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HomeMy WebLinkAboutCT 02-29; Villas de La Costa - Building Pads 1 - 10; Grading Report; 2004-07-19PACIFIC SOILS ENGINEERING. INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (858) 580-1713. FAX' (858) 560-0380 - TRIMARK HOMES 613 West Valley Parkway, Suite 200 Escondido. CA 92025 - Attention: Mr. Paul Faye July 19,2004 Work Order 400942 Subject: Project Grading Report, Building Pads 1 through 10, Vil- las de La Costa, in the City of Carlsbad, California Foundation Design Parameters, Building Pads 1 through 10, Villas de La Costa, in the City of Carlsbad, Califor- nia, Pacific Soils Engineering, Inc., dated July 9,2004 (Work Order 400942) - References: Preliminary Geotechnical Investigation and Grading Plan Review, Casa La Costa, City of Carlsbad, CA, by Pacific Soils Engineering, Inc., dated October 9,2003 (Work Or- der 400942) Gentlemen: Presented herein are Pacific Soils Engineering, Inc.'s (PSE) geotechnical data and compaction test results pertaining to the completion of Building Pads 1 through 10, Villas de La Costa, located in the City of Carlsbad, California. The subject site was graded between April and June of 2004. During this phase of grading, PSE observed and tested the rough and precise grading to prepare the site for multi-family residential building pads and associated improvements. Data and test results developed during this phase of grading are summarized in the text of this re- port and on the enclosed 20-scale grading plans (Sheets 4 and 5 of 8) prepared by Hunsaker & As- sociates. Also presented herein are foundation and slab recommendations based on field and labo- ratory testing of as-graded soil conditions. - - - Cuts, fills and processing of original ground covered by this report have been completed under PSEs testing and observation. Based on the testing and observation, the work is considered to be in general conformance with the City of Carlsbad grading code, the 20-scale grading plans, and the - referenced geotechnical reports. CORPORATEHEADQUARTERS LOS ANGELES COUNTY - TEL: (714) 220-0770 FAX: I7141 220-9569 TEL: (310) 3257272 or 1323) 775-6771 FAX: (7141 220-9589 RIVERSIDE COUNTY TEL 1909) 562-0170 FAX: 1909) 562-0176 SOUTH ORANGE COUNTY TEL 1714) 730-2122 FAX (714) 730-5191 - Work Order 400942 July 19,2004 Page 2 Slopes are considered surficially and grossly stable and will remain so under normal conditions. To reduce exposure to erosion, landscaping of graded slopes should be accomplished as soon as possible. Drainage berms and swales should be established and maintained to aid in long-term - - slope protection. 1.0 ENGINEERING GEOLOGY 1.1 Geologic Units The geologic units encountered during the grading of the subject building pads in- clude undocumented artificial fill (Map Symbol Qafu), artificial fill associated with adjacent roadways (Map Symbol QafR), alluvium (Map Symbol Qal) and the bed- rock of the Eocene-age Santiago Formation (Map Symbol Tsa). The as-graded dis- tribution of these units and approximate removal bottom elevations are presented on the enclosed 20-scale grading plans (Sheets 4 and 5 of 8). The following is a brief description of these units. 1.1.1 Undocumented Artificial Fill (Map Symbol Qafu) Undocumented artificial fill was encountered across most of the southwest two-thirds of the parcel, as well as the extreme northeasterly corner. The undocumented fill consisted of silty sands, sands, sandy clays and clays that were slightly moist to moist, loose to moderately dense, and soft to firm. The undocumented fill was removed in its entirety before placement of com- pacted fill throughout the majority of the site. A small portion of undocu- mented artificial fill remains in place at the extreme western and southern edge of the project adjacent to Centella Street, due to property line restric- tions. 1.1.2 Artificial Fill (Roadwavs) (Map Symbol QafR) Undocumented artificial fill associated with roadways surround the Villa de La Costa project on all but the southern side of the project. Reports or PACIFIC SOILS ENGINEERING, INC - Work Order 400942 July 19,2004 Page 3 documentation of the placement of this fill were not available. The fill ap- pears to be comprised of locally derived material. Roadway fill slopes, to a maximum height of fifteen (15) feet, toe-out onto the site subjacent to La Costa Avenue and Rancho Santa Fe Road. It is uncertain if topsoil, allu- vium or other documented fills were left-in-place below the roadway fills. 1.1.3 Alluvium (Map Symbol Qal) Alluvium deposits were encountered in canyon drainages below the un- documented fills onsite. These deposits consisted of reddish-brown to dark brown sandy clays and clayey sands that were slightly moist to moist, and moderately dense. Where possible, the alluvium was removed in its entirety before placement of compacted fill throughout the majority of the site. A small portion of alluvium remains in place at the extreme western edge of the project adjacent to Centella Street due to property line restrictions. 1.1.4 Santiago Formation (Map Symbol Tsa) Bedrock of the Santiago Formation underlies the site. The Santiago Forma- tion onsite consists of siltstones, claystones and sandstones that are slightly moist to moist and moderately hard to hard. The upper weathered zone of Santiago Formation was removed before placement of compacted fill. 1.2 Structure The onsite geologic structure is characterized according to the review of available literature, maps, and geologic mapping performed during grading. The bedrock of the Santiago Formation onsite exhibits northeast strikes with shallow dip angles (6- 8 degrees) to the northwest. Faulting was not observed onsite. 1.3 Corrective Grading No corrective grading in the form of stabilization fills or buttresses was required during this phase of grading. PACIFIC SOILS ENGINEERING. INC. Work Order 400942 July 19,2004 Page 4 1.4 Groundwater Groundwater was not encountered during the grading of the subject site. 1.5 Conclusions From an engineering geologic viewpoint, Building Pads 1 through 10, Villas de La Costa, in the City of Carlsbad, California are suitable for their intended residential use. 2.0 PROJECT GRADING 2.1 Compaction Test Results Compaction test results are presented in Table I (Appendix A). Approximate loca- tions are shown on the enclosed 20-scale grading plans (Sheets 4 and 5 of 8). Com- paction testing was conducted utilizing Campbell Pacific Nuclear test gauges (ASTM:D 2922 and D 3017) and the Sand Cone Method (ASTM:D 1556). 2.2 Removals 2.2.1 During this phase of grading, the removal of unsuitable material (alluvium and undocumented artificial fill) was accomplished in the majority of struc- tural fill areas to expose competent Santiago Formation bedrock materials. Property line restrictions limited total removals of undocumented fill and al- luvium in the western edge of the project adjacent to Centella Street. The as-mapped distribution of these units is shown on Sheet 5 of 8. No removals were performed within Lot 11, the temporarily remaining fire station in the north-central portion of the site. Vertical removals were per- formed around the perimeter of Lot 11 to minimize the structural influence of underlying undocumented fill and alluvium on this phase of grading. It is PSE's understanding that total removals of undocumented fill and alluvium PACIFIC SOILS ENGINEERING, INC. - Work Order 400942 July 19,2004 Page 5 in Lot 11 will be accomplished during the second phase of grading when the fire station is ultimately relocated. Prior to compacted fill placement, the exposed surface was scarified, mois- ture conditioned to near optimum moisture content and compacted in-place to a minimum 90 percent of the laboratory maximum density (ASTM:D 1557-91). 2.2.2 Removals, excavations, cleanouts and processing in preparing fill areas were observed by PSE's representative, prior to fill placement reported herein. 