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HomeMy WebLinkAboutCT 03-13; BLACK RAIL RIDGE; FINAL COMPACTION REPORT OF ROUGH GRADING; 2005-07-2233 3 3' 4' 1 • 3 3- -$3 I- 3 -. •'. - -- -. - .' .-.. ,. I- - I - -,..7.,' 3 0 , - -,-;..-'-; - 0$ 00 S 3 '-3 I - 3- Geotechnucal • Coastal • Geologic. Environmental -' Geotechnicál • Coatal • Geoiôgià. Environmental 5741 Palmer Way Carlsbad, California 92008 (760) 438-3155 FAX (760) 931-0915 July 22, 2005, : W.O. 4760BSC Mayfair Homes, Inc. ' 3443 Camino Del Rio South, Suite 312 San Diego, California 92108 Attention: Mr. Christopher Vaughan, Director of Acquisitions and Development Subject: Final 'Compaction Report. of Rough Grading, Black Rail Ridge, APN 215-070-33, Carlsbad,, San Diego County, California Dear Mr. Vaughn:, ••' This report presents a.summary of the geotechnical' testing, and observation services provided by GeoSoils, Inc. (GSI) during the rough earthwork phase of,development at the subject site. Earthwork commenced on May 11, 2005, and was generally completed on July 5, 2005. Survey of line and grade' and location of the building footprints were performed by others and not performed by GSI. The purpose of grading was.to prepare 11 relatively level pads for the construction of 11 sing le-family.residential structures. Based. on the Observations and testing performed by GSI, it is our opinion that the building pads appear suitable for their intended use. Unless su perceded by recommendations presented herein, the recommendations contained in the referenced. report remain pertinent and applicable. • • ENGINEERING GEOLOGY ' The geologic conditions exposed during the process of grading were 'regularly, observed by a representative from our firm. The geoldgic conditions encountered generally were as anticipated and presented in GSI (2003 and 2005b). ' •, ••••. GROUNDWATER • •' • 'Regional groundwater was not encountered during' site grading, nor is anticipated to significantly affect site development,- provided that the recommendations contained in this, 'report are, incorporated into final design and construction 'and that prudent surface drainage practices are incorporated into the construction plans. A subdrainage system (i.e., canyon subdrain, etc.) was not constructed, due to the general lack of adequate fill • cover (less than 10 feet), the relatively flat gradient across the site, lack of a suitable outlet at flowline grade, and property line restrictions. Perched groundwater conditions along zones of contrasting permeabilities (i.e., fill/terrace contact) may not.be precluded frOm occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated This information should be provided to all homeowners and any homeowners association. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation,, rainfall, or other factors. GEOTECHNICAL ENGINEERING Preparation of Existing Ground . 1 Prior to grading the major surlicial vegetation was stripped and hauled offsite Unsuitable topsoil/colluvium and existing undocumented fill were removed to expose suitable bearing granitic bedrock. Removals depths within the limits of the project were on the order of ±½ to ±10½ feet below pre-construction grades. Once removals were completed, the exposed bottom was reprocessed and compacted prior to fill placement. 4 All removals and processing of original ground were observed by representatives ofGSl. 5. The cut portions of cut/fill transition lots were minimally overexcavated to at least , 3 feet belOw pad grade, or to a minimum depth equal to one-third of the maximum fill thickness on a given lot As built fill depths are included in Table 2 7.6. The approximate limits of fill placement are shown on the Field Density Test Location Map (Plate 1) included in this report. Plate 1 uses the 40-scale grading plan, prepared by MLB Engineering (MLB, 2005), as a base ' Fill Placement 1. Fill materials, consisting of native onsite soils and compatible import soils, were placed in 4- to 8-inch lifts, watered, mixed to achieve at least optimum moisture conditions, and compacted using earth-moving equipment. I Mayfair Homes, Inc.W.O. 4760-B-Sc Black Rail Ridge, Carlsbad - July 22, 2005 Fi1e:e:\wp10\4700\4760b.fcr Page 2 GeoSoils, Inc. The approximate maximum depth of fill at the subject site, placed under purview of this report, is on the order of approximately 3 feet to 23 feet across the subject lots. Overexcavation was performed to minimize sloping subsurface contacts between contrasting fill and bedrock materials. A minimum fill thickness of at least ±3 feet :was provided for all pads, within the building footprint only. The approximate elevations of removal/overexcavation bottoms are shown on Plate 1. As built fill depths are also shown in Table 2. All fills placed within the subject site were observed and selectively tested by a field representative of this firm. Oversize material (i.e., greater than 1.2 inches in maximum dimension), was not observed to have been included in the fill. Slopes Graded Slopes In general, graded slopes constructed under the purview of this report should perform satisfactorily with respect to gross and surficial stability, provided that these slopes are properly maintained, and are subject to the normal semi-arid climatic conditions. Fill slopes constructed under the purview of this report were provided with a keyway excavated into suitable formâtional material in eneral accordance • with GSI recommendations. Significant cut slopes (i.e., greater than 5 feet in height) were