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Home My WebLink AboutGeotech Rough Grading (Jul.19,2002) .'~ , :;f" :."c- . ~, -'i.' --: ~~: :..,: . '~. ",' :';,:. ',- ." -:;',.', ,," ~ '.', ., \:..:;: ,.;;.p'.' " "'~:' " ""', ~ '. . '". ". '(. --~. 1 o PETRA OFFICES THROUGHOUT SOUTHERN CALIFORNIA . ~ . July 19, 2002 IN. 241-01 PACIFIC CENTURY HOMES 40980 County Center Drive, Suite 110 Temecula, California 92591 Attention: Mr. Dave Parker Subject: Geotechnical Report of Rough Grading, Lots 1 through 127, Open Space Lots 128 through 133 and Park Sites "C" and "D" (Lot 134), Tract 23143-9, City of Temecula, Riverside County, California This report presents a summary of the observation and testing services provided by Petra Geotechnical, Inc. (Petra) during rough-grading operations to complete the development of Lots I through 127, Open Space Lots 128 through 133 and Park Sites "C" and "D" (Lot 134) within Tract 23143-9 located in the City of Temecula, California. Conclusions and recommendations pertaining to the suitability of the grading for the proposed residential construction are provided herein, as well as foundation-design recommendations based on the as-graded soil conditions. REGULATORY COMPLIANCE Cuts, removals and recompaction of unsuitable low-density surface soils, lot overexcavations and placement of compacted fill under the purview of this report have been completed under the observation and with selective testing by Petra. The earthwork was performed in accordance with the recommendations presented in previous geotechnical reports by Petra (see References) and in accordance with the Grading Code of the City of Temecula. . The completed earthwork has been reviewed and is considered adequate for the construction now planned. On the basis of our observations, as well as field and o PETRA GEOTECHNICAL, INC. z" 41640 Corning Place . Suite 107 . Murrieta . CA 92562 . Tel: (909) 600-9271 . Fax: (909) 600-9215 , PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19, 2002 J.N.241-01 Page 2 " . laboratory testing, the recommendations presented in this report were prepared in conformance with generally accepted professional engineering practices and no further warranty is implied nor made. SUMMARY OF AS-GRADED SOIL AND GEOLOGIC CONDITIONS As-Graded Conditions Geologic conditions exposed during the process of grading were frequently observed and mapped by Petra's geologic staff A lot-by-Iot summary of soil conditions is presented in the attached Table L Geologic Units A general description of the soil and bedrock materials encountered during grading in the subject tract is provided below. . Compacted Engineered Fill (map svmbol Afc) -- The compacted-fill soils placed onsite were derived from soil and bedrock materials. These materials generally consisted of fine- to coarse-grained sands, silty sand and sandy silts. . Quaternarv Alluvium (no map svrnbol) -- Quaternary alluvial deposits were present within the drainages and valleys throughout Tract 23143-9. These materials consisted of light to dark brown to yellow brown silty sand, clayey sand and gravelly sand. These materials were low in density, compressible and varied from 5 to 28 feet in thickness. Alluvial soils were completely removed in cut and fill areas to expose competent Pauba Formation bedrock. . . Quaternary Colluvium/Topsoil Undifferentiated (no map svrnbol) -- Quaternary topsoil and colluvial deposits blanketed the ridgelines and the lower flanks of the hillsides throughout the site. These soils consisted of brown to dark brown silty sands and clayey sands. Thickness generally varied from 2 to 12 feet These soils were completely removed in cut and fill areas to expose competent Pauba Formation bedrock. . ~:, ~ ~ PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19, 2002 IN. 241-01 Page 3 .; . Quaternary Pauba Formation (map svrnbol Qps) -- Pauba Formation bedrock underlies the entire site. The bedrock was observed to vary in color from grey brown and orange brown to yellow brown. The bedrock units generally consist of thickly to massively bedded sandstone, silty sandstone and sandy siltstone. Pauba Formation sandstone was typically fine- to very coarse-grained, micaceous, poorly indurated and locally very friable. The upper approximately 2 to 5 feet of the bedrock was noted to be weathered and to exhibit a slight to moderate degree of porosity. Below the weathered zone, the bedrock was typically noted to be damp to moist and dense to very dense. SUMMARY OF EARTHWORK OBSERVATIONS AND DENSITY TESTING Clearing and Grubbing At the time of grading, a majority of the tract was covered with a light to moderate growth of grasses and weeds. This vegetation was stripped and removed from the site prior to the beginning of rough grading. Ground Preparation Surficial materials (undocumented artificial fill, topsoil, colluvium and alluvium) were removed to expose competent Pauba Formation bedrock in cut areas and in fill areas prior to fill placement. Prior to placing fill, exposed bottom surfaces in all removal areas were first observed to confirm complete removal of surficial materials by our project geologist Following this observation, the exposed bottom surfaces were scarified to depths of approximately 6 to 8 inches, watered or air-dried as necessary to achieve a moisture content equal to or slightly above optimum moisture content and then recompacted in- place to a minimum relative compaction of90 percent. . ~ . .