2.3 Compacted Fill Placement Fill consisting of the soil types indicated in Table I was placed in thin lifts [ap- proximately six- (6) to eight- (8) inches], moisture conditioned to optimum moisture content or slightly above, and compacted to a minimum 90 percent of the laboratory maximum dry density (ASTM:D 1557-91). This was accomplished utilizing self- propelled, rubber-tired compactors, along with heavy earth moving equipment. Each succeeding fill lift was treated in a similar manner. 2.4 DeDth of Fill Compaction testing was performed approximately for each one (1) to two (2) feet of fill placed. The maximum vertical depth of fill placed during this phase of grading is approximately twenty nine and one-half (29.5) feet beneath Building Pad No. 10. The maximum vertical depth of fill placed is summarized in Table II (Appendix A). 2.5 Cut/Fill Transition Building Pads Building Pads 1,2, 3,4,5,6,8,9 and 10 were cut/fill transition pads on which the cut and shallow fill portions of the pad were overexcavated a minimum of five (5) feet and replaced with compacted fill. PACIFIC SOILS ENGINEERING. INC. Work Order 400942 July 19,2004 Page 6 c 2.6 Fill Slope Construction 2.6.1 Fill slopes were overbuilt by at least two (2) horizontal feet and trimmed back to design grade. Upon grading completion, the slopes were shaped and further compacted by track walking. 2.6.2 Finish slope surfaces have been probed and/or tested and are considered to satisfy the project requirements and the grading codes of the City of Carls- bad. Slopes are subject to erosion and creep. As such, landscaping and imgation management are important elements in the long-term performance of slopes and should be established and maintained as soon as possible and through- out the life of the project. 2.7 Structural Influence Zone A structural influence zone exists in the western and northern edge of the site, as depicted on Sheet 5 of 8. Centella Street to the west and the existing fire station (Lot 11) to the north limited the possibility of complete undocumented fill and allu- vium removals. A structural influence zone has been established at a 1 : 1 projec- tion from the lower edge of the remaining undocumented fill and alluvium back up to the design grades. It is PSE's recommendation that the footings for the proposed buildings should be outside or extend by a minimum of twelve (12) inches below the projection of the structural influence zone. Any improvements, (utilities, con- crete flatwork, etc.) within the structural influence zone could be subject to potential settlement and should be evaluated by the geotechnical engineer on a case-by-case basis. PACIFIC SOILS ENBINEERING. INC. Work Order 400942 July 19,2004 EL4 EI-2 Page 7 8 120 High 9 92 High 3.0 PROPOSED DEVELOPMENT The subject site is scheduled for residential use. It is anticipated that one- and two-story, multi-family residential structures will be constructed utilizing wood-frame and slab-on- gade foundation systems. 4.0 DESIGN RECOMMENDATIONS 4.1 Expansion Index Tests Materials utilized for compacted fill ranged from "low" to "high" in expansion po- tential. Sampling of the post-grading soil conditions was conducted to determine the expansion index per UBC Standard No. 18-2. That evaluation revealed "me- dium" to "high" expansive materials on the subject building pads. Laboratory test data are presented in Table 4.1. TABLE 4.1 1 I 83 I Medium I Medium Medium EI-5 Medium EL6 1 5 I 69 1 Medium EL9 I 6 1 74 I Medium EI-3 I 7 I 62 1 Medium 10 I 56 I Medium 1 PACIFIC SOILS ENOINEERING, INC. Work Order 400942 July 19,2004 Page 8 4.2 Foundation Design Criteria Residential structures can be supported on conventional shallow foundations and slab-on-grade or post-tensioned slab/foundation systems. Based on the data pre- sented in Table 4.1, the following foundation design criteria are recommended. Allowable Bearing: 2000 lbs./sq. A. (assuming a minimum embedment depth of 12-inches and a minimum width of 12 inches). Lateral Bearing: 250 lbs./sq. ft. per foot of depth to a maximum of 2000 lbs./sq. ft. Sliding Coefficient: 0.35 Settlement: Building Pads 2 - 7.9. 10 Total = 3/4-inch Differential = 3/8-inch in 20 feet Building Pads 1, 8 Total =1 inch Differential = 1/2-inch in 20 feet The above values may be increased as allowed by Code to resist transient loads such as wind or seismic. Building Code and structural design considerations may gov- em. Depth and reinforcement requirements should be evaluated by the structural engineer. 4.3 Post-Tensioned Foundation Svstems If the developer elects to utilize post-tensioned slab/foundation systems, design and construction should be undertaken by firms experienced in the field. It is the re- sponsibility of the foundation design engineer to select the design methodology and properly design the following system for the soils conditions indicated herein. The slab designer should provide deflection potential to the project architect/ struc- tural engineer for incorporation into the design of the structure. The design parame- ters relating to edge moisture variation and differential swell according to the Post- - PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 - TABLE 4.2 POST-TENSIONED FOUNDATION DESIGN CRITERIA Page 9 Tensioning Institute (PTI) foundation design procedures as described in 1997 UBC Sections 18 14 and 18 17, are presented in Table 4.2. 1 CENTERLIFT [ EDGE LIFT 1 BUILDING I AII Perimeter I 12 InchDeep I 18 Inch Deep I 24 Inch Deep 30 Inch Deep CATEGORY 3.50 FootindSlab Dimensions inimum of 130 percent of optimum moisture at least 24 hours prior to plac- Minimum of 140 percent of optimum moisture at least 48 hours prior to plac- ing concrete to a depth of 12 inches. Foundation Category 111 Footinp Embedment If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that at least seven (7) feet are provided horizontally from edge of the footing to the PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 Page 10 4.4 Seismic Design Seismic design should be based on current and applicable building code require- ments and the parameters presented below in Table 4.3. The nearest known active fault is the Rose Canyon Fault Zone, located approximately 6.6 miles (10.7 km) from the subject site. Lot specific seismic soil profile types are listed on Table II. (Appendix A) TABLE 4.3 Seismic Design Parameters Recommended Values Seismic Parameter (1997 UBC) Lots Lots 1 (Dee Fill >lo ft Soil Profile Type sc SO Seismic Zone Factor 2 0.4 0.4 Seismic Coefficient Cu 0.40 No 0.44 No Seismic Coefficient Cv 0.56 Nv 0.64 Nv Near Source Factor Na 1 .o 1 .o Near Source Factor Nv 1 .o 1 .o Seismic Source Type B B 4.4.1 Seismically Induced Liquefaction or Dynamic Settlement Based upon PSE's observations during grading and due to the competency and density of the compacted fills and supporting bedrock, the potential for seismically induced liquefaction or dynamic settlement is considered to be very low. 4.5 Moisture Barrier Slab-on-grade foundation systems should be underlain with a moisture bamer to minimize the potential for moisture migration from the subgrade soils through the slab. It is recommended that the moisture bamer should also be placed below the PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 Page 11 garage slab. Minimally, it is recommended that the moisture barrier should consist of a 10-mil polyvinyl membrane. Care should be taken during construction so that the IO-mil polyvinyl membrane is not punctured or violated. Further, it is recom- mended that the polyvinyl membrane should be overlapped or glued at the joints to further reduce the potential of moisture and/or vapor migration. 