not constructed. A pre-existing fill slope, descending from Poinsettia Lane to the project, was not significantly modified during site grading, other than a resulting overall decrease in slope height, and should not adversely affect the performance of the fills onsite. All graded slopes are anticipated to perform adequately, provided that they are properly landscaped and maintained, under normal rainfall conditions.. Temporary Slopes Temporary construction slopes may generally be constructed at a gradient of 1:1 (horizontal -vertical [h:v]) or flatter (provided adverse geologic structures are not present, as evaluated by GSI prior to workers entering trenches). Utility trenches may be excavated in accordance with guidelines presented in Title 8 of the California Code of Regulations for Excavation, Trenches, and Earthwork with respect to Type B soil. Construction materials and/or stockpiled soil should not be stored within a minimum lateral distance of 5 feet from the top of any temporary slope. Temporary/permanent provisions should be made to direct any potential runoff away from the top of temporary slopes. Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 File:e:\wplO\4700\4760b.fcr Page 3 GeoSoils, Inc. FIELD TESTING Field density tests were performed using nuclear densometer ASTM Test Methods D-2922 and D-3017 and sand cone ASTM Test Method ASTM D-1556. The test results taken during grading are presented in the attached Table 1, and the locations of the tests taken during grading are presented on Plate 1. Field density tests were taken at periodic intervals and random locations to check the compactive effort provided by the contractor: Based upon the grading operations observed, the test results presented herein are considered representative of the compacted fill. Visual classification of the soils in the field was the basis for determining which maximum density value to use for a given density test. LABORATORY TESTING Maximum Density Testing The laboratory maximum dry density and optimum moisture bontent for the major soil type within this construction phase Were determined according to,test method ASTM D-1557. 'The following table pesents the results: * - SOIL MAXIMUM DENSITY MOISTURE CONTENT (PER ENT). A - Yellowish Brown Clayey Sand 127.0 10.5 B -Light Yellowish Gray, Silly Sand (Import) 114.0 18.0 C - Light Yellowish Gray, Silly Sand (Import) 113.0 14.5 D - Light Yellowish Gray, Silty Sand :(!rnport) 121.0 11.5 F - Dark Yellowish Brown, Clayey Sand (Import) 124.0 11.5 F - Light Yellowish Gray, Silty Sand w/G ravel (Import) 124.0 11.0 G - Dark Gray, Silty Sand with Gravel (Import) 134.0 8.5 H - Light Olive Gray, Sandy Clay (Import) 116.0 15.5 - Light Gray, Sandy Clay (Import) 112.0 12.0 Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 FiIë:e:\wplO\4700\4760b.fcr Page 4 GeoSoils, Inc. Expansion Index Expansive soil conditions have been evaluated for the site. Representative samples of the soils near pad grade were recovered for Expansion Index (E.l.) testing. E.I. testing was performed in general accordance with Standard 18-2 of:the Uniform Building Code ([UBC], International Conference of Building Officials [lCBO], 1997). The test results indicate an E.I. of ranging from 0 to 38, and the corresponding expansion classifications of very low to low for all building lots. Individual test results are shown on Table 2. Atterberg Limits Tests to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D-4318 on soils with expansion indicies within the low (E.l. between 21 and 50) 'range, per the UBC (lCBO, 1997). Test results are presented in the following table. Corrosion/Sulfate A soil sample from the property was analyzed for corrosion/soluble sulfate content. Sulfate testing indicates that site soils for Lots 1 through 5 have a negligible exposure to concrete, and site soils for Lots 6 through 11 have a moderate exposure to concrete, per Table 19-A-4 of the 1997 UBC. Corrosion testing (i.e., pH, resistivity) indicates that the soils are essentially neutral to mildly alkaline. Testing further indicates that soils are corrosive to ferrous metals when saturated for Lots 1 through 5, and severely corrosive to ferrous metals when saturated for Lots 6 through 11. The results of chemical testing are attached as Figure 1. Based on the test results 'a qualified corrosion engineer should be retained for consultation for recommendations with respect to foundations, piping, etc. CONCLUSIONS AND RECOMMENDATIONS Unless superceded by recommendations presented herein or. by the soils' corrosion engineer, the conclusions and recommendations included in GSI (2003, 2005a, and 2005b) remain valid and applicable. The recommendations included in GSI (2005a) provide lot specific 'differential settlement values and a review of the foundation plans for the project. All settlement-sensitive improvements, should be minimally designed in accordance. with GSI (2005a) and the recommendations resented herein.' ' Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 FiIe:e:\wp10\4700\4760b.fcr Page 5 GeoSoils, Inc. Provided that there is minimum 3-foot thick compacted fill cap, and based on a review of the proposed finish grade and subsurface configuration, it is the opinion of GSI that post-tension foundations will not be necessary to mitigate potential non-uniform bearing :conditions caused by the pervasive paleoliquefaction features observed during grading. Additionally,, it should be noted that written disclosure to all homeowners and the