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Home My WebLink AboutAsGradedRoughGrading(Mar.14,2000) I I I I I I I I I I I I I I I I I I I A GTG Company Leighton and Associates l'"'r:~t=IVED JUN 16 200D CITY Ur I t:MECULA EN61P1l:l:tftN\:i uI:rl\RTMENT GEOTECHNICAL CONSULTANTS AS-GRADED REPORT OF ROUGH GRADING CHARDONNAY HILLS TRACTS 23101-5 AND 23101-6 TEMECULA RiVERSIDE COUNTY, CALIFORNIA March 14, 2000 Project No. 11871347-031 Prepared For: LENNAR HOMES 24800 Chrisanta Drive, Suite 200 Mission Viejo, California 92691 \ 41715 Enterprise Circle N. Suite 103, Temecula, CA 92590-5661 (909) 296-0530 . FAX (909) 296-0534 . www.lelghtongeo.com I I I I I I I I I I I I I I I I I I I ~UI:::-- ~ .- - - ~- - -- A GTG Company Leighton and Associates March 14,2000 GEOTECHNICAL CONSULTANTS Project No. 11871347-031 -To: Lennar Homes 24800 Chrisanta Drive, Suite 200 Mission Viejo, California 92691 _ Attention: Mr. Greg Dooley , Subject: As-Graded Report of Rough Grading, Chardonnay Hills, Tracts 23101-5 and 23101-6, Temecula, Riverside County, California I In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has provided geotechnical services during rough grading and erosion repair operations at Chardonnay Hills, Tract 23101-5 (Lots 1-27) and 23101-6 (Lots 1-36) and Park Site (Lot 37) , located in the City of Temecula, California. The accompanying report summarizes our observations, field and laboratory test results and the geotechnical - conditions encountered during the Rough grading of the subject lots. Portions of the site were previously mass- -graded under the observation and testing services of Leighton during 1990 and 1997 (see Appendix A). 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, INC. &-:;~E'GE Senior Project Engineer Distribution: (l) Addressee (6) Lennar Homes; Attention: Mr. Bob Tumolo (l) Chardonnay Hills Jobsite; Attention: Mr. Larry Danna (2) Lennar Homes, Carlsbad: Attention: Ms. Pam Evetts (1) ESI-EFI: Attention: Mr. Danny Matsumoto 41715 Enterprise Circle N. Suite 103, Temecula, CA 92590-5661 (909) 296-0530 . FAX (909) 296-0534 . www.leI9htongeo.com z.- I I I i I I I I I I I I I I I I I I I I 11871347-031 TABLE OF CONTENTS Section ~ 1.0 INTRODUCTION ......................................................................................................................................... 1 2.0 SUMMARY OF ROUGH-GRADING OPERATIONS ............................................................................... 2 2.1 SITE PREPARATION AND REMOV Al.S ...........................................................................................................2 2.2 FiLL PLACEMENT................................. .................................. ............ ................... ..................................... 2 2.3 OIT/FILL 'TRANsmON PADS ............ ...................................................... ........... ..................................... .... 3 2.4 FiELD DENSITY TESTING...... ................ ..... ............................................. ............... ..................................... 3 2.5 LABORATORY TEsTING.............................................................................................................................. 3 2.6 GRADED SLOPES.................. ................ .............. ................................... ........... .......................................... 3 3.0 ENGINEERING GEOLOGIC SUMMARY ................................................................................................4 3.1 As-GRADED GEOLOGIC CONDmONS .........................................................................................................4 3.2 GEOLOGIC UNITS................ ...................................................................................................................... 4 3.2.1 Documented Fill (Af)................................................... ................ ........ ............................................ 4 3.2.2 Existing Documented Fill (Afe) ....................................................................................................... 4 3.2.3 Existing Documented Fill by Others (Afo) .......................................................................................4 3.2.4 Recent Alluvium (Qal)........................ ..... ................. ....... ....................... ......................................... 4 3.2.5 Older Alluvium (Qoal)........... ......... ......... ............................................... ......................................... 5 3.2.6 Pauba Formation (Qpf) ...................................................................................................................5 3.3 GEOLOGIC STRUC11JRE AND FAULTING.......................................................................................................5 3.4 LANDSUDES AND SURFICIAL FAILURES ....... ...... ......................... ................................................................. 5 3.5 GROUNDWATER ........................................................................................................................................ 5 3.6 EXPANSION TESTING OF FiNISH GRADE SOIL............................................................................................... 5 3.7 SOLUBLE SULFATE TESTING OF FiNISH GRADE SOILS .................................................................................. 5 4.0 CONCLUSIONS ........................................................................................................................................... 6 4.1 GENERAL.................................................................................................................................................. 