4.6 Minimum Depth of Embedment For the subject site, where foundations for residential structures are to exist in prox- imity to slopes, the footings should be embedded to satisfy the requirements pre- sented in Figure 1. FACE OF FIGURE 1 HR\BUTNEEDNOT EXCEED IS FT (“572 m) MAX. 4.7 Backyard Improvements Future improvements such as patios, slabs, pools, and perimeter screen walls can be constructed within the setback zones; however, the design and siting of all such im- provements should be reviewed by a soil engineer who is familiar with hillside grading techniques, in general, and the site-specific conditions in particular. Foot- ings for the perimeter walls at the top of natural slopes should be founded in compe- tent, unweathered bedrock or compacted fill. This may require deepening to extend through weathered zones or colluviated areas adjacent to daylight cuts. All walls should be structurally separated at twenty- (20) foot, or less increments, and at per- pendicular comers PACIFIC SOILS ENQINEERING, INC. Work Order 400942 July 19,2004 Internal Friction Angle, 0 (degrees) Page 12 ~ ~~ 32 29 4.8 Retaining Wall Design Retaining wall foundations may be designed with the criteria presented in Section 4.2 and the following: TABLE 4.4 Soil Parameters Compacted Backfill Parameter I Cohesion. C (lbs./ft*) I 0 I 300 9 130 120 I 4.8.1 Earth Pressure Coefficients The following earth pressure coefficients may be used for design of retaining walls. TABLE 4.5 SELECT BACKFILL (y = 130, d= 32") Rankine Equivalent Fluid Level Backfill Coefficients Pressure (Dsf/lin.ft.) Coefficient of Active Pressure: & = 0.31 39.9 Coefficient of Passive Pressure: K, = 3.25 423.1 Coefficient of at Rest Pressure: I(, = 0.47 61.1 Rankine Equivalent Fluid 2 : 1 Backfill Coefficients Pressure (psf/lin.ft.) Coefficient of Active Pressure: K, = 0.47 61.1 Coefficient of Passive Pressure: Ascending Kp (+) = 8.61 1119.4 Descending Kp (-) = 1.23 160.5 Coefficient of At Rest Pressure: K., =0.85 110.5 PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 Page 13 4.8.2 Retaining Wall Foundations Retaining walls should be founded on compacted fill or bedrock. Founda- tion design for retaining walls should be in accordance with recommenda- tions presented in Section 4.2. 4.8.3 Other Design Considerations Additional surcharge loads should be included in addition to the values listed above. In addition, the design engineer should consider K,, (-) when retaining walls are positioned at the top of slopes and/or on the face of slopes. Retaining wall design should consider additional surcharge loads from supejacent slopes and/or footings, where appropriate. 4.8.4 Retaining Wall Backfill. Waterproofing and Drainaee Systems Cantilever and/or restrained retaining walls should be waterproofed to ac- commodate the anticipated irrigation water to minimize water marks. Addi- tionally, retaining walls should be backfilled with a free draining material (SE > 20) extending horizontally from the back of the retaining wall a minimum of one-half (0.5) the height of the retaining wall to within twelve (12) inches of grade (Figure 2). Backfill should be compacted to project specifications. Native soils shall be utilized in the upper twelve (12) inches. Drainage systems including should consist, as a minimum, of four- (4) inch diameter perforated drain line surrounded by four (4) cubic feet per lineal foot of three-quarters- (3/4) inch to one- (1) inch crushed rock wrapped with a suitable filter fabric, should be provided to cantilever and restrained retain- ing walls to relieve hydrostatic pressure. PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 Page 14 FIGURE 2 Retaining Wall Backfill m.T.S.) * OR AS MODIFIED BY A SPECIFIC REPORT 4 INCH PERFORATED PVC, SChEDULE 40, SDR 35 OR APPROVED ALTERNATE PLACE ROCK OR APPROVED ALTERNATE ANDMIRAF, ?40 FILTER FABRIC OR APPROL‘ED EQUIVALENT @ PERFCRA’IIONSDOWh AhDSURRCUNDWlTH OCU FT PERF7 OF 541hlCrl @ OPTIONAL. PLACE DRAIN AS SHOWN WHERE MOISTURE MIGRATION IS UNDESIRABLE 4.8.5 Footing Inspections Footing excavations for retaining walls should be observed by the project soil engineer or his representative. PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 Page 15 4.9 Temporary Constrllction Backcuts/Shorine Parameters Construction backcuts shall be excavated as per OSHA requirements. Soil parame- ters for use in shoring design are as follows: Unit Weight of Soil = 130 lbs./cu.ft I$ = 29 degrees C = 0 lbs./sq.ft. Ka = 0.35 K, = 2.88 ... External loads that may affect the shoring include: 1) groundwater; 2) adjacent un- derground conduits and utilities; 3) surface and sub-surface structures; 4) loading and vibration from traffic and construction equipment; and 5) loads that may be ap- plied by construction supplies and excavation soil. 4.10 Exterior Slabs and Walkways 4.10.1 4.10.2 4.10.3 Subgrade Moisture The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be moisture conditioned to a minimum of 130 percent of optimum moisture content prior to concrete placement. Slab Thickness Concrete flatwork and driveways should be designed utilizing four- (4) inch minimum thickness. Consideration should be given to constructing a deepened perimeter footing for concrete adjacent to landscaped areas. Control Joints Weakened plane joints should be installed on walkways at intervals of ap- proximately eight (8) feet. Exterior slabs should be designed to withstand shrinkage of the concrete. PACIFIC SOILS ENl3INEERING. INC. Work Order 400942 July 19,2004 Page 16 4.10.4 Flatwork Reinforcement Consideration should be given to reinforcing exterior flatwork using minimum reinforcement of No. 6 Welded Wire Mesh on 6 by 6 inches. 4.1 1 Chemical Testing Soluble sulfate testing has been conducted on the subject site. Laboratory tests in- dicate that subgrade soils possess "negligible" to "severe" sulfate concentrations in accordance with Table 19-A-4 (UBC 1997). Accordingly, structural concrete for Buildings 1 through 10 should be designed for "severe" sulfate exposure. Determi- nation as to the need and specification for sulfate resistant concrete and cathodic protection for metal construction materials should be provided by an engineer(s) specializing in corrosion. Test results are presented in Appendix B. 5.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS 5.1 Site Drainage Positive drainage away from structures should be provided and maintained. Roof, pad and slope drainage should be collected and directed away fiom the proposed structures to approved disposal areas. It is important that drainage be directed away from foundations. This is especially true in patio areas and greenbelt areas. The recommended drainage patterns should be established at the time of fine grading and maintained throughout the life of the structure 5.2 Service Utility Trench Backfill Service utility trench backfill should be accomplished in accordance with the pre- vailing criteria of the City of Carlsbad. PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 Page 17 5.3 Seismic Design Seismic design should be based upon current and applicable building code require- ments. 6.0 OWNER CONSTRUCTION AND MAINTENANCE RESPONSIBILITIES During and upon completion of mass grading of the subject site, representative soil samples were tested for expansive soil characteristics and soluble sulfate concentrations. The re- sults of these tests are presented in Table 4.1 and Appendix B of this report. In addition, certain lots contain manufactured slopes within or adjacent to the building pad area. All of these conditions should be considered in design, construction, and maintenance of owner improvements. The owners should be advised of certain responsibilities they must accept in consideration of these factors. Suggested information to educate the owners regarding these responsibilities is presented in Appendix C. We suggest that this information be pro- vided to the owners as part of an information packet. PACIFIC SOILS ENGINEERING, INC. - Work Order 400942 July 19,2004 Page 18 This report presents information and data relative to the mass grading and/or placement of compacted fill at the subject site. A representative(s) of this firm conducted periodic tests and observations during the progress of the construction in an effort to determine whether compliance with the project drawings, specifications and Building Code were being obtained. The presence of our personnel during the work process did not involve the direction or su- pervision of the