~ ~ . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N.241-01 Page 4 -= Lot Overexcavations To mitigate distress to residential structures related to the potential adverse effects of excessive differential settlement, the cut portion of cut/fill transition lots were overexcavated 3 to 15 feet below finish grade and replaced with compacted fill. This lot treatment occurred on Lots 21 through 23, 27, 31 through 35, 44 through 48,53, 55, 56, 62, 63, 112 through 114, 119 and 122 through 127 to depths presented in Table L Fill Placement and Testing All fill soils were placed in lifts restricted to approximately 6 to 8 inches in maximum thickness, watered or air-dried as necessary to achieve near-optimum moisture conditions, mechanically mixed to a uniform moisture content and then compacted in- place to a minimum relative compaction of90 percent based on ASTM Test Method D1557. Compaction was achieved by wheel-rolling with an 824 rubber-tired dozer and loaded scrapers. The maximum vertical depth offill placed within the subject lots is approximately 73 feet on Lots 12 and 13. Where compacted fills are 50 feet or more, the depth of fill below 50 feet was compacted to a minimum of 95 percent relative compaction. Lots 4 through 8 and 12 through 15 are underlain by fills of 50 feet or more. Field density and moisture content tests were performed in accordance with nuclear- gauge test methods ASTM Test Methods D2922 and D3017, respectively. Occasional field density tests were also performed in accordance with the sandcone method (ASTM Test Method DI556). Field density test results are presented on the attached Table II and approximate test locations are shown on the enclosed Geotechnical Map with Density Test Locations (Plates I through 6). . ~ -5 ~ ~ . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N.241-01 Page 5 Field density tests were taken at vertical intervals of approximately I to 2 feet and the compacted fills were tested at the time of placement to verify that the specified moisture content and minimum required relative compaction of90 percent had been achieved. At least one in-place density test was taken for each 1,000 cubic yards of fill placed and/or for each 2 feet in vertical height of compacted fill. The actual number of tests taken per day varied with the project conditions, such as the number of earthmovers (scrapers) and availability of support equipment When field density tests produced results less than the required minimum relative compaction of 90 percent or if the soils were found to be excessively above or below optimum moisture content, the approximate limits of the substandard fill were established. The substandard area was then either removed or reworked in-place. Visual classification of earth materials in the field was the basis for determining which maximum dry density value was applicable for a given density test. Single-point checks were performed to supplement visual classification. Fill Slopes Fill slopes were constructed at a 2:1 (horizontal:vertical [h:v]) slope ratio to a maximum height of approximately 40 feet within Tract 23143-9. Cut Slopes Cut slopes were constructed at a 2:1 (h:v) slope ratio to a maximum height of approximately 35 feet within Tract 23143-9. Stabilization Fills , Where highly erodible, friable sands were exposed on design cut slopes, replacement stabilization fills were constructed. This situation occurred for the slopes located at the rear of Lots 75 through 86 and the side-yard slope below Lot 99. A stabilization ~ ~ ~ ~ ~ PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19, 2002 J.N.241-01 Page 6 fill was also constructed adjacent Butterfield Stage Road on Lots 62, 63 and a portion of Lot 134 (Park Site "D"). Keyways (20 feet wide) were excavated for each stabilization fill to a minimum depth of 2 feet below toe grade and tilted-back into slope at a minimum gradient of 2 percent Due to the very granular nature of the backcut and the bedrock exposed in the keyway, no intemal backdrains were installed. LABORATORY TESTING Maximum Drv Densitv Maximum dry density and optimum moisture content for each change in soil type observed during grading were determined in our laboratory in accordance with ASTM Test Method D1557. Pertinent test values for each phase of grading are summarized in Appendix A. Expansion Index Tests Expansion index tests were performed on representative samples of soil existing at or near finish-pad grade within the subject iots. These tests were performed in accordance with ASTM Test Method D4829. Test results are also summarized in Appendix A. Atterberg Limits Atterberg limits were determined for selected soil samples per ASTM Test Method D4318. Test results are presented in Appendix A. Soluble Sulfate Analvses , Soluble sulfate analyses.were determined for representative samples of soil existing at or near finish grade within the subject lots. These tests were performed in ~ ~~ ~ . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page 7 -; accordance with California Test Method No. 417. Test results are summarized in Appendix A. FOUNDATION-DESIGN RECOMMENDATIONS Foundation Tvpes Based on as-graded soil and geologic conditions, the use of conventional slab-on- ground foundations is considered feasible for the proposed residential structures. Recommended design parameters are provided herein. Allowable Soil-Bearing Capacities An allowable soil-bearing capacity of 1,500 pounds per square foot (psi) may be used for 24-i~ch square pad footings and 12-inch wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional foot of width or depth, to a maximum value of 2,500 psf. Recommended allowable soil-bearing values include both dead and live loads and may be increased by one-third when designing for short-duration wind and seismic forces. Anticipated Settlement Based on the general settlement characteristics of the compacted fill soils, as well as the anticipated loading, it has been estimated that the maximum total settlement of building footings will be less than approximately 0.75 inch. Maximum differential settlement over a horizontal distance of 30 feet is expected to be about one-half the total settlement. The maximum anticipated differential settlement of 0.38 inch in 30 feet may be expressed as an angular distortion of 1:960. o f6 ~ ~ . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page 8 ~ Lateral Resistance A passive earth pressure of250 psf per foot of depth to a maximum value of 2,500 psf may be used to determine lateral-bearing resistance for building footings. Where structures such as masonry garden walls and retaining walls are planned on or near descending slopes, the passive earth pressure should be reduced to 150 psf per foot of depth to a maximum value of 1,500 psf. In addition a coefficient of friction of 0.40 times the dead-load forces may also be used between concrete and the supporting soils to determine lateral-sliding resistance. An increase of one-third of the above values may also be used when designing for short-duration wind and seismic forces. The above values are based on footings placed directly against compacted fill. In the case where footing sides are formed, all backfill against the footings should be compacted to a minimum of 90 percent of maximum dry density. Settlement Monuments and Monitoring At the completion of rough grading, settlement monuments were constructed on Lots 6 and 13 to monitor post-grading settlement of compacted fill for Lots 4 through 8 and II through 15, where fill thicknesses are 50 feet or more. The monuments were initially installed on July 20,2002, and will be re-surveyed on a regular basis at 2- and 4-week intervals. Settlement-monitoring data will be presented in a supplementary report at a later date. Construction on Lots 4 through 8 and II through 15 within Tract 23143-9 should be temporarily delayed until data indicates that primary settlement is complete. Footing Observations ~ All footing trenches should be observed by a representative of Petra to verify that they have been excavated into competent bearing soils and to the minimum embedments recommended herein. The foundation excavations should be observed prior to the C\ ~ ~ , PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19, 2002 J.N. 241-01 Page 9 -; placement of forms, reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, sloughed or moisture-softened soil and any construction debris should be removed prior to placing concrete. Excavated soils derived from footing and utility trench excavations should not be placed in slab-on-ground areas unless the soils are compacted to a minimum of 90 percent ofrnaximum dry density. Expansive Soil Considerations Results of laboratory tests indicate onsite soil and bedrock materials exhibit VERY LOW and LOW expansion potentials as classified in accordance with 1997 Uniform Building Code (UBC) Table 18-I-B. A lot-by-Iot breakdown for the different levels of expansion is provided below. . Very Low Expansion Potential - Lots I through 27, 34 through 114 and 119 through 127 . Low Expansion Potential - Lots 28 through 33 and 115 through 118 Design and construction details for the various levels of expansion potential are provided in the following sections. Verv Low Expansion Potential (Expansion Index of20 or less) , The following recommendations pertain to as-graded lots where the foundation soils exhibit a VERY LOW expansion potential as classified in accordance with 1997 UBC Table 18-I-B. For soils exhibiting expansion indices of less than 20, the design of slab-on-ground foundationsJs exempt from the procedures outlined in 1997 UBC Section 1815. Based on this soil condition, it is recommended that footings and floors be constructed and reinforced in accordance with the following minimum criteria. , ~ ~ \() . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N.241-01 Page 10 ~ However, additional slab thickness, footing sizes and/or reinforcement should be provided as required by the project architect or structural engineer. . Footings - Exterior continuous footings may be founded at the minimum depths indicated in 1997 UBC Table 18-I-C (i.e., 12-inch minimum depth for one-story and 18- inch minimum depth for two-story construction). Interior continuous footings for both one- and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous footings should have a minimum width of 12 and 15 inches, for one- and two-story buildings, respectively and should be reinforced with two No.4 bars, one top and one bottom. - Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction, should be a minimum of24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. No special reinforcement of the pad footings will be required. . Floor Slabs - Living-area concrete-floor slabs should be 4 inches thick and reinforced with either 6-inch by 6-inch, No.6 by No.6 welded-wire fabric (6x6-W2.9xW2.9 WWF) or with No.3 bars spaced a maximum of24 inches on center, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-depth. - Living-area concrete-floor slabs should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete. ~ - Garage-floor slabs should be 4 inches thick and should be reinforced in a similar manner as living-area floor slabs. Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch-minimum, felt expansion-joint materials and quartered with weakened-plane joints. A 12-inch-wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade ....... \\ ~ ~ . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page II ~ beam should be reinforced with a minimum of two NO.4 bars, one top and one bottom. - Prior to placing concrete, the subgrade soils below all concrete slab-on-ground should be prewatered to promote uniform curing of the concrete and minimize the development of shrinkage cracks. Low Expansion Potential (Expansion Index of 21 to 50) The following recommendations pertain to as-graded lots where the foundation soils exhibit a LOW expansion potential as classified in accordance with 1997 UBC Table 18-I-B.. The 1997 UBC specifies that slab-on-ground foundations (floor slabs) resting on soils with an expansion index greater than 20 require special design considerations in accordance with 1997 UBC Section 1815. The design procedures outlined in 1997 UBC Section 1815 are based on the thickness and plasticity index of each different soil type existing within the upper 15 feet of the building site. For final design purposes we have calculated an effective plasticity index of 12 in accordance with 1997 UBC Section 1815.4.2. The design and construction recommendations that follow are based on the above soil conditions and may be considered for minimizing the effects of slightly (LOW) expansive soils. These recommendations have been based on the previous experience of Petra on projects with similar soil conditions. Although construction performed in accordance with these recommendations has been found to minimize post-construction movement and/or cracking, they generally do not positively mitigate all potential effects of expansive soil action. The owner, architect, design civil engineer, structural engineer and contractors must be made aware of the expansive-soil conditions which exist at the site. Furthermore, it is recommended that additional slab thicknesses, footing sizes and/or reinforcement more stringent than recommended below be provided as required or specified by the project architect or structural engineeL o .\v ~ PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page 12 ~ . Footings - Exterior continuous footings may be founded at the minimum depths indicated in 1997 UBC Table 18-I-C (i.e., 12-inch minirnum depth for one-story and 18- inch minimum depth for two-story construction). Interior continuous footings for both one- and two-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous footings should have a minimum width of 12 and 15 inches, for one- and two-story buildings, respectively and should be reinforced with two No.4 bars, one top and one bottom. Exterior pad footings intended for the support of roof overhangs, such as second-story decks, patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No.4 bars spaced a maximum of 18 inches on centers, both ",rays, near the bottom- third of the footings. . Floor Slabs - The project architect or structural engineer should evaluate minimum floor-slab thickness and reinforcement in accordance with 1997 UBC Section 1815 based on an effective plasticity index of 12. Unless a more stringent design is recommended by the architect or the structural engineer, we recommend a minimum slab thickness of 4 inches for both living-area and garage-floor slabs and reinforcing consisting of either 6-inch by 6-inch, NO.6 by No.6 welded- wire fabric (6x6-W2.9xW2.9 WWF) or No.3 bars spaced a maximum of 18 inches on centers, both ways. All slab reinforcement should be supported on concrete chairs or bricks to ensure the desired placement near mid-height - Living-area concrete-floor slabs should be underlain with'a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of the concrete. - Garage-floor slabs should also be placed separately from adjacent wall footings with a positive separation maintained with 3/8-inch-minimum, felt expansion- joint materials and quartered with weakened-plane joints. A 12-inch wide grade beam founded at the same depth as adjacent footings should be provided across ~ .