6 4.2 SUMMARY OF CONCLUSIONS ......................................................................................................................6 5.0 RECOMMENDATIONS ..............................................................................................................................7 5.1 EARTHWORK.............................................................................................................................................7 5.1.1 Excavations.................................................................................. ................................................... 7 5.1.2 Backfill. Fill Placement and Compaction........................................................................................ 7 5.2 FOUNDATION AND STRUC11JREDESIGN CONSIDERATIONS 7 I ........................................................................... 5.2.1 Conventionally-Reinforced Foundations......................................................................................... 7 5.2.2 Moisture Conditioning .................................................................................................................... 8 5.2.3 Foundation Setbackfrom Slopes .....................................................................................................8 5.2.4 Anticipated Settlement...................... ..... ...... ..................... .............................................................. 8 5.2.5 Structure Design.................................... ......................................................................................... 9 5.2.6 Concrete Type.............................. ........................... ........................................................................ 9 - i - ~UI~- -.: - ~.::: ~ .;;: 3 I I I I I I I I I I I I I I I I I I I I 11871347-031 TABLE OF CONTENTS (Continued) 5.3 LATERAL EARTH PRESSURES AND RETAINING WALL DESIGN CONSIDERATIONS ........................................... 9 5.4 CONCRETE FLATWORK ............................................................................................................................ 10 5.5 PAVEMENT DESIGN............................... ....... .... ..... ..... ........ ...................... ................................................ 11 5.6 CONTROL OF SURFACE WATER AND DRAINAGE CONTROL......................................................................... 11 5.7 GRADED SLOPES........ ...................................... ..... ................................................................................... 11 5.8 IRRIGATION, LANDSCAPING AND LOT MAINTENANCE................................................................................ 11 5.9 CONSTRUCTION QBSERV ATION AND TESTING ........................................................................................... 12 6.0 LIMITATIONS .............",.............................................."........................................................",................ 13 ACCOffiDanvinlZ FilZUres. Tables. Plates and ADDendices FilZUres Figure 1 - Site Location Map Figure 2 - Retaining Wall Drainage Detail Rear of Text Rear of Text Tables Table 1 - Minimum Foundation and Slab Desigu Recommendations (Conventionally-Reinforced) Presoalcing Recommendations Based on Finish Grade Expansion Potential Lateral Earth Pressures Rear of Text Rear of Text Rear of Text Table 2 - Table 3 - Plates Plates 1 through 3 - As-Graded Geotechnical Map In Pocket ADDendices Appendix A - References Appendix B - Summary ofField Density Tests Appendix C - Laboratory T estiog Procedures and Test Results Appendix 0 - Lot Maintenance Guidelines for Homeowner - ii - :::::::11 ;:::: - ~ ~==. ~ -a;:" I I I I I I I I I I I I I I I I I I I 11871347-031 1.0 INTRODUCTION In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has performed geotechnical observation and testing services during the rough-grading operations and erosion repair of the subject site. The Chardonnay Hills project is generally located east of the Meadows Parkway, between La Serena Way and Rancho California Road (see Figure 1). This as-graded report summarizes our geotechnical observations, field and laboratory test results and the geotechnical conditions encountered during the rough grading and repair of erosion damage in Tract 23101- 5 and Tract 23101-6. In addition, this report provides conclusions and recommendations for the proposed residential and park site development. The 40-scale grading plans for Tract 23101 (May Group, 1997) were utilized as a base map to present the approximate locations of,the field density tests. The as-graded geotechnical map is presented as Plates 1 through 3, and is located in the pocket at the rear of this report. - 1 - :::::::11 ;:::; -- ~ ~== ~ ~-=S I I I I I I I I I I I , I I I I I I I I 11871347-031 2.0 SUMMARY OF ROUGH-GRADING OPERATIONS The current grading operations of Tract 23101-5 and -6 began in April 1999, and are essentially complete as of the date of this report. Nelson and Belding perfonned the grading operations under the geotechnical observation and testing services of Leighton. Our field technician and geologist were onsite on a full-time and as-needed basis during grading operations. Grading operations included the preparation of areas to receive fill, removals of compressible materials, scarification, moisture-;;onditioning and placement of compacted fill soils to achieve design grades. 