contractor. Technical advice and suggestions were provided to the owner andlor his representative based upon the results of the tests and observations. Completed work under the purview of this report is considered suitable for the intended use. Condi- tions of the reference reports remain applicable unless specifically superseded herein. Respectfully submitted, Reviewed by: By: SHAWN D. HAVEN A. HANSON, CEG 990 Engineering Geology Associate Vice President Dist: (6) Addressee - (2) City of Carlsbad, Attn: Tim Fennesy (1) (1) Davidson Reinforcement, Attn: Ron Martin Hunsaker & Associates, Attn: Eric Sampson AB/JAC/SDH/JAH:brn:40942, July 19,2004 PACIFIC SOILS ENGINEERING, INC. APPENDIX A Tables I and 11 PACIFIC SOILS ENGINEERING, INC. - Work Order 400942 July 19,2004 TABLE I Soil Type Laboratory Maximum Density ASTM:D 1557-91 (All Soil Types) Soil Type & Description B - Green Silty Clay C D E F H - Olive Green Silty Clay - Light Brown Silty Clayey Sand - Dark Brown Silty Clayey Sand - Gray Silty Sand with Clay - Tan Brown Silty Sand with Clay Optimum Maximum Moisture Dry Density (Yo dn wt.) (lbs./cu.ft.) 16.5 18.5 13.9 12.4 13.3 13.1 LEGEND Non-Designated Test - Test taken in compacted fill. Test Location - Indicated by street and street stationing, or by building pad number. Elevation - Indicated by approximate field elevation (feet) above mean sea level. R, R2, etc. - Indicates retest of previously failing test in compacted fill. Depth (feet) below finished grade. 12.4 09.9 18.0 17.4 11.7 19.0 TEST TYPE N - Indicates test by Campbell Pacific Nuclear Test Gauge (per ASTM:D 2922-91 SC - Indicates test by Sand Cone Method (per ASTM:D 1556-90). and D 3017-88). PACIFIC SOILS ENOINEERING. INC. eb:400942, July 19,2004 Work Order 400942 July 19,2004 TABLE I (cont'd) Depth Test or Moisture Unit Dry Density Rel. Soil Test Proj. Date Number Test Location Elev. Opt. Field Max. Field Comp. Type Type Spec. 5\7\04 101 102 103 104 105 106 107 107R 108 Adj. Bldg. Pad 8 Calle Andar Sta. 10+50 Bldg. Pad 8 Bldg. Pad 8 Bldg. Pad 7 Bldg. Pad 7 Adj. Bldg. Pad 8 Adj. Bldg. Pad 8 Calle Andar Sta. 11+15 Note: Test #lo4 - fill removed and recompacted (see Test #I 12) 5110104 109 110 111 IllR 112 1 I3 1 I4 1 I5 115R 1 I6 117 118 Bldg. Pad 7 Bldg. Pad 8 Calle Andar Sta. 10+65 Calle Andar Sta. 10+65 Bldg. Pad 8 Bldg. Pad 7 Bldg. Pad 8 Bldg. Pad 8 Bldg. Pad 8 Bldg. Pad 7 Bldg. Pad 8 Bldg. Pad 7 250.0 13.9 15.6 118.0 253.0 13.9 16.0 118.0 256.0 13.9 16.5 118.0 258.0 13.9 22.0 118.0 258.0 16.5 20.5 112.4 260.0 18.5 23.8 109.9 259.0 18.5 22.0 109.9 259.0 18.5 22.6 109.9 262.0 18.5 21.1 109.9 107.4 91 D N 90 106.9 90 D N 90 109.6 92 D N 90 103.1 87 D N 90 103.9 92 B N 90 100.1 91 C N 90 98.4 89 C N 90 100.4 91 C N 90 101.2 92 C N 90 265.0 266.0 268.0 268.0 259.0 256.0 261.0 264.0 264.0 263.0 267.0 269.0 18.5 22.9 109.9 102.2 92 C N 90 18.5 21.1 109.9 100.9 91 C N 90 13.9 11.8 118.0 110.0 93 D N 90 13.9 19.1 118.0 107.1 90 D N 90 13.9 15.9 118.0 108.4 91 D N 90 13.9 14.8 118.0 106.6 90 D N 90 16.5 20.5 112.4 102.4 91 B SC 90 13.9 21.1 118.0 105.0 88 D N 90 16.5 20.3 112.4 102.1 90 B N 90 18.5 22.9 109.9 101.8 92 C N 90 16.5 20.4 112.4 103.5 92 B N 90 18.5 21.6 109.9 100.7 91 C N 90 511 1104 119 Bldg. Pad 10 258.0 13.9 16.5 118.0 103.7 87 D N 90 120 Bldg. Pad IO 261.0 13.9 17.4 118.0 102.5 86 D N 90 119R Bldg. Pad IO 258.0 13.9 17.2 118.0 108.1 91 D N 90 120R Bldg. Pad 10 261.0 13.9 16.1 118.0 104.6 88 D N 90 121 Bldg. Pad 7 275.0 16.5 20.5 112.4 103.1 91 B N 90 120R2 Bldg. Pad 10 261.0 13.9 15.1 118.0 110.0 93 D N 90 eb:400942, July 19,2004 1 Work Order 400942 July 19,2004 TABLE I (cont'd) Depth Test or Moisture Unit Dry Density Rel. Soil Test Proj. Date Number Test Location Elev. Opt. Field Max. Field Comp. Type Type Spec. 511 1/04 cont. 122 123 124 125 126 127 128 129 130 131 132 133 5/12/04 134 135 136 137 138 139 140 141 142 143 144 145 146 5/13/04 147 148 149 Bldg. Pad IO Bldg. Pad 7 Bldg. Pad 10 Bldg. Pad 8 Bldg. Pad 9 Bldg. Pad 8 Bldg. Pad 8 Bldg. Pad 9 Bldg. Pad 10 Via Iris Sta. 11+70 Adj. Bldg. Pad IO Bldg. Pad 10 Via Iris Sta. 12+05 Bldg. Pad IO Bldg. Pad 10 Bldg. Pad 4 Via Iris Sta. 11+95 Bldg. Pad 10 Adj. Bldg. Pad 8 Adj. Bldg. Pad 9 Bldg. Pad IO Bldg. Pad 7 Bldg. Pad 7 Via Iris Sta. 13+W Via Iris Sta. 12+20 266.0 16.5 21.1 112.4 102.5 91 B N 90 273.0 16.5 19.6 112.4 104.6 93 B N 90 263.0 16.5 21.9 112.4 102.9 91 B N 90 269.0 13.9 17.1 118.0 106.8 90 D N 90 270.0 13.9 18.0 118.0 108.0 91 D N 90 270.0 13.9 15.1 118.0 107.7 91 D N 90 271.0 12.4 14.2 117.4 105.8 90 E N 90 272.0 12.4 15.9 117.4 106.9 91 E N 90 257.0 16.5 20.1 112.4 103.0 91 B N 90 256.0 16.5 20.5 112.4 101.9 90 B N 90 269.0 12.4 17.1 117.4 109.0 92 E N 90 272.0 12.4 15.9 117.4 107.4 91 E N 90 260.0 12.4 17.6 117.4 263.0 12.4 17.0 117.4 271.0 12.4 17.6 117.4 275.0 16.5 20.7 112.4 265.0 12.4 17.2 117.4 270.0 13.9 18.1 118.0 270.0 13.9 16.7 118.0 274.0 13.9 15.2 118.0 269.0 13.9 18.0 118.0 277.0 13.9 16.5 118.0 275.0 16.5 20.5 112.4 274.0 16.5 21.4 112.4 275.0 16.5 19.9 112.4 105.7 90 E N 90 106.8 90 E N 90 106.2 90 E N 90 103.2 91 B N 90 105.9 90 E N 90 106.4 90 D N 90 109.5 92 D N 90 108.0 91 D N 90 107.1 90 D N 90 107.4 91 D SC 90 105.2 93 B N 90 103.0 91 B N 90 104.5 92 B N 90 Bldg. Pad 10 277.0 13.9 15.6 118.0 109.4 92 D N 90 Bldg. Pad 10 280.0 13.9 15.9 118.0 107.2 90 D N 90 Bldg. Pad 7 278.0 13.9 14.7 118.0 109.7~ 92 D N 90 2 eb:400942, July 19,2004 Work Order 400942 July 19,2004 TABLE I (cont'd) Depth Test or Moisture Unit Dry Density Rel. Soil Test Proj. Date Number Test Location Elev. Opt. Field Max. Field Comp. Type Type Spec. 5/13/04 cont. 150 Bldg. Pad 1 277.0 13.9 17.3 118.0 107.4 91 D N 90 151 Bldg. Pad 1 280.0 13.9 14.3 118.0 109.0 92 D N 90 152 Bldg. Pad 10 281.0 13.9 18.3 118.0 106.9 90 D N 90 153 Bldg. Pad 1 282.0 13.9 15.9 118.0 108.2 91 D N 90 154 Via Iris Sta. 13+65 284.0 13.9 15.5 118.0 109.1 92 D N 90 155 Bldg. Pad 10 282.0 13.9 16.1 118.0 107.6 91 D N 90 156 Bldg. Pad 9 276.0 13.9 15.4 118.0 105.1 89 D N 90 156R Bldg. Pad 9 276.0 13.9 14.1 118.0 107.0 90 D N 90 157 Bldg. Pad 9 276.0 13.9 15.6 118.0 108.4 91 D N 90 5/14/04 158 158R 158R2 159 160s 161 162 163 164 511 7/04 165 166 167 168 169 170 167R 170R 170R2 Bldg. Pad 9 Bldg. Pad 9 Bldg. Pad 9 Bldg. Pad 10 Bldg. Pad 1 Bldg. Pad 4 Bldg. Pad 4 Bldg. Pad IO Bldg. Pad 4 Bldg. Pad 5 Bldg. Pad 5 Bldg. Pad 5 Bldg. Pad 4 Bldg. Pad 4 Bldg. Pad 6 Bldg. Pad 5 Bldg. Pad 6 Bldg. Pad 6 277.0 13.9 12.0 277.0 13.9 14.7 277.0 13.9 15.1 283.5 13.9 15.6 285.0 13.9 16.1 283.0 13.9 14.4 285.0 13.9 14.8 279.0 12.4 15.1 287.0 13.9 11.2 118.0 118.0 118.0 118.0 118.0 118.0 118.0 117.4 118.0 283.0 13.9 15.1 118.0 284.0 13.9 16.0 118.0 285.0 13.9 14.0 118.0 288.0 13.9 17.1 118.0 289.0 13.9 16.8 118.0 290.0 13.9 10.2 118.0 285.0 12.4 14.5 117.4 290.0 13.9 12.0 118.0 290.0 13.9 15.2 118.0 104.1 88 D N 90 100.4 85 D N 90 107.1 90 D N 90 111.6 94 D SC 90 109.0 92 D N 90 108.4 91 D N 90 106.9 90 D N 90 105.8 90 E N 90 107.2 90 D N 90 110.1 93 D N 90 108.2 91 D N 90 104.0 88 D N 90 107.0 90 D N 90 107.8 91 D N 90 102.8 87 D N 90 105.8 90 E N 90 106.2 90 D N 90 107.9 91 D N 90 3 eb:400942, July 19, 2004 I Work Order 400942 July 19,2004 TABLE I (cont'd) Depth Test or Moisture Unit Dry Density Rel. Soil Test Proj. Date Number Test Location Elev. Opt. Field Max. Field Cornp. Type Type Spec. 5/17/04 cont. 171 Bldg. Pad 3 286.0 13.9 14.2 118.0 108.1 91 D N 90 172 Bldg. Pad 5 286.0 12.4 13.5 117.4 107.3 91 E N 90 5/19/04 173 174 175 176 177 178 179 Bldg. Pad 9 277.0 13.9 16.2 118.0 109.9 93 D N 90 Bldg. Pad 9 278.0 13.9 16.7 118.0 111.6 94 D N 90 Bldg. Pad 9 279.6 13.9 15.8 118.0 112.2 95 D N 90 Bldg. Pad 7 280.1 12.4 14.9 117.4 108.7 92 E N 90 Bldg. Pad 8 274.6 12.4 13.9 117.4 113.3 96 E N 90 Bldg. Pad 6 292.0 13.9 14.5 118.0 109.8 93 D N 90 Bldg. Pad 6 290.0 13.9 15.4 118.0 110.6 93 D N 90 5/20/04 180 Bldg. Pad 4 290.3 13.9 14.1 118.0 107.0 90 D N 90 1x1 Adj. Bldg. Pad IO 275.0 13.9 16.3 118.0 106.7 90 D N 90 5/26/04 182 Adj. Bldg. Pad IO 278.0 13.9 16.5 118.0 100.3 85 D N 90 I82R Adj. Bldg. Pad IO 278.0 13.9 14.4 118.0 110.5 93 D N 90 183 