\~ ~ , PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19, 2002 J.N.241-01 Page 13 .. garage entrances. The grade beam should be reinforced with a minimum of two No.4 bars, one top and one bottom. - Prior to placing concrete, the subgrade soils below all living-area and garage- floor slabs should be pre-watered to achieve a moisture content that is at least equal to or slightly greater than optimum-moisture content This moisture content should penetrate to a minimum depth of 12 inches into the subgrade soils. POST-TENSIONED SLABS In lieu of the preceding recommendations for conventional footings and floor slabs, post-tensioned slabs should be used. The actual design of post-tensioned slabs is referred to the project structural engineer who is qualified in post-tensioned slab design, using sound engineering practices. The post-tensioned slab-on-ground should be designed in general conformance with the design specification of 1997 UBC Section 1816. Alternate designs are allowed per 1997 UBC Section 1806.2 that addresses the effects of expansive soils when present. However, to assist the structural engineer in his design, the following parameters are recommended. , Expansion Index Very Low and Low (0 to 50) Assumed percent clay 30 Clay type t>-lollll"Doril1onitc Approximate depth of conslant suction (feet) 7.0 Approximate soil suction (pF) 3.6 Approximate velocity or moisture flow (inches/month) 0.7 Thomwaite Index -20 Average edge Center lift 4.6 Moisture variation depth, em Edge lift 22 (feet) Anticipated swell. Yn, Center lift 1.4 (inches) Edge lift 0.4 .,\A. ~ o . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N. 241-01 Page 14 ~ . Perimeter footings for either one- or two-story dwellings may be founded at a minimum depth of 12 inches below the nearest adjacent final-ground surface. Interior footings may be founded at a minimum depth of 12 inches below the top of the finish-floor slab. . Post-tensioned foundations and slabs should be designed based on a minimum 15- foot unsupported length at the middle and 10 feet of unsupported cantilever length at the corners. It should be noted that the angular distortion in any case should not exceed 0.002. . A 12-inch wide grade beam founded at the same depth as adjacent footings should also be provide~ across the garage entrance. . All dwelling-area floor slabs constructed on-ground should be underlain with a moisture-vapor barrier consisting of a polyvinyl chloride membrane, such as 6-mil Visqueen. A minimum of I inch of clean sand should be placed over the membrane to promote uniform curing of the concrete. . Presaturation of sub grade soils below slabs-on-ground will not be required. However, subgrade soils should be thoroughly moistened prior to placing concrete. . The design modulus of subgrade reaction (k) should be 300 tons per cubic foot. RETAINING WALLS Footing Embedments . The base of retaining-wall footings constructed on level ground may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. Where retaining walls are proposed on or within 15 feet from the top of any adjacent descending fill slope, the footings should be deepened such that a minimum horizontal setback ofH/3 (one-third the slope height) is maintained between the outside bottom edges of the footings and the slope face; however, the minimum footing setback should be 5 feet. The above-recommended. minimum footing setbacks are preliminary and may require revision based on site-specific soil and/or bedrock conditions. All footing trenches should be observed by the project geotechnical consultant to verify that the footing ~ \~ ~ ~ . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page 15 '; trenches have been excavated into competent-bearing soils and/or bedrock and to the minimum embedments recommended above. These observations should be performed prior to placing forms or reinforcing steel. Active and At-Rest Earth Pressures An active lateral-earth pressure equivalent to a fluid having a density of 40 pounds per cubic foot (pc!) should tentatively be used for design of cantilevered walls retaining a drained, level backfill. Where the wall backfill slopes upward at 2: I (h:v), the above value should be increased to 63 pcf. All retaining walls should be designed to resist any surcharge loads imposed by other nearby walls or structures in addition to the above active earth pressures. For design of retaining walls that are restrained at the top, an at-rest earth pressure equivalent to a fluid having density of 60 pcf should tentatively be used for walls supporting a level backfill. This value should be increased to 95 pcf for an ascending 2: I (h:v) backfill. Drainage A perforated pipe-and-gravel subdrain should be installed behind all retaining walls to prevent entrapment of water in the backfill. Perforated pipe should consist of 4-inch minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations laid down. The pipe should be embedded in 1.5 cubic feet per foot of 0.75- to 1.5-inch open-graded gravel wrapped in filter fabric. Filter fabric may consist ofMirafi 140N or equivalent. In lieu of a pipe-and-gravel subdrain, weepholes or open vertical masonry joints may be considered for retaining walls not exceeding a height of approximately 3 feet Weepholes, if used, should be 3 inches minimum diameter