2.1 Site Preoaration and Removals Prior to grading, the areas of proposed development were stripped of surface vegetation and debris and these materials were disposed of offsite. Removals of unsuitable and potentially compressible soils, undocumented older fill soils, desiccated existing documented fill soils and weathered formational materials were made to competent material. Removals and lot processing were perfonned in accordance with the recommendations of the project geotechnical reports (Appendix A) and geotechnical recommendations made during the grading operations. Removal of surficial soils included the complete removal of stockpile undocumented fill, alluvium and highly weathered older alluvium and Pauba formation bedrock. Due to the length of time since the site was previously rough-graded, (Leighton, 1990b), the upper approximately 24 inches of the existing documented fill surface soils were found to be desiccated and potentially compressible. As a result, the desiccated surface soils were removed to competent existing fill material, moisture-conditioned, reworked to obtain a relatively homogeneous fill mix (with near- optimum moisture contents) and recompacted to a minimum 90 percent relative compaction based on ASTM Test Method D1557. 2.2 Fill Placement After removing compressible materials and processing the areas to receive fill, native soil was generally spread in 4- to 8-inch lifts, moisture-conditioned as needed to attain a near-<lptimum moisture content, and compacted to at least 90 percent of the maximum dry density in accordance with AS TM Test Method 01557. Compaction was achieved by use of heavy-duty construction equipment. Areas of fill in which field density tests indicated less than 90 percent relative compaction, or the soils exhibited non-uniformity and/or inadequate moisture content were reworked, recompacted and retest until a ~um 90 percent relative compaction and near-optimum moisture content was achieved. Up to approximately 30 feet of compacted fill is estimated to have been placed within the limits of the subject lots within Tract 23101-5 and -6. - 2 - :::::::::11 ;::; -- ~ ~::::. ~ ~.::: G.- I 'I I I I I I I I I I I I I I I I I I 11871347-031 2.3 Cut/FiIl Transition Pads As depicted on the rough grading plans (May Group, 1997), a transition was created between Pauba fonnation bedrock and fill during site rough grading. On lots where the cut/fill transition crossed through the building pad, the cut portion of the lot was over-excavated to a minimum of 3 feet below finish pad grade. Overexcavation was performed to reduce the fill depth differential and provide more uniform subgrade soils beneath the proposed structures. The limits of the overexcavation were at least 5 feet outside the proposed building limits (or building footprint). 2.4 Field Density Testing Field density testing and observations were performed using the nuclear gauge method (ASTM Test Methods 02922 and 03017). The approximate test locations are shown on the As-Graded Geotechnical Map (Plates 1 through 3). The results of the field density tests are summarized in Appendix B. Note that some tests presented in Appendix B were taken beyond the limits of this report in the adjacent tracts, which were graded concurrently. 2.5 Laboratory Testing Laboratory maximum dry density, expansion index and soluble sulfate tests of representative onsite soils were performed in general accordance with ASTM Test Method 01557-91, UBC Test Method 18-2 and CTM 417 respectively. The laboratory test results and a description of the laboratory test procedures are presented in Appendix C. 2.6 Graded Slopes Graded slopes within the tract are considered grossly and surficially stable from a geotechnical standpoint. A fill key was constructed at the base of the slope descending from Lots 35 and 36 of Tract 23101-6. The key was approximately 15 feet wide and was excavated at least two feet into competent bedrock material. Due to the granular nature of site soils, unplanted or unprotected slopes may be subject to surficial erosion. - 3 - :::::::11 ;:::; -- ~ - ~== ~ ~.:: 1 I I I I I I I I I I I I I I I I I I I 11871347-031 3.0 ENGINEERING GEOLOGIC SUMMARY 3.1 As-Graded Geologic Conditions The as-graded conditions encountered during grading of the subject lots and streets were essentially as anticipated. A summary of the geologic conditions, including geologic units, geologic structure and faulting is presented below. 3.2 Geologic Units The geologic units encountered during grading of Tract 23101-5 and -6 consisted of existing undocumented fill soils (end dumped soils), documented fill soils (placed during the previous rough- grading operations, see Appendix A) Alluvium, Older Alluvium and the Pauba Formation. The desiccated upper portion of the existing documented fill or formational soils within the limits of the planned grading were removed to competent material and/or scarified and moisture-conditioned prior to fill placement and compaction. The geologic units encountered during the grading operations are discussed below. 3.2.1 Documented Fill (Aft Documented fill consists of light brown to red brown silty sands to slightly clayey silty sand. The documented fill was compacted to at least 90% relative compaction (based on ASTM Test Method D1557) where tested. During the fill placement, some oversize rocks were placed in general accordance with the project geotechnical reports (Appendix A) and our field recommendations. The approximate locations of the rock windrows is depicted on the As Graded Geotechnical Map (plates 1 through 5). 3.2.2 Existing Documented Fill (Me) Existing documented fill was placed under the observation and testing Leighton during previous site grading in 1990 and 1997 (see Appendix A). Additional documented fill was placed under the observation and testing by Leighton during the site grading, recent erosion repair and lot processing. Our review of the geotechnical reports of the site (Appendix A) and our observations during recent grading indicate that the fill soils were derived from onsite soils and generally consisted of brown to red brown silty to slightly clayey sands. The fill soils were compacted to at least a 90 percent relative compaction (based on ASTM Test Method 01557). 