Adj. Bldg. Pad 10 279.0 13.9 14.1 118.0 103.4 87 D N 90 183R Adj. Bldg. Pad IO 279.0 13.9 14.2 118.0 111.1 94 D N 90 5/27/04 184 1x5 186 Bldg. Pad 5 287.6 13.9 14.6 118.0 108.1 91 D N 90 Bldg. Pad 3 288.0 12.4 14.1 117.4 106.4 90 E N 90 BIdg. Pad 3 287.0 12.4 13.6 117.4 108.4 92 E sc 90 5128104 187 Bldg. Pad 3 289.0 12.4 14.6 117.4 106.8 90 E N 90 188 Via Iris Sta. 14+65 287.0 13.9 15.6 118.0 109.4 92 D N 90 in9 Bldg. Pad 1 286.0 12.4 14.4 117.4 106.9 91 E N 90 190 Bldg. Pad 1 285.0 12.4 13.9 117.4 107.5 91 E N 90 4 eb:400942, July 19,2004 I i Work Order 400942 July 19,2004 TABLE I (cont'd) Depth Test or Moisture Date Number Test Location Elev. Opt. Field 6/1/04 191 Bldg. Pad 1 286.0 13.9 14.6 192 Bldg. Pad 1 287.0 13.9 15.4 193 Bldg. Pads 213 Slope Zone 293.0 13.9 14.0 6/2/04 193R Bldg. Pads 213 Slope Zone 293.0 13.9 14.5 I94 Bldg. Pads 213 Slope Zone 294.0 13.1 14.4 194R Bldg. Pads 213 Slope Zone 294.0 13.1 17.1 195 Bldg. Pad 3 290.2 12.4 15.1 613104 196 Bldg. Pad 1 288.0 13.1 18.8 197 Bldg. Pad 1 289.0 13.1 12.6 6/4/04 198 Bldg. Pad 2 294.0 13.1 15.1 198R Bldg. Pad 2 294.0 12.4 13.6 6/7/04 199 Bldg. Pad 2 295.0 12.4 12.7 200 Bldg. Pad 2 296.0 12.4 13.1 201 Bldg. Pad 2 296.0 13.1 13.4 6/8/04 202 Bldg. Pad 2 297.0 13.9 16.1 203 Bldg. Pad 2 297.2 13.9 16.4 6/9/04 204 205 191R 206 Bldg. Pad 6 291.0 13.1 16.5 Bldg. Pad 6 292.0 13.1 14.9 Bldg. Pad 1 289.0 13.1 15.6 Bldg. Pad 1 288.0 13.9 16.5 Unit Dry Density Rel. Soil Test Proj. Max. Field Comp. Type Type Spec. 118.0 107.7 91 D N 90 118.0 108.2 91 D N 90 118.0 103.1 87 D N 90 118.0 107.1 90 D N 90 119.0 102.1 85 H N 90 119.0 108.9 91 H N 90 117.4 108.7 92 E N 90 119.0 107.4 90 H N 90 119.0 103.4 86 H N 90 119.0 103.9 87 H N 90 117.4 105.7 90 E N 90 117.4 105.9 90 E N 90 117.4 106.4 90 E N 90 119.0 109.1 91 H N 90 118.0 106.8 90 D SC 90 118.0 108.9 92 D N 90 119.0 108.8 91 H N 90 119.0 111.4 93 H N 90 119.0 113.1 95 H N 90 118.0 109.9 93 D N 90 eb:400942, July 19,2004 5 I Work Order 400942 July 19,2004 TABLE I (cont'd) Depth Test or Moisture Unit Dry Density Rel. Soil Test Proj. Date Number Test Location Elev. Opt. Field Max. Field Comp. Type Type Spec. 6/10/04 6/15/04 6/16/04 6/17/04 6/18/04 6/23/04 207 208 209 210 21 1 212 212R 213 214 208R 208R2 215 216 217 234 235 236 Bldg. Pad 6 Northern Pad 293.5 msl Bldg. Pad 11 Bldg. Pad 1 Bldg. Pad 1 SE Comer SE Comer SE Comer SE Comer Northern Pad 293.5 msl Northern Pad 293.5 msl SE Comer Northern Pad 293.5 msl Bldg. Pad I Via Iris Sta. 12+35 Via Iris Sta. 11+70 Via Iris Sta. 11+20 293.0 292.0 280.0 282.0 285.0 301 .O 301.0 304.0 306.0 292.0 292.0 307.0 293.5 289.9 -2.0 -2.0 -2.0 12.4 13.1 16.5 16.5 16.5 13.1 13.1 16.5 16.5 13.9 13.9 13.9 13.1 13.1 13.3 13.3 13.3 14.8 12.8 18.5 16.7 17.6 14.6 16.0 17.2 16.8 17.4 15.6 16.4 13.6 13.2 16.7 16.4 16.9 117.4 119.0 112.4 112.4 112.4 119.0 119.0 112.4 112.4 118.0 118.0 118.0 119.0 119.0 111.7 111.7 111.7 106.4 104.4 102.6 102.2 103.4 102.3 107.3 102.8 101.6 100.4 108.2 107.1 112.4 111.5 100.7 103.5 103.1 90 87 91 90 91 85 90 91 90 85 91 90 94 93 90 92 92 E H B B B H H B B D D D H n F F F N N N N N N N N N N N N N N sc N N 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 6 eb400942, July 19,2004 L Work Order 400942 July 19,2004 TABLE I1 Maximum Depth of Fill and Seismic Soil Profile Type * Indicates cutifill transition lot on which the cut portion of the lot was overexcavated and replaced with compacted fill. PACIFIC SOILS ENGINEERING, INC. APPENDIX B Chemical Test Results PACIFIC SOILS ENGINEERING, INC. @ Del Mar Analytical 2852 Allon Ave.. lwiw CA 92606 (949) 261-1022 FAX 19491 261-1228 1014 E. CMky Dr.. Suite A, Colton. CA 92324 (909) 370-4667 FAX (9491 370.1046 9484 Chesapeake Or.. Suite 805. San Diego. CA 92123 (8581 505.85% FAX (858) 505-9689 9830 South 51sI SL, Suite 8-120, Phaenix. A2 85044 (480) 7850043 FAX 14801 7850851 2520 f. Sunre1 Rd. U3. Lar Vegar, M, 89120 (7021 798-3620 FAX (7021 798-3621 i Prepared For: Pacific Soils Engineering, Inc. 771 5 Convoy Court San Diego, CA 921 11 Attention: Ron Buckley 1, - f Project:400942G Sampled 06/09/04 Received:06/17/04 Issued:06/24/04 16:22 1 NELAP#01108CA CAELAP #1197 CSDLAC #lo117 :. The resrrlts listed within this Lnboratop Report pertoin only to the samples tested in the loboratoty The anulyser contained in this report - I werepetyo,med in uccordance with the applicable certijcations as noted. AI1 soil samples ai? reponed on a wet weight basis unless otherwise noted in the report. This Lnboratop Report is confidential and is intended for the sole itse of Del Mar Analytical and its client. This report shall not he reproduced. except in.fid1, without a'ritren permissionfiom Del Mar Anolytical. The Choin of Ctwody, I poge, is included ond is an integral part of this report. This entire report was reviewed and approwd for release. 1 ~ ,. .. ,. .. , , ..., . . ,. SAMPLE CROSS REFERENCE - LABORATORY ID INF1136-01 INFl136-02 CLIENT ID El-8 Lot 2 EI-IO Lot 1 MATRlX Soil Soil Reviewed By: Del Mar Analytical, lrvine Heather Bean For Amanda Cordova Project Manager . INF1136 <Page I of 5> - 2852 Alto" A=., lrvine CA 92606 (9491 261-1022 FAX 1949) 261-1228 1014 E. Cooky Dr., Suite A, Collon, CA 92324 19091 3704667 FAX (9491 370-1046 9484 Cherapeake Dr.. Suite 805. hn Diego. CA 921 23 18581 505-8596 FAX 18581 505-9689 9830 South 5lrlSl.. Suile 8-120, Phoenix, A2 85044 14801 7854043 FAX 14801 7850851 2520 E. Sunret Rd. X3, LasVegar, NV 89120 17021 798-3620 FAX 17021 798-3621 Del Mar Analytical i -! "1NII*L(-"xx.3 ** .., r<**a- .Mwaw~nr~.a-+,' 1 Attention: Ron Buckley F Pacific Soils Engineering, Inc. Project ID: 400942G 7715 Convoy Court Sampled: 06/09/04 San Diego, CA 921 11 Repon Number: INFI 136 Received: 0611 7/04 1. .,, ., ". ., , . . , 3 '" -*&,-e**,*, .,i INORGANICS '- Analyte Reporting Sample Dilution Date Date Data Method Batch Limit Result Factor Extracted Analyzed Qualifiers Sample ID INF1136-01 (E14 Lot 2 - Sail) Soluble Sulfate EPA 300.0 4F23055 0.00050 0.048 1 6/23/2004 6/23/2004 Sample ID: INFl136-02 (El-IO Lot 1 -Soil) Soluble Sulfate EPA 300.0 4F23055 0.0050 0.24 10 6/23/2004 6/23/2004 Reporting Units: % - Reporting Units: % Del Mar Analytical, Irvine Heather Bean For Amanda Cordova Project Manager - 2852 Allon Aw., lwine CA 92606 19491 261.1022 FAX 1949) 261.1 228 1014 E. Cmky Dr.. Suile A, Colton, CA 92324 19091 3704667 FAX I9491 370-1046 9484 Cherapeake Dr., Suite 805. hn Dw. CA 92123 18581 545-8596 FAX 18581 505-9689 9830 South 5lY Si.. Suile B-120. Phoenix. A2 85044 14801 785-9043 FAX I4801 785-0851 2520 E. Sunre1 Rd. Y3, Lar Vegar, NV 89120 (7021 790-3620 FAX I7021 798-3621 <> Del Mar Analytical Pa*:*%- ,*a">*rm.'" *w 2ew-7- : Pacific Soils Engineering, lnc. Project ID: 400942G i c Report Number: INFl136 Received: 0611 7/04 L ,: Attention: Ron Buckley i i .," ,,,.,. " __ , ., ."~..~ -M*=-aw>m---'-%*.~'%d - 77 15 Convoy Court Sampled 06/09/04 San Diego, CA 921 11 METHOD BLANWQC DATA - Analyte INORGANICS Reporting Spike Source %REC RPD Data Result Limit Units Level Result %REC Limits RPD Limit Qualifiers - 3atch: 4F2305S Extracted: 06/23/0 4 Blank Analyzed: 06/23/04 (4F230SSBLKl) Soluble Sulfate ND n.nn050 % LCS Analyzed: 06/23/04 (4F23055-BSI) -Soluble Sulfate 0.00974 n.ono5n Yo 0.0101 96 90-1 IO Matrix Spike Analyzed: 06/23/04 (4F23055-MSl) Source: INF1409-01 Soluble Sulfate 0.0113 n.nno5n % 0.0101 0.0018 94 8n-120 Matrix Spike Dup Analyzed: 06/23/04 (4F2305S-MSDI) Soluble Sulfate 0.0118 o.onosn % n.nini o.oois 99 so-120 4 20 Source: WF1409-01 - Del Mar Analytical, lrvine Heather Bean For Amanda Cordova Project Manager - The rrsalif perloin onlv lo IIZP samples resled in I/w lobormoo.. 