Homeowners Association (if any) will be necessary about the possible repercussions should any lot improvements such as pools, spas, fountains, etc. that are excavated into this recommended compacted fill blanket. These repercussions could include providing a conduit for water into these palèoliquefaction features resulting in the downward migration of fines potentially resulting in the settlement of the overlying materials. Should any planned homeowner imprOvement penetrate'this3-foot thiôk compacted fill blanket, an additional overexcavation to provide for a 3-foot thick compacted fill blanket beneath the improvement is recommended. Thus, if an improvement extended two feet below finish grade, overexcavation of 3 + 2 = 5 feet would be required, to a minimum' of 5 feet horizontally from the homeowner. improvement. Similarly, if an improvement extended 6 feet below finish grade, overexcavation of 3 + 6 = 9 feet would be required, to minimum of 5 feet horizontally from the homeowner improvement. . DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors of safety' for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope directiOn, after grading. This post-construction movement occurs in two forms: slope creep, and lateral fill 'extension (LFE) Slope creep is caused by alternate wetting and drying of the fill soils which results in slow downslope movement This type of movement is expected to occur throughout the life of the slope, and is anticipated to potentially affect improvements or structures (e.g-.,. eparations and/or cracking), placed, near the top-of-slope, up to a maximum distance of approximately .15 feet from the top-of-slope, depending on the slope height.. This movement generally results in rotation and differential settlement of improvem ents located Iwithin the creep zone. LEE occurs due to deep wetting from irrigation and rainfall on slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content, as was done during site grading It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. Suitable mitigative measures to reduce the potential of lateral deformation typically include:' setback' of improvements from the slope faces (per the 1997. UBC and/or adopted Mayfair Homes, Inc. . S . , -- W.O. 4760-B-SC Black Rail Ridge, Carlsbad . July 22, 2005 Fiie:e:\wplo\4700\4760b.fcr Page 6 GeoSoils, Inc. California Building Code), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations. Expansion joints in walls should be placed no greater than 20 feet on-center, and in accordance with the structural engineer's recommendations. All of these measures are recommended 'for 'design of structures and improvements. The ramifications of the above conditions, and recommendations for mitigation, should be provided to each homeowner and/or any homeowners association. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it adversely affects site improvements, and causes perched groundwater conditions. Graded slopes constructed utilizing o,nsite materials would be .erosive. Eroded debris may be 'minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and, are capable of surviving the prevailing climate: Jute-type matting or other fibrous covers may aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water,staining, mold, etc., td develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to each homeowner. Oversteepening of slopes should be avoided during building construction activities and landscaping. Drainage Adequate 'lot surface drainage is a very important factor in reducing, the likelihood of adverse performance Of foundations, hardscape, and slopes. Surface drainage should be, sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes., Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create' adverse drainage conditions. Positive site drainage within, lots and common, areas should be provided 'and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas ha'ie a minimum gradient of 1 percent sloping away from structures, and whenever possible, should, be aboveadjacent paved areas: Consideration should be given-to avoiding construction of Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 File:e:\wplO\4700\4760b.fcr Page 7 GeoSoils, Isté. planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Toe of Slope Drains/Toe Drains Where significant slopes intersect pad areas, surface drainage down the slope allows for some seepage into the subsurface materials, sometimes creating conditions causing or contributing to perched and/or ponded water. Toe of slope/toe drains may be beneficial in the mitigation of this condition due to surface drainage. The general criteria to be utilized by the design engineer for evaluating the need for this type of drain is as follows Is there a source of irrigation above or on the slope that could contribute to saturation of soil at the base of the slope? Are the slopes hard rock and/or impermeable, or relatively permeable, or; do the slopes already have or are they proposed to have subdrains (i.e., stabilization fills, etc.)