3.2.3 Existing Documented Fill bv Others (Mo) Documented fill was placed by others (Petra, 1997) during the construction of a portion of Promenade Chardonnay Hills and Culbertson Drive. TIlls grading work was performed in order to construct a sewer main needed for the adjacent tract. 3.2.4 Recent Alluvium lOal) Recent alluvium (map symbol Qal) was observed in the low-lying drainages throughout the site. The alluvium consists of a brown to dark brown silty to clayey sand. Recent alluvium was completely removed in the area of grading and the materials re-used as compacted fill. -4- ~6.== ~ -.;:: ~ I I I I I I I I I I I I I I I I I I I 11871347-031 3.2.5 Older Alluvium lOoal) Older alluvium was observed in the drainage channel south of Tract 2310 1-5. The older alluvium generally consists of medium brown sand. The moist, dense, non-porous older alluvium was left in place. 3.2.4 Pauba Formation (00) The Quaternary-aged Pauba Formation underlies the existing fill soils and older alluvium in the subject tract (Leighton, 1990a). The Pauba Formation consists of dense to very dense, silty, fine- to coarse-grained sandstone. 3.3 Geologic Structure and Faulting Based on our geologic observations during site grading and our professional experience on adjacent sites, the Pauba formation is generally massive with local bedding on site that is generally flat to slightly dipping to the northeast to northwest. Although bedding is generally inclined eastward, local variations indicate that slight folding has occurred in the area. No faulting or indications of faulting were observed during this phase of grading operations. 3.4 Landslides and Surficial Failures Based on our review of the project geotechnical reports (Appendix A) and our geologic mapping during the current grading operations, there is no indication of landslides or other significant surficial failures within the subject tract. However, due to the granular nature of the subject site soils, unprotected or unplanted slopes may be subject to erosion. 3.5 Groundwater Groundwater or subsurface seepage was not encountered during this phase of grading. However, after the completion of grading and establishment of site irrigation and landscaping, shallow groundwater conditions may occur. If encountered after grading, steps to mitigate any resulting seepage should be made by the homeowner, on a case-by-case basis. 3.6 Expansion Testing of Finish Grade Soils Expansion index tests were performed on representative finish grade soils of the subject lots. Test results indicate the finish grade soils have a very low to low expansion potential per the Uniform Building Code (UBC) criteria. The test results and procedures are presented in Appendix C. 3.7 Soluble Sulfate Testing of Finish Grade Soils Soluble sulfate testing of representative near surface soils was performed. The test results indicate the finish grade soils have a negligible concentration of soluble sulfates (less than 150 ppm). The sulfate content test results are also presented in Appendix C. -5- -DI ::::::: ~ -- ~-~::::. ~-='- I I I I I I I I I I I I I I I I I I I 11871347-031 4.0 CONCLUSIONS 4.1 General The grading of Tract 23101-5 (Lots 1-27) and Tract 23101-6 (Lots 1-36 and Park Site Lot 37), and associated roadways and slopes were performed in general accordance with the project geotechnical reports, geotechnical recommendations made during grading and the City of Temecula requirements. It is our opinion that the subject tract is suitable for its intended residential use provided the recommendations included herein and in the project geotechnical reports are incorporated into the design and construction of the residential structures and associated improvements. Ongoing maintenance of slopes and drainage facilities is one of the most important factors in reducing the risk of future soil-related distress. 4.2 SUmmary of Conclusions . Geotechnical conditions encountered during rough grading were generally as anticipated. . Potentially compressible existing desiccated fill soils and recent alluvium were removed to competent material during the grading operations. . All cut slopes and fill slopes within the subject tract were constructed at slope inclinations of 2: 1 (horizontal to vertical) or flatter. The slopes were initially constructed during the previous rough- grading operations under the observation and testing of Leighton (Appendix A). It is our opinion that the slopes on the tract are surficially and grossly stable (under normal irrigation/precipitation patterns) provided the recommendations in the project geotechnical reports are incorporated into the post-grading, construction and post-construction phases of site development. . Fill soils were derived from onsite soils. Fill soils were tested to have at least 90 percent relative compaction (based on ASTM Test Method 01557) and a near-optimum moisture content in accordance with the recommendations of the project geotechnical reports and the requirements of the City ofTemecula. . The expansion potential of the finish grade soils on the completed residential lots is in the very low to low range (per UBC I8-I-B). The potential for sulfate attack to concrete is considered negligible. Expansion and sulfate testing of the park site area should be performed after fine grading and when building locations are established. . The potential for ground-surface rupture on the site due to a seismic event is considered to be low to nil; however, strong ground shaking should be expected 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. - 6- ::::;::11 ;:::: -- ~ ~::::. ~ -.;:: \6. I I I I I I I I I I I I I i I I I I I I 11871347-{)31 5.0 RECOMMENDATIONS 5.1 Earthwork We anticipate that future earthwork at the site will consist of finish grading of the building pads, trench excavation and backfill, preparation of street subgrade, and placement of aggregate base and asphalt concrete pavement. We recommend that earthwork on the site be performed in accordance with the following recommendations and the City of Temecula grading requirements. 