7his rep'? shoN nor be reproduced, oeepi in,fiill wirhour wrfrren pern,iision.fiani Dei Mor Ano!i~Iical. INF1136 <Page 3 of 5> @ Del Mar Analytical 2852 Alton Aw., bine C4 92606 1949) 261-1022 FAX 19491 261-1228 1014 f. Cmley DE., Suile A, Collon. CA 92324 1909) 3704667 FAX (949) 370-1046 9404 Chernpke Dr., Suite 805. San Diego, CA 92123 1858) 505-8596 FAX 18581 505-9689 9830 South 5lrl SI., Suile 8.120, Phoenix. A2 85044 14801 7850043 FAX 1480) 785-0851 2520 E. Sunel Rd. X3, LasVegar, NV 89120 1702) 798-3620 FAX I7021 798-3621 . . .., L 7715 Convoy Court Sampled: 06/09/04 i San Diego, CA 92 1 1 1 1 Attention: Ron Buckley Report Number: INFl136 Received: 0611 7104 DATA QUALIFIERS AND DEFINITIONS - ND Analyte NOT DETECTED at or above the reporting limit or MDL, if MDL is specified RPD Relative Percent Difference Del Mar Analytical, lrvine Heather Bean For Amanda Cordova Project Manager ~ - ~ .... _,_". .__i ~~~ ~~ - 1014 E. Chlley Dr.. Suile A. &Iton, CA 92324 I9091 3704667 FAX (9491 370-1046 9484 Cherapeake Dr., Suite 805.5an Dw, CA92123 18581 505-6596 FAX I8581 505-9689 9830 South 51slSI.. Suile 8-120. Phoenix. AZ 85044 (4801 7850043 FAX 1480) 7850851 2520 E. Sunret Rd. #3, LarVegar, NV 89120 I7021 798-3620 FAX 17021 798.3621 <$ Del Mar Analytical ,. ,v.+;.,o *P. . . ,... , ., Pacific Soils Engineering, Inc. Project ID: 4009426 i 77 15 Convoy Court Sampled: 06/09/04 San Diego, CA 921 1 I ReportNumber: MF1136 Received: 06/17/04 Attention: Ron Buckle ,., ,.,., Certification Summary - Del Mar Analytical, lrvine Method Matrix EPA 300.0 Soil NELAP CA X X NV and NELAPprovide anal.vte spec& accrediiations. Analyie specific infolmation.for Del Mar Analytical may be obtained by contacting the laboratory or visiting our website ai w.dmalabs.com. Del Mar Analytical, Irvine Heather Bean For Amanda Cordova Project Manager - - 2852AllonAve. lwineCA92606 (949)251-1022 FAX(949)261-1228 1014 E. cwiey D,, sune A, coimn. CA 82324 ($09) 370-4567 FAX (949) 370-i~~ 9484 Chesapeake Dr.. Sulte 805. Sm Dlogo. CA 92123 1858) 50585% FAX (858) 505-9669 9830 SoUm 5191 Sl, Suite 0-120. PhDenix, A2 85W 1480) 785-0043 FAX (480) 7850851 2520 E Sunset Rd t3, Las Vegar, NV89120 (702) 798-2620 FAX (702) 798-3621 Del Mar Analytical ~ LABORATORY REPORT Prepared For: Pacific Soils Engineering, Inc. 771 5 Convoy Court San Diego, CA 921 1 I Attention: Brian McCormick Prqject: 400942-g Sampled: 05/14/04 Received: 05/27/04 Issued: 06/03/04 1620 LABORATORY ID INE1800-01 lNEl800-02 INE 1800-03 lNEl800-04 Reviewed By: - , . ..., ., ,' .i, i P Del Mar Analytical, Irvine liathlecn A. Rohb For Amanda Cord0\ ii PI-o.jcc1 hlanagrr SAMPLE CROSS REFERENCE CLIENT ID El 2 lot 9 El 3 lo1 7 El 4 lot 8 El 5 lot 4 MATRIX Soil Soil Soil Soil 2852AllonAve.. lwine CAS2606 (949) 261-1022 FAx(949)261-1228 1014 E. Cmley Dr., Suile A, Colton, CA 92324 (909) 3704667 FAX (949) 3701046 9484 Chesapeake Dr.. Suile 805. Sm Diego, CA 02123 (858) 5054596 FAX (858) 505-9689 9830 Soulh 51rt St, Suile 0-120. Phoenix, AZ 8% (480) 7850043 FAX (480) 785-0851 2520 E Sunset Rd. #3, Lar Vqlar. NV 891M (702) 7W-3620 FAX (702) 798-3621 @ Del Mar Analytical Pacific Soils Engineering, Inc. San Diego, CA 921 I I Attention: Brian McCormick - 77 I5 Convoy Court - Analyte Sample ID: INE1800-01 (El 2 lot 9 - Soil) Soluble Sulfate Sample ID. lNE1800-02 (El 3 lot 7 - Soil) Soluble Sulfate Sample ID lNE1800-03 (E1 4 lot 8 - Soil) Soluble Sulfate .?,ample ID: INE1800-04 (El 5 lot 4 -Soil) Soluble Sulfate Reporting Units: % - Reporting Units: % Reporting Units: % - Reporting Units: % Del Mar Analytical, lrvine Kathlccn A. Rohh For Anianda Coldin :I 1’roiei.i hl:inagrr Project ID: 400942-g Reoon Number: INE1800 INORGANICS Reporting Method Batch Limit EPA 300.0 4F01046 0.0050 EPA 300.0 4F01046 0.0050 EPA 300.0 4F01046 0.0025 EPA 300.0 4F01046 0.00050 Sampled: 05/14/04 Received: 05127IO4 Sample Dilution Date Date Data Result Factor Extracted Analyzed Qualifiers 0.37 IO 6/1/2004 6/1/2004 0.39 IO 6/1/2004 6/1/2004 0.080 5 6/1/2004 6/1/2004 0.033 I 611 12004 6/1/2004 2852AllonAve.. lNiMCA92806 (949)261-1022 FAX (949)261-1228 1014 E. cwley DC.. suite A. Cdton. CA 92x24 (909) 37&4867 FAX (949) 370.1 w6 - M84 Chesapeake Dr.. Suite 805. Ssn DWO. CA 92123 (858) 5018596 FAX (858) 505-9689 9830 Smlh 5151 St.. SuW 8-120. PhoBIX. AZ 85044 (480) 785-w43 FAX 1480) 7854851 2520 E. Sunset Rd 83, La5 VegaS. NV 89120 (702) 798-3620 FAX (702) 798-3621 <> Del Mar Analytical Pacific Soils Engineering, Inc. San Diego, CA 921 I I Attention: Brian McComick - 771 5 Convoy Court Project ID: 400942-g Report Number: INE1800 Sampled: 05/14/04 Received: 05/27/04 METHOD BLANWQC DATA - lNORGANlCS Analyte Reporting Spike Source %REC RPD Data Result Limit Units Level Result %REC Limits RPD Limit Qualifiers -9stch: 4301046 Extracted: 06/01/04 Blank Analyzed: 06/01/04 (4F01046-BLKI) Soluble Sulfate ND 0.00050 % LCS Analyzed: 06/01/04 (4F01046-BSl) Soluble Sulfate 0.0102 o.nnoso Y" 0.111 0 I 101 90-110 Matrix Spike Analyzed: 06/01/04 (4F01046-MS1) Soluble Sulfate 0.0107 0.00050 Yo 0.UI0I 0.00l0 96 80-120 Matrix Spike Dup Analyzed: 06/01/04 (4F01046-MSDI) Soluble Sulfate 0.0106 0.00050 % 0.0101 0.0010 95 80-120 I 20 - Source: INF0001-01 Source: INF0001-01 .- @ Del Mar Analytical Pacific Soils Engineering. Inc 77 15 Convoy Court San Diego, CA 92 I I I Attention: Brian McCormick Project ID: 400942-g Report Number: INE1800 2852AllonAve.. lwine CA9- (949)261-1022 FAX (949)261-1228 1014 E. Cdey Or, Suite A, Colton. CA 92324 (909) 3704667 FAX (949) 370-1046 9486 Chesapeake Or.. Suite 805, Sa" olego, CA 92123 (858) 50585% FAX (858) 505-9589 9830 Swlh 53sl SI.. Suite 5120, PMX. AZ 8% (180) 785M)43 FAX 1480) 7850851 2520 E. sunret ~d ~13. L~S vqas. NV 89120 (702) 798-3620 rAx (702) 7~mi Sampled 0511 4/04 Received: 05/27/04 DATA QUALIFIERS AND DEFINITIONS -ND Analyte NOT DETECTED a1 or above the reponing limit or MDL, if MDL is specified. RpD Relative Percent Difference <> Del Mar Analytical Pacific Soils Engineering, Inc San Diego, CA 92 I I 1 Attention: Brian McCormick - 771 5 Convoy Court Project ID 400942-g Report Number: INE1800 2852'AnonAve.. lrvlneCA92MB (949)261-1022 FAX (949)261-1228 1014E.~yDr.,S~~A,Colfon,CA92324 (W)3104661 FAX (949)37O-lW 94&1 Chesapeake Dr.. Suile 805. Ssn Diw. CA 92123 (858) 5054596 FAX (858) 5059689 9830 South 5161 Sl.. Suite 0-120. Pbenix. AZ 85044 (4801 785-0043 FAX (480) 7850851 2520E. Sunset Rd. X3, LasVegar. NV89120 (702)798-3620 FAX (702) 798-3621 Sampled: 05/14/04 Received: 05127/04 Certification Summary Del Mar Analytical, lrvine Method Matrix EPA 300.0 Soil NELAP CA X X NV and NELAPprovide nnaljre sperfic acrredilotions. Anolvte spec@ in~ormarinnfor Del Mar Analytical ma." be obtained by contacting the laboratory or visiting our websire at ww~w.dmalabs.com Del Mar Analytical, Irvine Kathleen A. Kohh For Ainandu Coldo! n I'l-<>.jcct hlnnagel- 2852 All0n4vr.. InzillrCA92606 1949) 261-7022 FAX I9491 161-1228 1014 E. Cwley Or., SLlilP A. Cdlon. CA 92324 19091 370-4667 FAX 1949i 370-1040 - @ Del Mar Analytical 94R4 Cherllxnke Dr., SililP 805. Sa" Oiego. CA 92123 1,858) 505.8596 FAX in.%! 505.c1689 2520 E. sun~ RII. #3, us Vegar. NV nmm 170?J 798-3620 FAX TO?] i'~n-36?1 3830 Snitlli 5lrl SI., Stlire 8-120. I'ilvenix. AZ 55044 14801 785-W43 FAX 14MOi 785.0851 LABORATORY REPORT Prepared For: Pacific Soils Engineering, Inc 771 5 convoy court San Diego> CA 921 11 Attention: Ron Buckley j Project:400942G Sampled: 06/09/04 Received: 0611 6/04 Issued: 06/22/04 1 I :52 MATRIX Soil LABORATORY ID lNFl07i-01 Reviewed By: Del Mar Analytical, Irvine Heather Bean For Amanda Cordova Pro.ject Manager <,'..., ~.,~:,.~~~,..,;~.,,,'"~ :,...,. %* .,. $ , , , . Pacific Soils Engineering, Inc. ; 7715 Convoy Court San Diego, CA 921 11 :: Attention: Ron Buckley ~,~ ,,/, .,~,).~.. ,.: .,. '...