? Are there cut-fill transitions (i.e., fill over bedrock), within the slope? Was the lot at the. base of the slope overexcávated or is it proposed to be overexcavated? Overexcavated lots located at the base, of a slope could accumulate subsurface water along the base of the fill cap Are the slopes north facing? North facing slopes tend to receive less sunlight (less evaporation) relative to south facing slopes and are more exposed to the currently prevailing seasonal storm tracks. • o What is the slope height? It has been our experience that slopes with heights in excess of. approximately 10 feet tend to have more problems due to storm runoff and irrigation than slopes of a lesser height. • Do the slopes "toe out" into a residential lot or a lot where perched or ponded water may adversely impact its proposed use? ' Mayfair Homes, inc • W.O. 4760-13-SC Black Rail Ridge, Carlsbad : • -July 22, 2005 File: e:\wplO\4700\4760bfcr • , , • • Page 8 GeoSoils, Inc. Based on these general criteria, the construction of toe drains may be considered by the design engineer along the toe of slopes, or at retaining walls in slopes, descending to the rear of such lots. Following are Detail 1 (Schematic Toe Drain Detail) and Detail 2 (Subdrain Along Retaining Wall Detail). Other drains may be warranted due to unforeseen conditions, homeowner irrigation, or other circumstances. Where drains are constructed during grading, including subdrains, the locations/elevations Of such drains should be surveyed, and recorded on the final as-built grading plans by the design. engineer. It is recommended that the above be disclosed to all interested parties, including homeowners and any homeowners association. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical. viewpoint. .. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a' minimum distance bf 10 feet: As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, .the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the'subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the, type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems) From' a geotech'nical standpoint leaching is not recommended' for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and dOwnspouts: should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspbuts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the house, to an. ap prop riate outlet, in Mayfair Homes, Inc. ' ' -' W.O. 4760-B-SC Black Rail Ridge, Carlsbad ' ' ' -July 22, 2005' Fi1e:e:\wp10\4700\4760b.fcr ' Page 9 GeoSoils, Inc. DETAILS 4 .., N .T .S . 2:1 SLOPE (TYPICAL) * TOP OF WALL - IACKFILL WITH COMPACTED NOTES 1.) Soil Cap Compacted to 90 Percent - RelativeCompaction. 7 NATIVE SOILS RETAINING WALL - MIN 2.) Permeable Material May Be Gravel Wrapped in Filter Fabric (Mirafi 140N --- I or' Equivalent). 3) 4-Inch Diameter Perforated Pipe ONE L;3lI . (SDR-35 or Equivalent) with -MIRAFI 140 FILTER FABRIC Perforations Down FINISHED GRADE - - OR EQUAL r 4) Pipe to Maintain a Minimum I 1I Percent Fall 1111 314 5.) Concrete CutoffWall to be Provided WALL FOOTING ...'- at Transition to Solid Outlet Pipe. I 6.) Solid Outlet Pipe to Drain to L._ Approved Area. - 24" 7.) Cléanouts are Recommended at II MI,-4° DRAIN . Each Property,Line. 8.) Compacted Effort Should Be Applied to Drain Rock. 1" TO 2" 12' SUBDRAIN ALONG RETAINING WALL DETAIL ' NOT TO SCALE .. - SUBDRAIN ALONG RETAINING WALL DETAIL DETAIL 2 Geotechnlcal a- Coastal *Geologic * Environmental * ' accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement, however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development,. provided that the, recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed :groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall; or other factors. . Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should riot be constructed without specific 'design and construction recommendations fom. 'GSI, and this construction recommendation should be provided to the homeowners, any :homeowners association, and/or other interested parties. This office should be notified in advance of any fill placement, grading of the site, or trench backlilling after rough grading has been completed. This includes any grading, utility trench and retaining Wall backfills, flatwork, etc. . Additionally, it should be noted that written disclosure to all homeowners and the Homeowners. Association (if any) will be necessary about the possible repercussions should any lot improvements such as pools, spas, fbuntains, etc. that are excavated into this recommended compacted fill blanket These repercussions could include providing a conduit for water into these paleoliquefaction features resulting in the downward migration of fines potentially resulting in the settlement of the overlying materials. Should :any planned homeowner improvement penetrate this3-foot thick compacted fill blanket, an additional overexcavation to provide for a 3-fpot thick compacted fill blanket beneath the Improvement is recommended Thus, if an improvement extended two feet below finish grade, overexcavation of 3 + 2 = 5 feet would be required, to a minimum, of 5 feet. horizontally from the homeowner improvement. Similarly, if an improvement extended 6 feet below finish grade, overexcavation of 3 + 6 = 9 feet would be required, to minimum of 5 feet horizontally from the homeowner improvement. Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 F11e:e:\wp10\4700\4760b.fcr Page 12 GeoSoils, Inc.- Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, -driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequ.ent to trenching and priorto concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the mInimum widths and deths recorrmended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees [except as specifically superceded within the text of, this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors, or homeowners, etc., that may perform such work. S Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 FiIe:e:\wp10\4700\4760b.fcr Page 13 GeoSoils, Inc. Utility trench Backfill All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place Observation, probing and testing should be provided to evaluate the desired results 2 Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and, all trenches beneath hardscape features and in slopes, should be compacted to. at least 90 percent of the laboratory standard Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing., and observations, along with probing, should be accomplished to evaluate the desired results 3. All trench excavations should conform to CAL-OSHA, state, and local safety codes. 4 Utilities 'crossing grade beams, perimeter' beams, or footings should either pass below the footing or grade beam utilizing a' hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed. by GSI at each of the following construction stages: . . . . . During grading/recertification During excavation During placement of subdrains toe drains or other subdrainage devices, prior to placing fill and/or backfill. ' After excavation of building footings, retaining.wail footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel capillary break (i.e.,sand, pea-gravel, etc) or vapor barriers (i.e., visqueen, etc.). ' I . , , •;. '' . Mayfair Homes, Inc. . . . W.O. 4760-B-SC Black Rail Ridge, Carlsbad . ' . July 22, 2005 File:e:\wplO\4700\4760b.fcr S , , . Page 14 GeoSOuls, Inc. During retaining wall subdrain installation, prior to backfill placement., During placement of backfill for area drain, interior plumbing, utility line trenches, -and retaining wall backfill. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construction. GSI should review and approve the plans for such improvements prior to construction. A report, of geotechnical observation, and testing should be : provided at the conclusion of,each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. o GSI should •review project sales docUments to. homeowners/homeowners associations for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide homeowners maintenance guidelines which should be incorporated into such documents OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans.. This report presents minimum design criteria for the design of slabs, foundations and .other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein are not intended to. preclude the transmission of water or vapor through the slab or foundation. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or so as to limit the installation of the type of flooring materials typically used for the particular application. The 'structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence,, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will' also have to be considered. The structural engineer /designer should Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 File:e:\wplO\4700\4760b.fcr Page 15 GeoSoils, Inc. consider all applicable codes and authoritative sources where needed If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they. 'should not hesitate to-call or otherwise transmit their requests to .GSI. In order to mitigate potential distress, the foundatiOn and/Or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. PLAN REVIEW Any additional project plans (grading, precise grading, foundation, retaining wall, landscaping, etc.), should be reviewed by this Office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. . LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors Inasmuch as our study is based upon our review and engineering analyses and laboratory data the conclusions and recommendations are professional opinions These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given Standards of practice are subject to change with time GSI assumes no responsibility or liability for work or testing performed by others or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our.: recommendations have been properly implemented Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition,.this report may. be subject to review by the controlling authorities Thus this report brings to completion our scope of services for this portion of the project All samples will be disposed of after 30 days, unless specifically requested by the client in writing Mayfair Homes, Inc. . . . W.O. 4760-B-SC Black Rail Ridge, Carlsbad . . . . . July 22, 2005 File e wp1O\47OO\476Ob fcr Page 16 GeoSoils, Inc.. . ... . The opportunity to be of service is sincerely appreciated. lfyou should have any questions, please do not hesitate to contact our office. Respectfully submitted, NAL GeoSoils, Inc. certified Engineering 1+h4 ngineering Geologist, Geotechnical Engin °GU. RGC/JPF/ARKIjh Attachments: Figure 1 - Corrosion Test Reports Table 1 - Field Density.Test Results Table 2 - Lot Characteristics Appendix - Reference Appendix Plate 1 - Field Density Test Location Map Distribution: (4) Addressee Mayfair Homes, Inc. W.O. 4760-B-SC Black Rail Ridge, Carlsbad July 22, 2005 Fiie:e:\wp 1O\4700\4760b1cr Page 17 GeoSoils, Inc. 4 M.J. Scbiff& Associates, Inc. Consulting Corrosion Engineers - Since 1959 Phone: (909) 626-0967 Fax: (909) 626-331( 431 W Baseline Road E-mail (a h®rn/sc/i ff con, Claremont, CA 91711 website mjscla iff corn Table 'l - Laboratory Tests on Soil Samples GeoSofic, Inc. Mayfair . Your'#4 76 0-B-SC, MJS&A #OS-0971LSD 11-Jul-05 Sample ID . Lots 1-5 Lots 6-I 1. k1l, A 111111 100111114 Resistivity Units ' as-received ohm-cm 99.000 13,000 saturated ohm-cm 1,200 610 PH 7.0 7.1 Electrical . . Conductivity ms/cm 0.20 0.79 ; Chemicnl.Analyses . Cations . . . calcium Ca2 mg/kg 32 349• magnesium Mglt mg/kg 22 49 1•'• . sodium Na-: mg/kg 63. . 