5.1.1 Excavations Due to.the relatively high density characteristics and coarse nature of the onsite soils, temporary excavations with vertical sides, such as utility trenches, should remain stable to depths of 5 feet or less for the period required to construct the utility. However, in accordance with OSHA requirements" excavations between 5 and 15 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 ComDaction All backfill or fill soils should be brought to near-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 01557-91). The optimum lift thickness required to produce uniform compaction will depend on the type and size 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 Design Considerations The proposed foundations and slabs of the single-family residential and Park Site structures should be designed as conventional foundations/slab systems in accordance with structural considerations and recommendations presented herein. Soils with very low to low expansion potential and negligible potential for sulfate attack to concrete have been placed on the lots within the tract. 5.2.1 Conventionallv-Reinforced Foundations Conventionally-reinforced foundations should be designed and constructed in accordance with the recommendations contained in Table 1 at the rear of the text. Based on the expansion testing of the finish grade soils during grading, the soils on the subject lots have a very low to low expansion potential (expansion index between 0 and 50 per UBC 18-I-B). The recommended vapor barrier should be sealed at all penetrations and laps. Moisture vapor transmission may be additionally reduced by use of concrete additives. Moisture barriers can retard but not eliminate moisture vapor movement from the underlying soils up through the slabs. We recommend that the f1oor-covering installer test the moisture-vapor flux rate prior to attempting applications of the flooring. "Breathable" floor coverings should be considered, if the vapor flux rates are high. A slipsheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tiles, etc.) are to be placed directly on the concrete slab. - 7 - ~U.~ \\ ~ -:: I 11871347-031 I I I Our experience indicates that use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often aggravated by a high water/cement ratio, high concrete temperature at the time of placement, small norninal aggregate size and rapid moisture loss due to hot, dry and/or windy weather conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low slump concrete (not exceeding 4 to 5 inches at the time of placement) can reduce the potential for shrinkage cracking. I Conventional footings may be designed for an allowable bearing capacity of 2,000 psf with a minimum depth of embedment of 12 inches. The bearing capacity may be increased by 600 psf for each additional foot of embedment. The above bearing capacity values are based on a total and differential short-term settlement of 3/4 and 1/2 inch, respectively. Short-term settlement is anticipated to occur upon application of the footing load or shortly thereafter. I I I I I I I I I I Conventional footing/slab systems may be enhanced by structurally tying the slabs-on- grade to the perimeter and interior footings as directed by the structural engineer. The slab and footings may be poured monolithically to further unitize the system. 5.2.2 Moisture Conditioning The slab subgrade soils should be presoaked in accordance with the recommendations presented in Table 2 (presented at the rear of text) prior to placement of the moisture barrier and slab concrete. 5.2.3 Foundation Setback from Slooes We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining walls, pads, 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 rninimum of H/2, 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 pools, retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. Providing a deepened footing or a pier and grade-beam foundation system to support the improvement may mitigate potential distress to such improvements. The deepened footing should meet the setback as described above. 5.2.4 Anticioated Settlement I I I Settlement is anticipated to occur at varying times over the life of the project. Short-term settlement typically occurs upon application of the foundation loads and is essentially completed within the construction period. The estimated magnitude of this settlement is provided in Section 5.2.1. - 8 - ---II ::::::; - ;::; -- -.: -~.::: ~ -aiii: ~z:,. I I I I I I I I I I I I I ,I I I I I I I 11871347-031 5.2.5 Structure Desil1l1 Conventional footings may be designed for an allowable bearing capacity of 2,000 psf for a continuous footing 12 inches wide and 12 inches deep (single-story) or isolated pad footing 24 inches square and 12 inches deep (single-story). The above bearing capacity values are based on a total and differential short-tem settlement of * and 'h inch, respectively in 30 feet. Short-term settlement is anticipated to occur upon application of the footing load or shortly thereafter. Post- construction