and provided at minimum '; . ~ \Ce> . PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N.241-01 Page 16 intervals of 6 feet along the walL Open vertical masonry joints, if used, should be provided at 32-inch minimum intervals, A continuous gravel fill, 12 inches by 12 inches, should be placed behind the weepholes or open masonry joints. The gravel should be wrapped in filter fabric to prevent infiltration of fines and subsequent clogging of the graveL Filter fabric may consist of Mirafi 140N or equivalent. The backfilled portions of retaining walls should be coated with an approved waterproofing compound to inhibit infiltration of moisture through the walls. Temporarv Excavations To facilitate retaining-wall construction, the lower 5 feet of temporary slopes may be cut vertical and the upper portions exceeding a height of 5 feet should then be cut back at a maximum gradient of I: I (h:v) for the duration of construction. However, all temporary slopes should be observed by the project geotechnical consultant for any evidence of potential instability. Depending on the results of these observations, flatter temporary slopes may be necessary. The potential effects of various parameters such as weather, heavy equipment travel, storage near the tops of the temporary excavations and construction scheduling should also be considered in the stability of temporary slopes. Wall Backfill All retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or air-dried as necessary to achieve near-optimum-moisture conditions and compacted in place to a minimum relative compaction of90 percent ; \1. ~ ~ P ACIPIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page 17 i MASONRY GARDEN WALLS Construction on or Near the Tops of Descending Slopes Continuous footings for masonry garden walls proposed on or within 7 feet from the top of any descending slope should be deepened such that a minimum horizontal clearance of 5 feet is maintained between the outside bottom edge of the footing and the slope face. The footings should be reinforced with a minimum of two NO.4 bars, one top and one bottom. Plans for any top-of-slope block walls proposing pier and grade-beam footings should be reviewed by Petra prior to construction. Construction on Level Ground Where masonry garden walls are proposed on level ground and at least 5 feet from the tops of descending slopes, the footings for these walls may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. These footings should also be reinforced with a minimum of two No.4 bars, one top and one bottom. Construction Joints In order to mitigate the potential for unsightly cracking related to the effects of differential settlement, positive separations (construction joints) should be provided in the walls at horizontal intervals of approximately 25 feet and at each corner. The separations should be provided in the blocks only and not extend through the footings. The footings should be placed monolithically with continuous rebars to serve as effective "grade beams" along the full lengths of the walls. .. ~ ~ \I'b PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19, 2002 IN. 241-01 Page 18 . CONCRETE FLATWORK Thickness and Joint Spacing To reduce the potential of unsightly cracking, concrete sidewalks and patio-type slabs should be at least 3.5 inches thick and provided with construction or expansion joints every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick and provided with construction or expansion joints every 10 feet or less. Subgrade Preparation As a further measure to minimize cracking of concrete flatwork, the subgrade soils below concrete-flatwork areas should first be compacted to a minimum relative density of 90 percent and then thoroughly wetted to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture should extend to a depth of 12 inches below subgrade and maintained in the soils during placement of concrete. Pre-watering of the soils will promote uniform curing of the concrete and minimize the development of shrinkage cracks. A representative of the project soils engineer should observe and verify the density and moisture content of the soils and the depth of moisture penetration prior to placing concrete. Cement Tvpe Results of laboratory tests performed on representative samples indicate that of the onsite soils contain from extremely low amounts (undetectable) to 0.2 percent water soluble sulfates. Therefore, according to 1997 UBC Table 19-A-4, Types I and II Portland cement will be satisfactory for concrete placed in contact with the onsite soils. . ~ ~ \0.. PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N.241-01 Page 19 ; Soil Corrosivitv Representative soil samples have been tested to determine the potential for corrosion of metal pipes due to the soils on the site. The test results indicate that the soils are moderately corrosive to buried metal pipes. This conclusion is based on the following corrosive potential from resistivity level readings. Resistivitv Level Readin" Corrosivitv Potential Over 10,000 Mild 5,000 - 10,000 Moderate 1,000 - 5,000 Corrosive 500 - 1,000 Very Corrosive Under 500 Extremely Corrosive Note: If additional information is needed, a Corrosion Engineer should be consulted, Representative soil samples have been tested to determine chloride exposure for reinforcing steel within the site soils. The test results indicate that the soils have a moderate chloride exposure. PLANTERS . Area drains should be extended into all planters that are located within 5 feet of building walls, foundations, retaining walls and masonry garden walls to minimize excessive infiltration of water into the adjacent foundation soils. The surface of the ground in these areas should also be sloped at a minimum gradient of2 percent away from the walls and foundations. Drip-irrigation systems are also recommended to prevent overwatering and subsequent saturation of the adjacent foundation soils. 