319 Anions.. carbonate CO 2 rn/kg . . ND . NI) bicarbonate HC031 mg/kg 61 168 chloride CI mg/kg 70 220' * sulfate s042 mg/kg • 152 1,264- Other Tests . .. . ammonium NH4 t mg/kg , na na nitrate NO mg/kg na • na ,. S . . sulfide S qual na na • Redox • mY na • na -. Electrical conductivity in millisiemcns/cm and chemical ana1yrs were made on a 1:5 soil-towater extract. mg/kg milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts . ND = not detected • ,na = not analyzed . . . . . - . FIGURE 1 Table 1 FIELD DENSITY TEST RESULTS Mayfair Homes, Inc. Black Rail Ridge, Carlsbad File: C:\excel\tables\31Ootbl.xls W.O. 4760-B-SC July 2005 GeoSoils, Inc. - . Page 1.: TEST NO. DATE TEST LOCATION ELEV OR DEPTH (It) MOISTURE CONTENT (%) DRY DENSITY (pci) REL COMP (%) TEST METHOD SOIL TYPE 1 5/11/05 Lot 1 Center Point 337.0 10.7 115.1 90.6 ND A 2 5/11/05 Lot 1 North Side 337.0 , 10.9 115.3 90.8 ND A 3* 5/11/05 Lot 1 South Side 338.0 11.2 112.1 88.3 ND. A 3A 5/11/05 Lot 1 South Side • . 338.0 11.0 115.5 90.9. ND A 4 5/11/05 Lot 1 South Side Retested ' 338.0 11.2 115.5 90.9 ND A 5 5/11/05 Lot 1 Northwest Side 338.0 11.0 115.7 91.1 ND A :6 5/12/05 Lot 1 East Side 337.0 10.8 115.2 90.7 ND A 7 5/12/05 Lot 1 West Side 337.0 10.5 115.4 90.9 ND A 8 5/12/05 Lot 1 North Side . 338.0 11.0 115.8 91.2 SC A )9. . 5/12/05 Lot 1 South Side 338.0 10.9 . 115.5 90.9 ND A 10 5/12/05 . Lot 2 Center 338.0 10.5 115.4 90.9 ND A 11 5/12/05 Lot 2 West Side 338.0 10.7 115.7 91.1 ND A 12 5/12/05 Lot 2 East Side 338.0 10.6 115.9 91.3. ND A 13 5/12/05 Lot North Side 338.0 .10.5 1156 91.0 ND A 14 5/13/05 Lot West Side 338.0 10.6 115.3 90.8 ND A 15 5/13/05 Lot South Side 338.0 10.9. 115.6 91.0 ND A 16 5/13/05 Slope 4:1 Back Side Lot 1 337.0 10.5 115.9 91.3 ND A 17 5/13/05 Slope 4:1 Back Side Lot 2 338.0 10.7 115.7 91.1 ND A 18 5/13/05 Slope 4:1 Back Side Lot 3 339.0 10.6 115.4 90.9 ND A 119 5/13/05 Slope 4:1 Back Side Lot 4 339.0 10.5 115.2 90.7 ND A 20 5/16/05 Lot 2 South Side 339.0 10.9 115.2 90.7 ND A 21 5/16/05 Lot 3 North Side 339.0 11.1 115.8 91.2 ND A 22. 5/16/05 Lot 3 South Side 339.0 11.0 115.4 90.9 SC A 23 5/16/05 Lot 3 West Side 340.0 10.7 115.6 91.0 ND A 24 5/16/05 Lot 3 East Side 340.0 10.5 115.9 91.3 ND 25 5/17/05 Lot 3 North Side 342.0 11.2 ' 115.9 91.3 ND A 26 5/17/05 . Lot 3 South Side 344.0 10.8 116.3 91.6 . ND A 27 5/17/05 Lot 4 West Side 342.0 11.0 116.0 91.3 ND A 28 5/17/05 Lot 4 East Side 343.0 10.7 115.7 91.1 ND A .29 5/17/05 Lot 5 North Side 345.0 10.9 . 117.5 92.5 SC A 30 5/18/05 Lot Center 342.0 18.6 103.8 91.1 ND B 31 5/18/05 Lot 4 South Side 342.0 18.5 103.5 90.8 ND B 32 5/18/05 Lot 4 Center 342.0 . 18.8 . 103.7 91.0 ND 33 5/18/05 Lot 5 South Side 344.0 15.1 102.2 90.4 ND C 34 5/18/05 Lot 5 East Side 343.0 15.3 . 102.5 90.7 ND ..0 35 5/18/05 Lot 6 North Side 346.0 .' 14.9 102.9 91.1 ND C '36 5/18/05 Lot 6South Side 348.0 14.7 102.6 90.8 ND C 37 5/19/05 Lot 4 North Side 344.0 12.2 109.9 90.8 ND D .38 5/19/05 Lot 5West Side 349.0 12.0 109.3 . 90.3 ND 0 39 5/19/05 Lot 6 Center 350.0 .11.8 . 112.5 90.7 ND E .40 5/19/05 Lot 7 North Side 352.0 12.3 112.3 90.6 ND E 41 5/19/05 Lot 7 South Side 356.0 12.0 112.7 90.9 . ND E .42 5/19/05 Lot 7 North-east Side 348.0 11.7 109.5 90.5 ND D 43 5/19/05 Lot 7West Side 351.0 11.9 112.6 908 ND .E 44 5/20/05 Lot 8 North Side 347.0 . 11.9 112.6 - 90.8 SC F 45 5/20/05 Lot 8 South Side 349.0 11.5 112.9 91.0 ND F Table 1 FIELD DENSITY TEST RESULTS TEST NO. DATE TEST LOCATION ELEV OR DEPTH (ft) MOISTURE CONTENT (%) DRY DENSITY (pcf) REL COMP (%) TEST METHOD SOIL TYPE 46 5/20/05 Lot 3 North Side 343.0 15.0 102.5 90.7 ND C 47 5/20/05 Lot 4 South Side 345.0 15.3 102.8 91.0 ND C 48 5/20/05 Lot 5 North Side 349.0 14.8 102.6 90.8 ND C 49 5/20/05 Lot 6 South Side 352.0 15.2 102.9 91.1 ND C 50 5/23/05 Slope Existing 2:1 Backside Lot 8 354.0 10.7 115.8 91.2 ND A 51 5/23/05 Slope Existing 2:1 Backside Lot 8 356.0 10.6 115.5 90.9 ND A 52 5/23/05 Slope Existing 2:1 Backside Lot 8 358.0 10.7 116.0 91.3 ND A 53 5/23/05 Lot 5 South East Side 349.0 12.3 109.7 90.7 ND D 54 5/23/05 Lot 6 North West Side 352.0 12.1 109.9 90.8 ND D 55 5/23/05 Lot East Side 352.0 12.5 110.2 91.1 . ND D 56 5/23/05 Lot 8 North Side 349.0 12.0 110.0 90.9 ND D 57 5/23/05 Lot 8 West Side 350.0 12.7 110.7 91.5 Sc D 58 5/23/05 Lot 8 Center 352.0 11.9 109.5 90.5 ND D 59 5/24/05 Lot 10 South West Side 358.0 12.3 112.2 90.5 ND E 60 5/24/05 Lot 10 Center 360.0 12.5 112.6 90.8 ND E 61 5/24/05 Lot 9 Center West 360.0 12.0 112.9 91.0 ND E 62 5/24/05 Lot 10 North East 362.0 11.9 112.5 90.7 ND E 63 5/24/05 Lot 9 North West 358.0 11.7 112.7 90.9 . ND E 64 5/24/05 Lot10NorthWest 358.0 11.5 112.8 91.0 ND E 65 5/25/05 Lot5SouthSide 349.0 11.9 112.3 90.6 ND F 65 5/25/05 Lot5Center 350.0 11.7 112.5 90.7 ND F 66 5/25/05 Lot6SouthWest 354.0 12.0 112.1 90.4 ND F 67 5/25/05 Lot8NorthWest 354.0 11.5 112.8 91.0 ND F 68 5/25/05 Lot8East 354.0 11.8 112.6 90.8 ND F 69 5/26/05 SlopeBackSideof Lot 92:1 357.0 11.0 114.8 90.4 ND A 70 5/26/05 Slope Back Side of Lot 9 2:1 359.0 11.3 114.5 90.2 ND A 71 5/26/05 SlopeBackSideofLot9 361.0 10.9 114.9 90.5 ND A 72 5/26/05 Lot5NorthSide 350.0 12.2 112.8 91.0 ND E 73 5/26/05 Lot6NorthEastSide 356.0 12.4 109.9 90.8 Sc D 74 5/26/05 Lot6WestSide 358.0 12.5-1 ..112.6 90.8 ND E 75 5/26/05 Lot8SouthWest 356.0 12.2. 