total and differential settlement on very low expansive fIll soil due to compression within the fIll is not anticipated to be signifIcant for the subject lots. We estimate that differential settlement due to compression within the fIll (beyond 30 days) or dynamic densifIcation due to strong seismic shaking should be low magnitude and on the order of ',4 -inch or less in 30 feet. A lateral bearing of 250 pounds per square foot at a depth of 12 inches may be used in the design. This may be increased by 250 pounds per square foot, for each additional 12 inches in depth to a maximum lateral bearing of 2,000 pounds per square foot. A sliding coefficient of 0.35 may be used in the design. When combining lateral bearing with sliding, either lateral bearing or sliding should be reduced by 50 percent. Conventional footing/slab systems may be enhanced for improved performance by structurally tying the slabs-on-grade to the perimeter and interior footings as directed by the structural consultant for this project. The slab-on-grade and footings may be poured monolithically to further utilize the system under full seismic load or differential settlement. Seismic shaking at the subject site can be mitigated by adhering to the 1997 Uniform Building Code (UBC) and state-of-the-practice seismic design parameters of the Structural Engineers Association of California. Seismic design parameters in accordance with the 1997 provided below: Seismic Zone = 4 Seismic Source Type = B Near Source Factor, Na = 1.3 Near Source Factor, Nv = 1.6 Soil ProfIle type = Sc Horizontal Peak Ground Acceleration = 0.45 (10% Probability in 50 years) 5.2.6 Concrete Tvoe Laboratory tests indicate the near surface soils have a negligible concentration of soluble sulfates. Accordingly, concrete in contact with earth materials should be designed in accordance with Table 19-A-4 of the Uniform Building Code (UBC, 1997) for a soil with a negligible sulfate concentration. 5.3 Lateral Earth Pressures and Retaining Wall Desil1l1 Considerations The recommended lateral pressures for the site soil (expansion index less than 51 per UBC 18-I-B) and level or sloping backfill are presented on Table 3. -9- ~UI==- ~ -- ~-~- ~ -: \~ II I i I I I I I I I I I I I I I I I I I I 11871347-031 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. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static groundwater and backfilled with soils of very low to low expansion potential is provided in Table 3. Tbe equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the geotechnical engineer should provide the equivalent fluid pressure values on an individual-case basis. The geotechnical and structural engineer should evaluate surcharge loading effects from the adjacent structures. 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. For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. 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. Tbe 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 pressure. 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. Wall backcut excavations less than 5 feet in height can be made near vertical. For backcuts greater than 5 feet in height, but less than 15 feet in height, the backcut should be flattened to a gradient of not steeper than 1:1 (horizontal to vertical) slope inclination. For backcuts in excess of 15 feet in height, specific recommendations should be requested from the geotechnical consultant. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method 01557- 91). The granular fill 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 back cut slopes may result in some localized slope instability. Foundations for retaining walls in competent formational soils or properly compacted fill should be embedded at least 18 inches below lowest adjacent grade and in accordance with section 5.2.4 (Foundation Setback from Slopes). At this depth, an allowable bearing capacity of 2,600 psf may be assumed. 5.4 Concrete Flatwork In order to reduce the potential for differential movement or cracking of driveways, sidewalks, patios, or other concreteflatwork, welded wire mesh reinforcement consisting of 6x6-1O/10 or No.3 rebars at 24 inches on center (each way) is suggested along with keeping pad grade soils at an elevated moisture content. - 10- :::::::11 ;::; -- ~-~== ~ -.:: \"\ I I I I I I I I I I I I I I I I I I I 11871347-031 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 Homes, based on Lennar Homes 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 Homes, 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. - 13 - ~U&== ~ -: /I \~ II I I I I I. I I I I I I I I I I I I I 11871347-031 selection. For large graded slopes adjacent to open space areas, we recommend native plant species be utilized and that irrigation be utilized only until plants are well established. At that time, irrigation could be significantly reduced. Upon sale of homes, maintenance of lots and common areas by the homeowners and homeowner's association, respectively, is recommended. Recommendations for the maintenance of slopes and property are included in Appendix C for your review and distribution to future homeowners and/or homeowner's associations. 5.9 Construction Observation and Testing 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. Foundation design plans should also be reviewed by the geotechnical consultant prior to excavation. - 12 - :::::::01 ;:::; - ~ ~== ~ -.;;;: \c.. II I I I I I I I I I I I I I I I I I I 11871347-031 5.5 Pavement Desil!J1 Final pavement designs have been calculated and presented in our referenced report (Leighton 1999). R-value tests taken on the street subgrade soils upon completion of the street improvement operations were utilized in the calculations. The upper 12 inches of subgrade soils should be scarified, moisture- conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method 01557-91. The aggregate base material should also be compacted to 95 percent relative compaction (based on ASTM Test Method 01557-91). 