligible ----- ~------ -----.--- 29 Grayish brown silty sand <0.0150 Negligible 30 Pale gray sandy elastic silt <0.0150 Negligible .-----.--......... ''''___'m'' --_... .-...-..-.- 31 Gray sandy silt with clay <0.0150 Negligible ____H. -.---. --.-----...........-.-.......... .....----.----.----.---..........- ---- 32 Dark olive gray sandy silt <0.0150 Negligible .-..--.-.. .....---..-..---..---- ..m.. ----.......----....................-.. -.--.............-........ 33 Light Brown sandy silt <0.0150 Negligible --. ---..--.-....-----.------.--..--....---... --.......--. -..........--...... --.................-..........-. 34 Olive sandy silt <0.0150 Negligible .._.m...__.__. -.--..............-....-----. . .....-..............--.................... ......-..-..........-...........---............--.............-- -.--..----.., 35 Reddish brown poorly graded sand with silt 0.0250 Negligible ...---- ...-- .___.........._____.._M.......... .....-..---.....----... 36 Dark olive brown well graded sand 0.0210 Negligible .--.. ..-.....--..... .----..-. -...-.--- .----.- 37 Brown silty sand <0.0150 Negligible -..- . -...-...-......... ........-.- ----...---.---..-.-.--. ..----.........---.-- 38 Brown silty sand <0.0150 Negligible -'--'-"'" .....__...M_.....____..__..___..M_._..__ .-...-...--.-- ------. ....-.....--- ---.--- 39 Olive brown well graded sand with silt <0.0150 Negligible -.---.-.. ..-.---...---- ..---.-.... .-.....-.....-....-----.......-...-.............-- ..--...---... 40 Dark brown silty sand 0.0270 Negligible ._. -.................. ..--...........-..-...........-.----..-............ ..............-.-- 42 Pale brown silty sand <0.0150 Negligible -------...-..........-.---- -.--....--.--.-.--.-....-...-.-- .----..-...........-... 43 Brown silty sand 0.0240 Negligible ..----..-.----.---...--.--..............-.--. ---...- -....-.--- ..-..-.-....-......... 44 Brown silty clayey sand 0.0240 Negligible '--- ---..-.-----....................---....--. .--..--.-....-..... .-.-............--..........--.--..-.....--......-...... ....------.- 45 Olive brown sandy clay 0.0200 Negligible .-..-.--- --....-...--.--.---..-.........-----....-.....--...... ..-.--..-.....................--.--...--....-- 1--..-.-......-... 46 Pale olive brown sandy silt with gravel <0.0150 Negligible ...................- ..-.-..--....--...-.......----............. ..-.----.--- .---....--...--.--.--.. 1----...........-.-.. 47 Yellowish brown silty sand 0.0200 Negligible * Based on the 1997 edition of the Uniform Building Code, Table No. 19-A-4, prepared by the International Conference of Building Officials (lCBO). C-2 "1~ I I I I I I I I I il I I I I I I I I I 110231-006 February 5, 2003 Compaction Characteristics: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASlM Test Method D1557. The results of these tests are presented in the table below: Soil Maximum Optimum Expansion Expansion Type Sample Description Dry Density Moisture Index Potential (pet) Content (%) 1 Brown silty sand 134.5 8.5 14 Very Low 2 Brown silty sand 129.5 9.0 0 Very Low 3 Brown silty sand 115.5 15.5 55 Medium 4 Yellow brown to olive brown 121.0 ..8.5 37 Low silty sand 5 Gray-olive to brown olive 116.0 12.0 91 High sandy clay 6 Brown clayey silty sand 132.5 9.5 29 Low 7 Olive brown sandy silt 125.0 10.5 34 Low 8 Dark olive brown sandy lean 128.5 11.0 54 Medium clay 9 Yellow brown sandy silt 119.5 10.0 32 Low 10 Reddish brown clayey sand 131.5 9.5 6 Very Low 11 Light olive tan silty sand 127.5 8.5 0 Very Low 12 Olive brown silty sand 122.5 11.5 29 Low 13 Red brown clayey sand 130.0 8.5 30 Low 14 Pale, olive brown silty sand 128.0 10.5 18 Very Low 15 Dark brown olive silty sand 135.0 8.0 10 Very Low 16 Olive brown clayey sand 120.0 12.5 156 Very High 17 Yellow brown silty sand 134.0 8.5 14 Very Low 18 Dark brown clayey sand 132.0 8.0 29 Low 19 Light olive tan silty sand 127.0 9.5 17 Very Low 20 Light gray silt 121.5 12.5 38 Low 21 Olive brown clayey sand 130.5 10.0 61 Medium C-3 1\ I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 Soil Maximum Optimum Expansion Expansion Type Sample Description Dry Density Moisture Index Potential (pet) Content (%) 22 Light olive brown silty clayey 102.5 20.5 62 Medium sand 23 Light olive brown silty clayey 127.0 11.0 33 Low sand 24 Brown silty sand 131.5 9.5 27 Low 25 Brown silty sand 130.0 10.5 1 Very Low 27 Light brown sand with clay 126.0 10.5 48 Low 28 Olive brown silty sand 122.0 12.0 18 Very Low 29 Grayish brown silty sand 126.0 9.5 16 Very Low 30 Pale gray sandy elastic silt 102.0 20.0 147 Very High 31 Gray sandy silt with clay 114.0 15.0 51 Medium 32 Dark olive gray sandy silt 110.5 17.0 54 Medium 33 Light Brown sandy silt 115.0 15.0 55 Medium 34 Olive sandy silt 112.0 17.0 72 Medium 35 Reddish brown poorly 127.0 11.0 0 Very Low graded sand with silt 36 Dark olive brown well 127.5 9.0 0 Very Low graded sand 37 Brown silty sand 131.0 8.5 40 Low 38 Brown silty sand 132.0 9.0 32 Low 39 Olive brown well graded 123.5 11.0 4 Very Low sand with silt 40 Dark brown silty sand 131.5 8.5 40 Low 42 Pale brown silty sand 131.0 9.5 9 Very Low 43 Brown silty sand 129.0 10.0 10 Very Low 44 Brown silty clayey sand 126.0 10.5 45 Low 45 Olive brown sandy clay 123.5 11.5 133 Very High 46 Pale olive brown sandy silt 95.8 23.1 71 Medium with gravel 47 Yellowish brown silty sand 132.0 9.0 16 Very Low (-4 ~ I I I I I I I I I I I I I I I I I I I 110231-006 February 5, 2003 APPENDIX D Lot Maintenance Guidelines for Homeowners Homesites, in general, and hillside lots, in particular, need maintenance to continue to function and retain their value. Many homeowners are unaware of this and allow deterioration of their property. It is important to familiarize homeowners with some guidelines for maintenance of their properties and make them aware of the importance of maintenance. Some governing agencies require hillside property developers to utilize specific methods of engineering and construction to protect those investing in improved lots 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 lot and to plant slopes so that erosion will be minimized. They may also be required to install permanent drains. However, once the lot is purchased, it is the buyer's responsibility to maintain these safety features by observing a prudent program of lot care and maintenance. Failure to make regular inspection and maintenance of drainage devices and sloping areas may cause severe financial loss. In addition to their own property damage, they may be subject to civil liability for damage occurring to neighboring properties as a result of his negligence. The following maintenance guidelines are provided for the protection of the homeowner's investment. a) Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper lot drainage are not disturbed. Surface drainage should be conducted from the rear yard to the street through the side yard, or alternative approved devices. 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 t he drainage sy stem should b e 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. f) Slopes should not be altered without expert consultation. Whenever a homeowner plans a siguificant topographic modification of the lot or slope, a qualified geotechnical consultant should be contacted. 0-1 0' I I , I I I I I I I I I I I I I I I I I ~ 110231-006 February 5, 2003 g) If the homeowner plans modification of cut or natural slopes within his property, an engineering geologist should be consulted. Any oversteepening may result in a need for expensive retaining devices. Undercutting of a toe-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 are as follows: . Gross neglect of the care and maintenance of the slopes and drainage devices. . lnadequate and/or improper planting. (Barren areas should be replanted as soon as possible.) . Excessive or insufficient irrigation or diversion of runoff over the slope. j) Hillside lot 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 aesthetic attractiveness of the community. D-2 ~ ~ AS-GRADED REPORT OF MASS GRADING HARVESTON, TRACT 29639-1, CITY OF TEMECULA, CALIFORNIA Volume II of II Prepared For: Lennar Communities 391 N. Main Street, Suite 301 Corona, California 92880 February 5, 2003 Project No. 110231-006 ~ ~eighton and A~~ociate~, Inc. ~ A LEIGHTON GROUP COfVIPANY