~." __ , . ., ,,..., , . - Analyte Project ID: 400942G Report Number: INF1075 INORGANICS Sampled: 06109104 Received: 0611 6104 Reporting Sample Dilution Date Date Data Method Batch Limit Result Factor Extracted Analyzed Qualifiers Sample ID: INF1073-01 (EI-9 LOT 6 - Soil) Soluble Sulfate EPA 300.0 4F18042 0.0050 0.12 10 611 8/2004 611 812004 Reportingunits: % 2852 Altar Ave., lNinrCA92606 19491 261-1022 FAX 1'349) 26.1228 9484 Cheqmke DI., Swle 805, Snn Dep, CA 92123 1858) 505-8596 FAX 18581 505-9689 91330 Souih 5151 SI., Suile B-120. Phoenix, AZ 85044 14801 7850043 FAX 14801 7850851 2520 E. Sunre1 Rd. i3. LnsVegar, NV 89120 I7021 798-3620 FAX 1702) 798.3621 inv E. cooky or.. stlite A, COIIO~. CA 92324 tmi 370-4667 FAX 19491 370-1040 @ Del Mar Analytical ,. , ,: ,, Pacific Soils Engineering, Inc. I115 Convoy Court Attention: Ron Buckley Project ID: 4009426 - San Diego, CA 92 1 11 Report Number: INF1073 , .: .,. :",. .., Sampled: 06/09/04 Received: 0611 6/04 METHOD BLANWQC DATA Analyte INORGANICS Reporting Spike Source %REC RPD Data Result Limit Units Level Result %REC Limits RPD Limit Qualifiers -patch: 4338042 Extracted: 06/18/04 Blank Analyzed: 06/18/04 (4F18042-BLKI) Soluble Sulfate ND 0.00050 % LCS Analyzed: 06/18/04 (4F18042-BSI) Soluble Sulfate 0.00979 0.00050 %, o.nini 97 90-110 Matrix Spike Analyzed: 06/18/04 (4F18042-MSI) Soluble Sulihc 0.0114 0.00050 % 0.0~01 0.0019 94 ao-1~0 Matrix Spike Dup Analyzed: 06/18/04 (4F18042-MSDl) Soluble Sulfate 0.0116 0.00050 Y" 0.0101 0.0019 96 SO-120 2 20 - Source: 1NF1143-01 Source: 1NF1143-01 L 2652 Ahon Are.. hinr CA 92606 194% Zhi-1022 FAX 19411 261-1228 9484 Cheulmke Dr.. Suite HOS. .%n Diep CA 42123 l85tii 50s-85% FAX 1%~) 505-0689 9830 50~th 5isi SI., Silite 8.120, I'bo~~~ix. A2 85044 14801 785-0043 FAX 14801 in5-0tisi 1014 L. Cmky Dr.. Suie A, Cullon. CA 92324 1W9i 370-4h6; FAX 19491 3?0-1046 2520 E. Sunrel Kd. 83, tar Ve&?I, NV 89120 17021 798-3620 FA). 1702) 7!l8-3621 @ Del Mar Analytical _L_ ., , , ,,., ...,. . ,. ',,i, ".,.> ~ Pacific Soils Engineering; Inc. 71 I 5 Convoy court -' San Diego, CA 921 11 1 Attention: Ron Buckley i .:. _I(_ ,,.. .,.,, ,.,- , '. ,.. , , Project ID: 3009426 Report Number: 1NF1073 DATA QUALIFIERS AND DEFINITIONS - ND Analyte NOT DETECTED at or above the reportine limit or MDL, if MDL is specified. RPD Relative Percent Difference Del Mar Analytical, Irvine Heather Bean FOJ Anlande CordoYa Project Manager Sampled: 06/09/03 Received: 0611 6/04 2852 Allon Aw., lwiw CA 92bOb 19491261-1022 FAX (94% 2bl-1228 1014 E. Coolry Dr., Suile A, Colton. CA 92324 19091 3704667 FAX 19491 370.1046 g484 Chwpake DI.. Suile 805. hn Diego. U 92123 I8581 505-8596 FAX 18581 505-9689 LW1I Swill fill 51, Sinit? R-120. I'hoenik. A2 85044 1480) 785-0043 FA1 14801 785-O851 1520 E. Sunrei Rd. 53. Lar Vega, NV89120 17021 798-3620 FAX 1702) 798-3621 @ Del Mar Analytical , , ,, . Pacific Soils Engineering, Inc. 77 15 Convoy Court San Dieso, CA 921 11 Attention: Ron Buckley Project ID: 4009426 Report Number: NF1073 - Sampled: 06/09/04 Received 0611 6/04 Certification Summary Del Mar Analytical, lrvine - Method Matrix PELAP CA EPA 300.0 Soil X X NV and NELAP provide anul)#e specific uccr-editorions. Analyte specific i>!foiniotion.for Del Mar Ano!ihcal may be obtained bi, contacting 11ie laboraton or irisiiing our websire a1 ,~iim.dmalubs.com. - 2852 Ahon Aw., IwineC492606 (949!261-1022 FAX15451 ?61-12:8 1014 E. Cmley Or., Suite A. Colton, CA 52324 19091 3704667 FAX 19491 370-1u4l1 '3484 Cherapke Dr.. Suile 805. San Diego, CA 52123 (8581 505-8596 FAX r8581 505-9089 ?in30 h~th sin si.. s~iw 8-120, hoen nix. AZ 85044 (4m! 785-0043 FAX 14801 785-0851 2520 E. sum ~d. #3, L~S vegar, MI 85120 17021 798-3620 FAX (7021 798-3621 @ Del Mar Analytical LABORATORY REPORT Project:400942G - Prepared For: Pacific Soils Engineering, Inc 77 15 Convoy Court San Diego, CA 921 11 Attention: Ron Euckley NELAP #0 1 :A CA ELM #1197 Sampled: 05127104-05/28/04 Received 0611 1 /04 Issued06/22/04 10:31 SDLAC #I 01 17 The resulrs listed M.irhin rhis Labororo,:v Repon prrtoin on!v IO rhe soniples resred in de laboraro!? The analyses conrained in this repori orherwise nored in rite reporr. This Laborarm?; Reporr is conjidenriol ond is intended for !he sole use ?/Del Mar Analyrical and ils clienr. Thi.7 r-eporr shall not be ,-ep,adnced, except in,fi,ll, wirhoirr MV~IICII pemi,~sionfiom Del Mor Ano(vtica1. The Chain of Ciisrody I page. is included orid is an ialegral purt qfrhis reporc. This enifre report WOS reviewed mid app,-ovedfor release. - wereperjornied in accordonce with rhe applicable cenjficorions as noted. All soil samples are reported on a wet weigh1 basis unless i .., '.. .. - SAMPLE CROSS REFERENCE LABORATORY ID INFO766-01 INFO766-02 CLIENT ID El-6 LOT 5 El-7 LOT 3 Reviewed By: Del Mar Analytical, Iriine Heather Eean For Amanda Cordova Project Manager MATRIX Soil Soil 2852 Allon Awe.. IWine CA 92606 (9491 261-1022 FAX 1949) 261-1228 1011 E. Cmlq Dr.. Suile A. Colton, C4 92324 19091 3704667 FAX 19491 370-1046 9484 Chesapeake Dr., Suite 805. San Diego. CA 92123 18581 505-8596 FA): 18581 505-9689 9830 hth 5151 SI., Suile e-120, I'hoenix, 42 85044 14801 785-0043 FAX 14HOl 785-0851 2520 E. Suorel Kd. #3, LaiVepr, NV89120 I7021 798-1620 FAXi7OZl 798-3621 <> Del Mar Analytical , ,,.((" , .. ., ,. .. ., . Pacific Soils Engineering, Inc. Project ID: 4009426 Report Number: INFO766 - 7715 Convoy Court Sampled 05/27/04-05/28/04 Received: 06/11/04 ; San Diego, CA 92 1 1 1 .. '.. :.,- ,. , . ., , . ,., ,, . . INORGANICS - Analyte Reporting Sample Dilution Date Date Data Method Batch Limit Result Factor Extracted Analyzed Qualifiers Sample ID: INF0766-01 (EI-6 LOT 5 -Soil) Soluble Sulfate EPA 300.0 4F15045 0.0050 0.19 10 611512004 6/15/2004 Sample ID: INF0766-02 (EL7 LOT 3 - Soil) Soluble Sulfate EPA 300.0 4F15045 0.0050 0.16 10 6/15/2004 6/15/2004 Sampled: 05/27/04 Reporting Units: % Sampled: 05/28/04 - Reporting Units: % . Del Mar Analytical, Irvine Heather Bean Fer Amanda Cordova Project Manaser 2852 Alton Ave., IwineCA92606 19491 261-1022 FAX19491 261-1??8 1014 E. Cooky Or., Suite A, Collon, C4 92324 1909) 370.4667 FAX (949) 370-1046 9484 Cheralmke Or.. Suile 805. San Diego, C4 921 23 18581 505-8596 FAX (858) 505-9689 9u30 South 51s SI., Sttit? R.120, Phoenix, AZ 85044 I4801 785-0043 FAX (4801 785-0851 2520 E. Sunrel Rd. X3, Lar Vegar. NV 89120 17021 798-3620 FAX (io21 798-3621 @ Del Mar Analytical Pacific Soils Engineering, Inc 77 I5 Convoy Court San Diego. CA 921 11 Attention Ron Buckley - -., , Project ID: 4009426 Report Number: INFO766 Sampled: 05/27/04-05/28/04 Received: 06/11/04 METHOD BLANWQC DATA Analyte INORGANICS Reporting Spike Source %REC RF'D Data Result Limit Units Level Result %REC Limits RF'D Limit Qualifiers -Batch: 4315045 Extracted: 06/15/04 Blank Analyzed: 0611 5/04 (4F15045-BLKl) Soluble Sulfatc ND 0.00050 % LCS Analyzed: 06/15/04 (4F15045-BSl) Soluble Sulfate 0.0101 0.00050 76 0.01 01 100 90-110 Matrix Spike Analyzed: 06/15/04 (4F15045-MSl) Soluble Sulfate 0.01 13 0.00050 '% 0.0101 0.0014 98 80-120 Matrix Spike Dup Analyzed: 06/15/04 (4F15045-MSDl) Soluble Sulfatc 0.0113 0.00050 % 0.0101 0.0014 98 80-120 0 20 - Source: INF0838-01 Source: 1NF0838-01 2852 AI IO^ AW.. in,ine CA 92~16 19491 2t+ioz FAX 19491 ~h1-1~8 1014 E. Cooky Dr.. Suile A, Colton. CA 92324 (9091 370-4667 FAX 194'31 370-1046 9484 Chwpeake Dl.. Sdle R05. Sa" Diego, CA 9?123 18581 505-8596 FAX i85RI 505-9689 9830 huth 51~1 51.. SIiilc 6-1 20. I'liwnix. A2 U5041 14801 705-0043 FAX 14ROj 78s-un51 2520 E. SmW Rd. 63, Las Vegar, NV 89120 17021 798-3620 FAX 1702) 798-3621 , ,'. .. @ Del Mar Analytical ,. ,1 , .j . , , ; . ,. ,,I) f Pacific Soils Engineering, Inc. 1 7715 Convoy Court -' San Diego, CA 92 1 11 1 Attention: Ron Buckley Project ID: 4009426 Report Number: INFO766 Sampled: 05/27/04-05/28/04 Received: 0611 1/04 .. , ., , _i . .. ' 2 ?**.*,. XX.b"XI*IM.