5.6 Control of Surface Water and Drairuuze Control To prevent infiltration of water beneath structural foundation and prevent saturation of near-surface soils, we have provided the following drainage recommendations. Positive drainage of surface water should be provided 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. No water should be allowed to pond adjacent to buildings. Where limited by 5-foot side yards, drainage should be directed away from foundations for a minimum of 3 feet and into a collective 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 desigued 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 pennitted 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 groundwater 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. Mitigation of these conditions should be performed under the recommendations of the geotechnical consultant on a case-by-case basis. 5.7 Graded Slopes It is recommended that all graded slopes within the tract 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. Over- steepening of existing slopes should be avoided during Rough grading and construction. Retaining structures to support graded slopes should be designed with structural considerations and appropriate soil paral}leters provided in Section 5.3. 5.8 Irrigation. LandscaDing and Lot Maintenance Site irrigation should be controlled at all times. We recommend that only the minimum amount of irrigation necessary to maintain plant vigor be utilized. For irrigation of trees and shrubs, a drip irrigation 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 - 11 - -DI ;::::::: - ;::::: -- ~ -.::; ~- ~ -- \1 I I I I I I I I I I I I I I I I I I I \ ~ ~ <( u " NORTH ~ ~ <( B " V VISTA DEL MON s ,. ~ 1< PROJECT SITE ~ ~ ~"tJ>l eJ>l.ll: c<O",51~ COl<!f BAS E MAP: Thomas Bros. GeoFinder for Windows. Riverside County. 1995. Page 959 o 1000 2000 4000 1"=2,000' Scale in Feel Tract 23101-5 and 23101-6 SITE LOCATION MAP Project No. 871347-031 Date March 2000 iii Figure No. 1 ~ - - . - - - - - - - - - ~:~::~~~~t~~!~!~;~~~~~11111 WALL FOOTING III I I I I RETAINING WALL WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS FINISH GRADE SOIL BACKFILL. COMPACTED TO 90 PERCENT RELATIVE COMPACTION * 18111111 ~iitflt~~:.- I-:"""Oh~ :;.~_~:t:t:t~- 0,.1... .. ~ I ::==-==-==-==-==-:=-" 106" MIN, 0 ~~~~~- FILTER FABRIC ENVELOPE OVERLAP _~___ ( o 0 0 . :t:t:t~ MIRAFI 140N OR APPROVED I . :t~~ EQUIV ALENT) *'* o 0, "':..-::..-:..-= o ..:----:::~ 10 l' MIN. :_--'1 I 0 0 o I; ~~ 0, 3/4"-101/2" CLEAN GRAVEL ** 4" (MIN.).DIAMETER PERFORATED PVC PIPE (SCHEDULE 40 OR EQUIVALENT) WITH PERFORATIONS ORIENTED DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT TO SUITABLE OUTLET -;'I/'::I~ (_ 11 3" MIN. NOT TO SCALE .' ~ COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT RETAINING WALL DRAINAGE DETAIL SPECIFICAT:OIIS FOR CALTRANS CLASS 2 PERr1E.;SLE MATERIAL U.S. Standara Sieve Size ~ Passino 1" 3/.111 3/8" No. 4- No. 8 ,~o. 30 ,10. 50 110. 200 100 90-100 40-100 25-JO 18-23 5-;" 0-7 0-3 Sand Eaui '/a j ent > 75 UEPRINT SOURCE &. SUPPLY ltJ5"6J *BASED ON ASTM 01557 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4"-1'112" GRAVEL, FILTER FABRIC MAY BE DELETED. CAL TRANS CLASS 2 PER MEABLE MATERIAL SHOULD BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION * NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS N'llRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2. INSTALLATION SHOULD BE PERFORM:D IN ACCORDANCE WITH MANUFACTURER'S SPECIRCATlONS. Project No. Scale Engr.lGeol. Drafted By Date 11871347-031 Not to Scale A TGIRFR m[ll March 2000 104Z 889 Figure 2 'If. I I I I -~ -- 00 I lZ). g ~J ~." ~." -8 - ~ .......g. -Er 'iii 'iii f: c 8 r ., ., ~ ~f ~<l ~~ ~ r Wi z., H ..:!l g,~ "'~ -g. n z~ OC:!l ." ~ ~oo g ~ Q.O ~ -~ I; 8. ~ III ff I&,oo ll, ~. ~ t:: ., g. il'&' ., U t ~ ~ !l! 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'W ~S i: f ~!r Sll,o. 1 @,I,' . :i~ ~. ~ ~ ' i ':' ~[ ~ oo, r [ H~ g E.@q !iU = II ~ go ~ t'< 3. . ~ ~ q Ii Il ~1 11[ I [ 5' ~ I I I I I I I I I I I I I I I I I I I 11871347-031 Table 2 Presoaking Recommendations Based on Finish Grade Soil Expansion Potential Lot Number Expansion Potential Presoaking (UBC IS-I-B) Recommendations Tract 2310 1-5 Lots 1-27; Very Low Near optimum moisture content to a depth of Tract 23101-6 6 inches below slab subgrade Lots 1-6,17-36 Tract 23101-6 1.2 times optimum moisture content to a Lots 7-16 Low depth of 12 inches below slab grade Table 3 Lateral Earth Pressures Equivalent Fluid Weight (pcf) Conditions Level Backfill 2: 1 Slope Backfill Active 35 55 At-Rest 55 65 Passive 350 - Pv II I 1 -. I I I I I I I. I I I ~I I I I '~I 11871347-031 APPENDIX A References Leighton and Associates, Inc., 1990a, Geotechnical Review of Rough Grading Plans, Tract 23101, Chateau Marlboro, Rancho California, Riverside County, California, Project No. 11871347-12, dated January 9, 1990. , 1990b, Geotechnical Report of Rough Grading, Tract 23101-1, Residential Development, Temecula, Riverside County, California, Project No. 11871347-05, dated May 22, 1990. , 199Oc, Geotechnical Review of Rough Grading Plans, Tract 23100, Chateau Marlboro, Temecula, Riverside County, California, Project No. 11871347-14, dated June 22, 1990. , 1997, Geotechnical Review of Site Conditions and Update of Geotechnical Reports, Tracts 23101-5 (Lots 1-16) and 23101-6 (Lots 19-28), Chardonnay