110.3 .91.2 Sc D 76 5/27/05 Slope2:1WestSideLot8 350.0 12.1 112.3 90.6 ND E 77 5/27/05 Slope 2:1West Side Lot 354.0 12.4 112.6 90.8 ND E 78 5/27/05 Slope2:1West SideLot 8 356.0 12.0 112.5 90.7 ND E 79 5/27/05 Lot6SouthSide 358.0 12.0 112.9 91.0 ND F 80 5/27/05 Lot8WestSide 356.0 12.2 112.7 90.9 ND F 81 6/1/05 Lot 4 West Side 346.0 12.4 112.4 90.6 ND F 82 6/1/05 Lot 4 South West Side 346.0 12.2 112.8 91.0 Sc E 83 6/1/05 Lot5NorthEastSide 350.0 12.4 112.5 90.7 ND F 84 6/1/05 Lot 5Center 351.0 12.0 112.2 90.5 ND F 85 6/3/05 Lot6NorthEastSide 358.0 12.4 110.9 90.9 ND I 86 6/3/05 Lot7NorthEastSide 358.0 12.8 110.7 90.7 ND I 87 6/3/05 Lot7SouthEastSide 358.0 13.0 110.5 90.6 ND I 88 6/3/05 Lot8NorthEastSide 358.0 16.5 105.7 91.1 ND H 89 6/6/05 Lot9NorthEast 361.0 12.6 110.8 90.8 ND I 90 6/6/05 Lot11NorthSide 363.0 12.4 110.5 90.6 ND I Mayfair Homes, Inc. Black Rail Ridge, Carlsbad File: C:\excel\tables310OtbI.xIs GeoSoils, Inc. W.O. 4760-B-SC July 2005 Page 2 Table 1 FIELD DENSITY TEST RESULTS TEST NO. DATE TEST LOCATION ELEV OR DEPTH (It) MOISTURE CONTENT (%) DRY DENSITY (pcI) REL COMP (%) TEST METHOD SOIL TYPE 191 6/6/05 Lot 9 South Side 363.0 12.9 111.0 91.0 Sc I 92 6/6/05 Driveway Lot 10 & Lot 7 360.0 12.5 110.3 90.4 ND I 93 6/7/05 Lot North Side 341.0 18.3 103.7 91.0 . ND B 94 6/7/05 Lot 3 East Side 342.0 18.5 103.5 90.8 ND B 95 6/7/05 Lot 3 West Side 343.0 15.0 102.6 90.8 ND C 96 6/7/05 Lot 3 South Side 343.0 15.3 102.9 91.1 ND C 97 6/8/05 Lot 4 South Side 344.0 12.1 109.3 90.3 ND D 98 6/8/05 Lot 4 West Side 344.0 12.4 109.8 90.7 ND D 99 6/8/05 Lot 4 North West Side 346.0 12.5 109.5 90.5 Sc D 1100 6/8/05 Lot 4 Center 346.0 .12.2 110.0 90.9 ND D 101 6/9/05 . Slope Back Side of Lot 1 338.0 15.3 102.6 90.8 ND C 102 6/9/05 Slope Back Side of Lot 1 338.0 15.8 102.9 91.1 ND C 103 6/9/05 Slope Back Side of Lot 2 339.0 15.5 102.5 90.7 ND C 104 6/9/05 Slope Back Side of Lot 2 339.0 15.0 . 102.7 90.9 ND C 105 6/16/05 Slope Front of Lot 2 340.0 18.2 103.6 90.9 ND B 106 6/16/05 .Slope Front of Lot . 340.0 18.5 103.8 91.1 ND B 107 6/16/05 Slope Front of Lot 3 343.0 18.1 103.5 90.8 ND B 108 6/16/05 Slope Front of Lot 3 343.0 18.4 104.0 91.2 ND B 109 6/17/05 Slope Front of Lot 3 343.0 15.2 102.8 91.0 ND C 110 6/17/05 Slope Front of Lot 3 343.0 15.4 102.5 90.7 ND C 111 6/17/05 Slope Front of Lot 4 345.0 15.0 102.7 90.9 ND C 112 6/17/05 Slope Front of Lot 4 345.0 15.5 102.9 91.1 ND C 113 6/23/05 Slope Front of Lot 4 346.0 12.2 112.4 90.6 ND E 114 6/23/05 Slope Front of Lot . 346.0 12.4 112.8 91.0 ND E 115 6/23/05 Slope Front of Lot 349.0 12.6 112.5 90.7 SC E 116 6/23/05 Slope Front of Lot 5 350.0 12.3 112.7 90.9 ND E 117 6/24/05 Lot 6 South Side 358.0 12.4 109.9 90.8 ND D 118 6/24/05 Lot 6 North Side 359.0 12.2 . 112.6 90.8 ND E 119 6/24/05 Lot 6 West Side 359.0 12.9 109.5 90.5 ND D .120 6/24/05 Slope Back Side of Lot 6 358.0 . 13.0 109.7 90.7 ND D '121 6/27/05 Lot East Side 358.0 11:8 112.8 91.0 ND F 122 6/27/05 Lot 8 East Side 360.0 9.2 121.4 90.6 ND G 123 6/27/05 Lot 7 Center 360.0 11.5 112.7 90.9 ND F 124 6/27/05 Lot 8 South Side 362.0 9.4 121.7 90.8 ND G 125 6/27/05 . Lot 8 South Side 362.0 12.0 113.0 91.1 ND F- .126 6/27/05 Lot 8Center 364.0 9.6 121.9 91.0 ND G 127 6/28/05 Lot7NorthEast Side 362.0 11.4 112.6 90.8 ND F 128 6/28/05 Lot 5 Slope Front Side - 350.0 9.5 121.7 90.8 ND G 129 6/28/05 Lot6NorthSideSlope 358.0 11.8 112.9 91.0 ND F 1130 6/28/05 Lot7West Side 362.0 9.4 . 121.5 90.7 ND G 131 6/28/05 Lot 8 West Side 366.0 9.2 122.0 91.0 SC G 132 6/28/05 Lot8Center 366.0 11.5 112.5 90.7 ND F 133 6/28/05 SlopeBackSideLot8 365.0 12.0 112.4 90.6 ND F 134 6/28/05 .East Side Lot 9 364.0 9.7 121.4 90.6 ND G 135 6/29/05 CenterLot9 365.0 16.2 105.3 90.8 ND H 136 6/29/05 SouthWestLot9 366.0 12.6 110.8 90.8 ND i Mayfair Homes, Inc. Black Rail Ridge, Carlsbad File: C:\excel\tables\31Ootb1.xls W.O. 4760-B-SC July 2005, GeoSoils, Inc. - Page 3 Table 1 FIELD DENSITY TEST RESULTS TES1 NO. DATE TEST LOCATION ELEV OR DEPTH (ft) MOISTURE CONTENT (%) DRY DENSITY (pcf) REL COMP (%) TEST METHOD SOIL TYPE 137 6/29/05 Lot 9 North Side 366.0 16.6 105.8 91.2 ND H 138 6/29/05 Lot 9 South Side 366.0 16.5 105.5 90.9 ND .H 139 6/29/05 Slope Backside Lot 9 365.0 16.9 105.7 91.1 ND H 140 6/29/05 Lot 10 South Side 364.0 12.4 110.5 90.6 ND 141 6/29/05 Lot 10 Center 366.0 12.9 111.0 91.0 ND I 142 6/29/05 Lot 10 North Side 368.0 12.7 110.7 90.7 ND I 143 6/29/05 Lot 11 North Side 365.0 16.9 105.1 90.6 SC H 144 6/29/05 Lot 11 Center 366.0 16.2 105.5 90.9 'ND H 145 6/29/05 Lot 11 South Side 368.0 16.4 105.3 90.8 ND H 146 6/30/05 West Side Lot 11 370.0 16:2 . 104.8 '90.3 ND H 147 6/30/05 EastSide Lot 11 372.0 12.6 110.5 90.6 ND I 148 6/30/05 North East Side Lot 11 374.0 16.4 104.6 90.2 ND H 149 6/30/05 North West Side Lot 10 376.0 12.4 110.9 90.9 ND I 150 6/30/05 Slope Backside Lot 10 372.0 16.0 105.0 90.5 ND H 151 6/30/05 Slope Backside Lot 11 374.0 12.8 110.7 90.7 ND I 152 6/30/05 Lot 1 FG 16.5 105.2 90.7 ND H 153 6/30/05 Lot FG 9.7 121.6 90.7 ND G 154 6/30/05 Lot FG 12.1 112.7 90.9 ND F 155 6/30/05 Lot 4 FG 12.3 112.5 90.7 ND F 156 6/30/05 Lot 5 FG 9.5 121.9 91.0 ND G 157 6/30/05 Lot 6 FG 12.5 112.6 90.8 ND F 158 7/5/05 Lot FG 16.0 105.1 90.6 SC H 159 7/5/05 Lot -8 FG 12.4 110.5 90.6 ND 160 7/5/05 Lot 9 FG 12.8 110.8 90.8 ND I 161 7/5/05 Lot 10 FG 16.2 105.3 90.8 ND H 162 7/5/05 Lot 11 FG 16.1 105.2 90.7 ND H LEGEND: * = Indicates Failed Test A = Indicates Retest FG = Finish Grade ND = Nuclear Densometer SC = Sand Cone Mayfair Homes, Inc. Black Rail Ridge, Carlsbad File: C:\excel\tab1es\31Ootbl.xls GeoSosis, Inc. W.O. 4760-B-SC July 2005, Page 4 TABLE 2 OT