7P ~ ~ PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page 20 " UTILITY TRENCHES All utility-trench backfill within street right-of-ways, utility easements, under sidewalks, driveways and building-floor slabs, as well as within or in proximity to slopes should be compacted to a minimum relative density of 90 percent. Where onsite soils are utilized as backfill, mechanical compaction will be required. Density testing, along with probing, should be performed by the project soils engineer or his representative, to verify proper compaction. For deep trenches with vertical walls, backfill should be placed in approximately 1- to 2-foot thick maximum lifts and then mechanically compacted with a hydra-hammer, pneumatic tampers or similar equipment. For deep trenches with sloped-walls, backfill materials should be placed in approximately 8- to 12-inch thick maximum lifts and then compacted by rolling with a sheepsfoot tamper or similar equipment. As an alternative for shallow trenches where pipe may be damaged by mechanical compaction equipment, such as under building- floor slabs, imported clean sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. No specific relative compaction will be required; however, observation, probing and, if deemed necessary, testing should be performed. To avoid point-loads and subsequent distress to clay, cement or plastic pipe, imported sand bedding should be placed at least I foot above all pipe in areas where excavated trench materials contain significant cobbles. Sand-bedding materials should be thoroughly jetted prior to placement of backfilL , Where utility trenches are proposed parallel to any building footing (interior and/or exterior trenches), the bottom of the trench should not be located within a I: I (h:v) plane projected downward from the outside bottom edge of the adjacent footing. -z,\ ~ ~ PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 IN. 241-01 Page 21 . SLOPE LANDSCAPING AND MAINTENANCE The engineered slopes within the subject tract are considered grossly and surficially stable and are expected to remain so under normal conditions provided the slopes are landscaped and maintained thereafter in accordance with the following minimum recommendations. . Compacted-earth berms should be constructed along the tops of the engineered fill slopes to prevent water from flowing directly onto the slope surfaces. . The slopes should be landscaped as soon as practical when irrigation water is available. The landscaping should consist of deep-rooted, drought-tolerant and maintenance-free plant species. A landscape architect should be consulted to determine the most suitable groundcover. Iflandscaping cannot be provided within a reasonable period of time, jute matting (or equivalent) or a spray-on product designed to seal slope surfaces should be considered as a temporary measure to inhibit surface erosion until such time permanent landscape plants have become well-established. . Irrigation systems should be installed on the engineered slopes and a watering program then implemented which maintains a unifornl, near-optimum moisture condition in the soils. Overwatering and subsequent saturation of the slope soils should be avoided. On the other hand, 'allowing the soils to dry-out is also detrimental to slope performance. . Irrigation systems should be constructed at the surface only. Construction of sprinkler lines in trenches is not recommended. . During construction of any terrace drains, downdrains or earth berms, care must be taken to avoid placement of loose soil on the slope surfaces. . A permanent slope-maintenance program should be initiated for major slopes not maintained by individual homeowners. Proper slope maintenance must include the care of drainage and erosion control provisions, rodent control and repair ofleaking or damaged irrigation systems. . Provided the above recommendations are followed with respect to slope drainage, maintenance and landscaping, the potential for deep saturation of slope soils is considered very low. 7--z.. ~ ~ .' PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19, 2002 IN. 241-01 Page 22 . . Property owners should be advised of the potential problems that can develop when drainage on the building pads and adjacent slopes is altered in any way. Drainage can be altered due to the placement of fill and construction of garden walls, retaining walls, walkways, patios, swimming pool, spas and planters. POST-GRADING OBSERVATIONS AND TESTING Petra should be notified at the appropriate