Hills, City of Temecula, California, Project No. 11871347-027, dated August 19, 1997. , 1998, Geotechnical Review of Site Conditions and Update of Geotechnical Report, Tract 23101-5 (Lots 1-27) and 23101-6 (Lots 1-37), Chardonnay Hills, City of Temecula, California, Project No. 11871347-028, dated August 27, 1998. , 1999a, Pavement Section Design, Promenade Chardonnay Hills, Tract 2310 1-6, Chardonnay Hills, City ofTemecula, Riverside County, California, Project No. 11871347-031, dated October 29, 1999. , 1999b, Pavement Section Design, Burgess Court, Culbertson Lane, Promenade Chardonnay Hills, Chemin Chevalier, Chemin Domaine, Rue Jadot and Chemin Coutet, Tract 23100-6, 23100-7, 23101-5 and 23101-6, Chardonnay Hills, City of Temecula, Riverside County, California, Project No. 11871347-031, dated December 6, 01999. May Group, 1997, Rough Grading Plans, Tract 23101, Revisions 8/11/97 by May Group (Original Engineer, Community Engineering Services), 5 sheets, revised plan no. LD-94- 181-GR. Petra Geotechnical, Inc., 1997, Geotechnical Report of Rough Grading and Post-Grading During Sewer Line Backfilling Operations, Tracts 23100-4 and 23101-3, City of Temecula, Riverside County, California, dated February 7, 1997. ~II=;:: 1-1, ~ ~.::: -- A-I I I I I I I I I I I I I I I I I I I I 11871347-031 APPENDIX B EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS Test No. Test of I Test No. I I Test of I Prefix Test of Abbreviations Prefix Test of Abbreviations (none) GRADING Natural Ground NG (SG) SUBGRADE Original Ground OG (AB) AGGREGATE BASE Existing Fill EF (CB) CEMENT TREATED BASE Compacted Fill CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG (S) SEWER Curb C (SD) STORM DRAIN Gutter G (AD) AREADRAIN Curb and Gutter CG (W) DOMESTIC WATER Cross Gutter XG (RC) RECLAIMED WATER Street ST (SB) SUBDRAIN Sidewalk SW (G) GAS Driveway D (E) ELEClRICAL Driveway Approach DA (I) TELEPHONE Parking Lot PI.. (1) JOINT UTIIITY Electric Box Pad BE (I) IRRIGATION Bedding Material B Shading Sand S Main M Lateral L Crossing X Manhole MIl Hydrant Lateral HL Catch Basin CB Riser R Inlet I (RW) RETAlNlNG WAll (P) PRESATURATION (CW) CRIB WALL (LW) LOFFEIJ.. WALL Moisture Content M (SF) SlRUCT FOOTING F,ooting Bottom F Backfill B Wall Cell C (IT) INTERIOR TRENCH Plumbing Backfill P Electrical Backfill E N represents nuclear gauge tests that were petformed in general accordance with most recent version of ASTM Test Methods D2922 and DJOI? 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Z P ;lII:II;:IC';lII:II;lII:lI , '" .................... , m - . ~ .... 0000 , "TIZ"TIZ , '" . 7< Vi Vi Vi Vi , '" 0 N"'.......... , ,. >0 0 (}q I I I I I I I I I I I I I I I I I I I APPENDIX C Laboratory Testing Procedures and Test Results 1l871347-Q31 Exnansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2. Specimens were 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 were loaded to an equivalent 144 psf surcharge and inundated with tap water until volumetric equilibrium was reached. The results of these tests are presented in the table below: r~J.f.IJII: ................. .:.:<.,.:.:.:.:.".:.:.~:.:.:.: ................. /' EI0 Ell E12 E12A E13 E14 E15 E16 E17 Representative Lots E4 Tract 23101~ T "t.,,_,(; Tract 23101~ Lots 27-31 Tract 23101~ Lots 22-26 Tract 23101~ Lots 17-21 Tract 23101~ Lots 12-16 Tract 23101-5 Lots 13-16 Tract 23101-5 Lots 9-12 Tract 23101-5 Lots 5-8 Tract 23101-5 Lots 1-4 Tract 23101-5 Lots 17-21 Tract 23101-5 Lots 22-25 Tract 23101~ Lots 7-11 Tract 23101~ Lots 3~ Tract 23101~ Lots 1-2 Tract 23101-5 Lots 26-27 E5 E6 E7 E8 E9 · per UBC, 1997, 18-I-B. Sample Location Sulfate Content (ppm) Expansion Index Lot 36 < 150 o Lot 30 o < 150 Lot 25 < 150 2 Lot 20 10 < 150 Lot 14 < 150 22 Lot 14 < 150 3 Lot 11 < 150 o Lot 7 o < 150 Lot 3 o < 150 Lot 18 < 150 5 Lot 22 o < 150 Lot 10 30 < 150 Lot 5 11 < 150 Loti < 150 6 Lot 26 < 150 4 C-l Expansion Potential. Very Low Very Low Very Low Very Low Low Very Low Very Low Very Low Very Low Very Low Very Low Low Very Low Very Low Very Low 1>..\ I I I I I I I I I I I I I I I I I I I 11871347-031 APPENDIX C (Continued) Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method 01557. The results of these tests are presented in the table below: Maximum Optimum Sample Sample Description Dry Moisture Location Density Content (pet) (%) 1 Dark brown, silty, fine to coarse SAND 131.0 7.5 5 Olive tan, silty, fine SAND 124.5 10.5 9 Tan-olive, silty fine SAND 114.0 15.5 10 Tan brown, silty, fine to medium SAND 129.5 9.0 11 Tan, fine to medium SAND, trace of CLAY" 118.5 12.5 14 Tan brown, silty, medium to coarse SAND 129.5 10.0 15 Orange-brown, sandy CLAY; with silt 129.0 9.5 16 Orange-brown, fine to medium SAND, with CLAY 126.0 10.5 18 Gray tan, fine to coarse SAND 120.0 9.0 20 Dark brown SAND 131.5 8.0 21 Orange brown SAND 131.0 8.5 C-2 * I I I I I I I I I I I I- I I I I I I I 11871347-{)31 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 :furniliarize 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 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. f) Slopes should not be altered without expert consultation. Whenever a homeowner plans a significant topographic modification of the lot or slope, a qualified geotechnical consultant should be contacted. D-l ~?/ '. I I I . I I I . I I I I I I I I . I 11871347-031 APPENDIX 0 (Continued) g) If the homeowner plans modification of cut or natural slopes within his property, an engineering geologist should be consulted. Any oversteepening may resuh in a need for expensive retaining devices. Undercutting of a tocxlf-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. " Inadequate 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. bA 0-2