CHARACTERISTICS / LOT EXPANSION 'INDEX (per UBC :.Stáidrdi8-2). POTENTIALW.. EXPANSION ,SULFATE,SULFATE SOLUBLE (ppm) DEPTH OF FILL (RANGE IN > FT.) \ ANGULAR DISFóRTIONL 1 <5 Very Low 0.015 Negligible 31/2 -41/2 1/640 2 <5 Very Low 0.015 Negligible 351/2 1/640 3 <5 Very Low 0.015 Negligible 3-6 1/640 4 <5 Very Low 0.015 Negligible 61/2 -81/2 1/640 5 <5 Very Low 0.015 Negligible 7-11 1/640 6 21 Low 0.126 Moderate 11-121/2 1/640 7 21 Low 0.126 Moderate 4-12 1/640 8 38 Low 0.126 Moderate 131/2 -23 1/480 9 38 Low 0.126 Moderate 4-12 1/640 10 33 Low 0.126 Moderate 8-151/2 1/640 11 33 Low 0.126 Moderate 4-11 1/640 (1) Per Table 18-I-B of the Uniform Building Code (1997 ed.) Per Table 19-A-4 of the Uniform Building Code (1997 ed.) (3) Angular distortions are based on differential settlement values presented iii GSI (2005). GeoSoils, Inc. APPENDIX REFERENCE GeoSoils, Inc., 2005a, Geotechnical review of plans entitled: "Black Rail," Sheets SP1, SP2, SP3, S4, S6, S7, and Fl, Job 04-241, dated May 26, 2005, by HTK Structural Engineers," W.O. 4760-C-SC, dated July 12: 2005b, Grading plan review and geotechnical update, Black Rail Ridge, APN 2157070-33, City of Carlsbad, San Diego County California, W.0. 4760-A-SC, dated April 5 2003, Preliminary geotechnical evaluation Black Rail Ridge APN 215-070-33, City of Carlsbad, San Diego County California, W.O. 4015-A-SC, dated September 3. International Conference of Building Officials, 1997 Uniform Building Code MLB Engineering, Inc.,2005, Grading and erosion control plans for Black Rail Ridge subdivision, 5 Sheets, Project No CT 03-13, Dwg 422-8A dated February 12 GeoSoils, Inc. IN 3W 3643 - in SIGHT DISTANCE CORRIDOR I,, ' - - — — - - -- PER FINAL PAP 1 - - TIA SdE VEE - --_ . •\ : / RA O 2-8 _49 -_ - P t NEOF - -:;- F PON SL 11110AII DJMLG~E z or EXIST. E.P. -- /ALI NOT PART - -, UTIL. EASEMENT------- LOT / ------ CQ PROP. GRADE-N )-4--Uj PAD GRADE 2 EXIST/NC GRADE 17 /2 .cPeTInAi C NOT To SCALE LOT "/2" - OPEN SPACE- - LoTs 8 & 9 ,,-6' SIDE YARD FENCING / /SOUND WALL 1OTkj1 ?OPCSEd.D. PER I . PLANS ,1A p3364 _JJ PAD RD or J L E7 '2j. TINGNOINT % il%k T s Tk --T P C~ r'h r 'ir k'1 20' - C-'" f Xr3 t' $T 'p- 363.0 - SD - X (\.IIII' ---- - 1 1 • / , — x-2.3 Rr. -.l 4 1 \ /7'J.I • TFt—'- / / ; f I 11 (_ % i m Pr J44.5 IF qnp HINGE IrOINT 0.5 -AA — - J TW to J. .... - / Tft /'X /1/LI 7'Vfl7' 6 2 !lLX-WiXL, -irri SECTION B NOT To SCALE f -, • •_• - . _ I sVI ,r -PW __ 111111111"t— wn LOT "12" - O,rN SPA CE Lots I - 5 r VARIES-H VAR/ES : /-6 REAR YARD FENCING 1 VEG. SWALEI - V IW1 VA Ar- TOP It UZ SECTION A .2 NOT TO SCALE A D AWING No. 4 -8 it I ) I I I I ,,_ ( ,,:\ 37O. 1~1''I (J I ,.fC I IlU IL# V I I' L i ,°ooso STI\EET IMFOVEN NT4 , 'Lv. 1\ i \ \ I ' N it'll II • / .-. S I S I 349 Alp I .. \...-.,\ I I ( f> I b' I 0 ---.- lI II I mi. S ., IS ' * I 21,1 I It ' ' u tl Ji II4 I III 1--._ ' 5 5 III ' ' " II S • %_/ I I, 5* II %\ I I 27 t I" II 339 , \ ' I II (I I•', I Ill ' S I' \ I'S I 31L4 -5- \ ) S S I S Il ) _• It It * ) S 5 S I S S I) S S I N - -1- 3403 . 99 5' 5 5 5 5 n S I x *314 3743 .2 Mtwl I II rr I- i. tl} \JI' ?rj L+i1oiU .34U. 1 TAW . 4273 Top (0001 GRAPHIC SCALE 40 0 20 40 80 /60 JO' SHARED AccEss, UTILITY & FIRE ACCESS EASEMENT (No PARK/Nc;, BOTH SIDES) ----/5' /5' LU (IN FEET) INCH40 FT. BENCHMARK: DESCR/P T-1-6 N--. OC-0179 DISC SET i/N WEST END OF SOUTH HEADWALL OF 24 "RCP LOCA 1/ON: O4 MILE EAST OF INTERSECTION OF LA COSTA A VE. AND SAXONY ROAD. RECORDS FROM: COUNTY OF SAN DIEGO, DEPT. OF PUBLIC WORKS: REPORT S V0106-0/, 10/15/85 ELEvA TION: /3.87 DA TUM: N. S. L. ENGINEER OF WORK ISA rr N/cHAR I PcAJr-vu Q('P 7PO LEGEND Artificial fill placed under the purview of this report Approximate location of geologic contact X-182 Approximate location of field density test I ir i Approximate location of removal bottom elevations in feet 41 PVC INLET @ 20' 0. C. 3" PVC DRAINPIPE THRU WALL 2'-- -FG PER PLAN 4% 4D GRADE WALL TYPE 2, PER SDRSD C-2 SECTION D NOT To SCALE All locations are approximate FACE OF 1 MIN, VARIES 4'NIN.-4 PAD GRADE / % MIN. SWALE— PAD GRADE ( T') RIVERSIDE Co. oUjft. ORANGE CO ..5 SAN DIEGO CO. FIELD DENSITY TEST LOCATION MAP PLATE I mo. 4760-B-SC DATE 7/05 SCALE __ i-I % MIN. SWALE PAD GRADE PAD GRADE Er) RETAINING WALL TYPE I, SDRSD C-i (SEE PLAN)-7 TYPICAL DRA INA GE. SWA LE DETAIL — RETAINING WALL NOT To SCALE 2:1 SLoPE-' TYPICAL DRA INA GE SWA LE DETAIL — No RETAINING WALL NOT To SCALE rri 1 REG. AJJ J ji3 "As-BuILT" E n g I n e e r I n g --..- .............____ MICHAEL L. BENESH DATE Professional Civil Engineers and Land Survej'ors R.C.E. 37893, REG. EXP. 3/31/05 REVIEI4W BY: 600 South Andreasen Drive, Suite F, Escondido, CA 92029 Phone 750 /41-351/ FAX 760 897-2165 F-Mail MLBenesh©pac INEPECTOR DATE Of city of Car1sbr DEPAP7TIENT - 5 SH(ETS GRADING AND EROSION CONTROL PLANS FOR. BLACK RAIL RIDGE SUBDIVISION CT 03-13 - APFc'ovED: LLOYD B. Hs CITY ENGINEER RCE 23889 REG. ExP. 12/31/2005 DATE PROIJECTNO. üRAW!NGNo. - CT 03-13 - J L - DATE INITIAL REvisioN DESCRIPTION DATE INITIAL DATE INITIAL DRAwNBY: 1 CHEci(w BY., J ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL 'N., / I , I i I ~ I , .. . . . ... - i. i.~~- ... I I .. - iEGEFtD tificl fill p!acecIuhderthe..putview'af:tjs •r pOit rtificial fill placed by thes'(Benton, i9 4) ertiary 8' IF pproxirnateJooation of. ge:olog Ic cOntact, iei1ed Where iñrtin pproximate removal bottom elevation proximate location offield density test, otpartofThisreport - -- -. 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