-* DATA QUALIFIERS AND DEFINITIONS -' ND Analyte NOT DETECTED at or above the reporting limit or MDL, if MDL is specified. RPD Relative Percent Difference 2852 Alton he., twine CA 02606 (9491 261-1022 FAX (9491 261-1225 1014 E. conky or.. stile A, Colton. CA 92324 ism) 370-4667 FAX 19491 370-1046 9484 Chepke Dr.. Stlile 805. San Diego, CA 92123 1858) 505-8596 FAX 18SRlSO5-Y68Y 9830~o~~ih 51s Si.. Suite 0-120. Phoenix, ~285044 ~4801785m43 FAXI~LIO) 785-0851 2520 E. suw ~d. #3. ~lr vegar, w 8swo (7021 798-3620 FAX 17021 798-3621 <> Del Mar Analytical . ,. . , ..,. ,, .. ,, . , , .,,, . Pacific Soils Engineering, lnc. San Diego, CA 921 11 Attention: Ron Buckley Project ID: 4009426 Report Number: INFO766 - 7715 Convoy Court Sampled 05/27/04-05/28/04 Received: 0611 1/04 . . ,., ., . , .. . .,,,, ., . , ,, ,;,. .,i_ , , ,,, . Certification Summary Del Mar Analytical, Irvine - Method Matrix EPA 500.0 Solid NELAP CA X x NV und NELAPprovide unu$le speci3c accreditations. Analyle spec$c inforrnatio17,for Del Mar Analytical may be obtained bj conracting the laborator?; or visiting our website at wuw.dmaIabs.com. Del Mar Analytical, Irvine Heather Beail For Amanda Cordova Prqject Maiia~er APPENDIX C Owner Maintenance and Improvement Considerations PACIFIC SOILS ENOINEERING. INC. Work Order 400942 July 19,2004 OWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS General Owners purchasing property must assume a certain degree of responsibility for owner improve- ments and for maintaining conditions around their home. Of primary importance are maintaining drainage patterns and minimizing the soil moisture variation below all lot improvements. Such design, construction and owner maintenance provisions may include: t Employing contractors for owner improvements who design and build in recognition of local building codes and specific site soils conditions. t Establishing and maintaining positive drainage away from all foundations, walkways, drive- ways, patios, and other hardscape improvements. t Avoiding the construction of planters adjacent to structural improvements. Alternatively, planter sideshottoms can be sealed with an impermeable membrane and drained away from the improvements via subdrains into approved disposal areas. t Sealing and maintaining constructiodcontrol joints within concrete slabs and walkways to reduce the potential for moisture infiltration into the subgrade soils. + Utilizing landscaping schemes with vegetation that requires minimal watering. Watering should be done in a uniform manner, as equally as possible on all sides of the foundation, keeping the soil 'moist' but not allowing the soil to become saturated. PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 + Maintaining positive drainage away from structures and providing roof gutters on all struc- tures with downspouts that are designed to carry roof runoff directly into area drains or dis- charged well away from the foundation areas. + Avoiding the placement of trees closer to the proposed structures than a distance of one-half the mature height of the tree. + Observation of the soil conditions around the perimeter of the structure during extremely hotidry or unusually wet weather conditions so that modifications can be made in imgation programs to maintain relatively uniform moisture conditions. Sulfates Owners should be cautioned against the import and use of certain inorganic fertilizers, soil amendments, and/or other soils from offsite sources in the absence of specific information relat- ing to their chemical composition. Some fertilizers have been known to leach sulfate compounds into soils otherwise containing 'negligible' sulfate concentrations and increase the sulfate concen- trations to potentially detrimental levels. In some cases, concrete improvements constructed in soils containing high levels of soluble sulfates may be affected by crystalline growth or mineral accumulation, which may, in the long term, result in deterioration and loss of strength. Site Drainage + The owners should be made aware of the potential problems that may develop when drainage is altered through construction of retaining walls, swimming pools, paved walkways, patios or other hardscape improvements. Ponded water, drainage over the slope face, leaking imga- tion systems, overwatering or other conditions which could lead to ground saturation must be avoided. PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 t No water should be allowed to flow over the slopes. No alteration of pad gradients should be allowed that would prevent pad and roof runoff from being directed to approved disposal ar- eas. t As part of site maintenance by the resident, all roof and pad drainage should be directed away from slopes and around structures to approved disposal areas. All berms were constructed and compacted as part of fine grading and should be maintained by the resident. Drainage patterns have been established at the time of the fine grading should be maintained through- out the life of the structure. No alterations to these drainage patterns should be made unless designed by qualified professionals in compliance with local code requirements and site- specific soils conditions. - Slope Drainage t Residents should be made aware of the importance of maintaining and cleaning all intercep- tor ditches, drainage terraces, downdrains, and any other drainage devices, which have been installed to promote slope stability. t Subsurface drainage pipe outlets may protrude through slope surfaces and/or wall faces. These pipes, in conjunction with the graded features, are essential to slope and wall stability and must be protected in-place. They should not be altered or damaged in any way. Planting and Irrigation of Slopes t Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a well-established and deep-rooted vegetal cover requiring minimal watering. PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 t It is the responsibility of the landscape architect to provide such plants initially and of the residents to maintain such planting. Alteration of such a planting scheme is at the resident's risk. t The resident is responsible for proper irrigation and for maintenance and repair of properly installed irrigation systems. Leaks should be fixed immediately. t Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of wa- ter usage and overlap. Overwatering with consequent wasteful runoff and serious ground saturation must be avoided. t If automatic sprinkler systems are installed, their use must be adjusted to account for seasonal and natural rainfall conditions. Burrowing Animals t Owners must undertake a program to eliminate burrowing animals. This must be an ongoing program in order to promote slope stability. - Owner Imorovements Owner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be designed to account for the terrain of the project, as well as expansive soil conditions and chemical charac- teristics. Design considerations on any given lot may need to include provisions for differential bearing materials, axendingdescending slope conditions, bedrock structure, perched (imgation) water, special geologic surcharge loading conditions, expansive soil stresses, and long-term creepkettlement. ~ PACIFIC SOILS ENGINEERING, INC. Work Order 400942 July 19,2004 All owner improvements should be designed and constructed by qualified professionals utilizing appropriate design methodologies, which account for the on-site soils and geologic conditions. Each lot and proposed improvement should be evaluated on an individual basis. Setback Zones Fill slopes have been manufactured on site to maximum heights of approximately nine and one half (9 1/2) feet. Manufactured slopes may be subject to long-term settlement and creep that can manifest itself in the form of both horizontal and vertical movement. These movements typically are produced as a result of weathering, erosion, gravity forces, and other natural phenomenon. A setback adjacent to slopes is required by most building codes, including the Uniform Building Code. This zone is intended to locate and support the residential structures away from these slopes and onto soils that are not subject to the potential adverse effects of these natural phenom- ena. - - - The owner may wish to construct patios, walls, walkways, planters, swimming pools, spas, etc. within this zone. Such facilities may be sensitive to settlement and creep and should not be con- structed within the setback zone unless properly engineered. It is suggested that plans for such improvements be designed by a professional engineer who is familiar with hillside grading ordi- nances and design and construction requirements associated with hillside conditions. In addition, we recommend that the designer and contractor familiarize themselves with the site specific geo- - logic and geotechnical conditions on the specific lot. PACIFIC SOILS ENGINEERING, INC.