times in order that we may provide the following observation and testing services during the various phases of post grading construction. . Buddin? Construction - Observe all footing trenches when first excavated to verify adequate depth and competent soil-bearing conditions. - Re-observe all footing trenches, if necessary, if trenches are found to be excavated to inadequate depth and/or found to contain significant slough, saturated or compressible soils. Observe pre-soaking of subgrade soils below living-area and garage floor slabs to verify adequate moisture content and penetration. . RetaininQ-Wall Construction - Observe all footing trenches when first excavated to verify adequate depth and competent soil-bearing conditions. - Re-observe all footing trenches, if necessary, if trenches are found to be excavated to inadequate depth and/or found to contain significant slough, saturated or compressible soils. Observe and verify proper installation of subdrainage systems prior to placing wall backfill. Observe and test placement of all wall backfill to verify adequate compaction. ; -z,.'? ~ ~ PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N.241-01 Page 23 . . Masonrv Wall Construction Observe all footing trenches when first excavated to verify adequate depth and competent soil-bearing conditions. Re-observe all footing trenches, if necessary, if trenches are found to be excavated to inadequate depth and/or found to contain significant slough, saturated or compressible soils. . Exterior Concrete-Flatwork Construction Observe and test subgrade soils below all concrete-flatwork areas to verify adequate compaction and moisture content . Utilitv- Trench Backfill Observe and test placement of all utility-trench backfill to verify adequate compaction. . Re-Gradin!): - Observe and test placement of any fill to be placed above or beyond the grades shown on the approved grading plans. ; .?J\ ~ PACIFIC CENTURY HOMES TR 23143-9/Temecula July 19,2002 J.N. 241-01 Page 24 , This opportunity to be of service is sincerely appreciated. If you have any questions, please contact this office. Respectfully submitted, PETRA GEOTECHNICAL, INe. .~ Bergmann ipal Geologist 1348 ---... St phen M. Pool Senior Associate GE 692 F/SMPIMB/keb Attachments: Table I - Lot-By-Lot Summary of As-Graded Soil Conditions Table II - Field Density Test Results References Plates I - 6 - Geotechnical Maps with Density Test Locations (in pocket) Appendix A - Laboratory Test Criteria/Laboratory Test Data Distribution: (6) Addressee , ./ 't-? ~ ~ . TABLE I LOT-BY-LOT SUMMARY OF AS-GRADED SOIL CONDITIONS :0 PETRA , z.<.t. , - 2 = '"' I :j ;; ;:;; :;;: ;:;; N - <:; '<> 00 ..., 0. ~ ~ W N - :; 0 - <:T- ~ ~ ::;::: =:.1 ... ~ 0. 0. ..., ..., 0. ~ w ~ ~ ~ ~ ~ ~ ~ w q~:::" ..., w 0 00 W w 0. '<> = ~ 0. 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' ,Tj D, If! 8/02 449 Lot38 1239.0 10.0 115.6 89 4 1/18/02 450 RT No. 449 1240.0 11.3 118.2 91 4 )3/ 1/18/02 507 Lot 42 1247.0 12.7 116.5 90 1 )3/ 1/18/02 526 Lot 41 1242.0 10.5 1]6.4 90 5 )3/ 1/18/02 527 Tiempo Crcl/Sta 10+00 1243.0 9.7 ] 17.9 9] 5 )3/ 1/18/02 528 Lot 39 1242.0 11.1 118.9 90 2 )3/ 1/19/02 530 Lot 47 1244.0 9.8 117.3 91 1 )3/ 1/1 9/02 532 Lot 43 1241.0 9.5 122.4 93 2 )3/ 3/19/02 533 Lot 46 1242.0 11.2 113.6 90 8 )31 3/19/02 534 Lot 39 1240.0 10.5 1 ]5.0 91 8 )3, 3/19/02 535 Lot 47 1243.0 9.0 120.0 93 5 )3, 3/19/02 536 Lot 40 1242.0 9.9 118.4 92 5 )3, 3/19/02 537 Lot 38 1241.0 9,6 120.7 93 5 13. 3/19/02 540 Lot 37 1242.0 8.8 121.3 -92 2 )3. 3/20/02 544 Lot41 1243.0 122 116.4 90 8 )3 3/20/02 545 Lot 43 1245.0 ] 1.9 115.7 92 8 )4 3/20/02 546 Lot 38 1244.0 10.1 118.3 92 5 )4 3/20/02 547 Tiempo Crcl/Sta 11 + 15 1246.0 10.1 121.7 92 2 )4 3/20/02 548 Lot 55 1247.0 10.4 I J9.6 91 2 )4 3/20/02 549 Lot 47 1248.0 9.9 120.7 91 2 )4 3/20/02 550 Lot 39 1245.0 1] .4 118.0 91 5 )4 3/20/02 551 Lot 47 ]250.0 10.8 113.6 90 8 )4 3/20/02 552 Tiempo Crcl/Sta 12+20 ]246.0 11.5 114.2 91 8 )4 3/20/02 553 Lot37 ]245.0 12.7 113.9 90 8 )4 3/20/02 555 Lot 42 ]247.0 10.0 116.3 90 5 )4 3/20/02 556 Lot 46 ]252.0 10.8 117.2 91 5 )4 3/20/02 557 Lot 54 1254.0 10.4 116.5 90 5 )4 3/20/02 558 Lot 39/40 1247.0 8.7 119.] 90 2 )<! 3/20/02 559 Lot 38 1246.0 9.2 121.5 92 2 )L 3121/02 564 Lot 36 1247.0 11.9 120.5 91 2 )L 3/21/02 565 Tiempo Circle/Sta 12+ 15 1248.0 11.5 119.5 90 2 ), 3/21/02 566 Tiempo Circle/Sta 12+00 1248.0 10.7 116.9 91 5 }, 3/21/02 567 Lot 40 1249.0 10.1 118.1 91 5 ), 3/21/02 568 Tiempo Circle/Sta 10+25 1252.0 12.0 1 ]4.2 91 8 j' 3/21/02 569 Lot 43 1254.0 12.9 115.3 91 8 ), 3/21/02 570 Lot 47 1256.0 13.3 115.9 92 8 j' 3/21/02 571 Lot 37 1250.0 8.1 121.3 92 2 ), 3122/02 638 Lot 40 1251.0 6.2 113.7 86 2 ), 3/2;2/02 639 RT No. 638 8.1 120.0 91 2 j, 3/22/02 640 Lot 44 1256.0 9.2 118.6 92 I ). 3/22/02 641 Lot 35 1252.0 8.7 118.3 92 I ), 3/i2/02 645 Lot 38 1251.0 7.8 120.6 91 2 ), ), PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 ?fr J.N.241-01 * Sandcone/** 95% required TABLE T-1I1 TABLE II 'EST ">TEST>? :;:,;,,;:::,:\::::::::,:::-,: ...............,.-.;.:.:.,.::._.'.,.,_;:.:..:.:.,....':.:..,.;.: ,0:.,.::,:, ATE '"..NO' ,'. .,., FIELD DENSITY TEST RESULTS TESt. '.,' .. '))ELEV,.' .M01S'rUR:EDENSITYCOMP; > .".' SOIL." ' ., :.,.:.,-:-:-,-,-:...:.:.:.:._,_.,.:.,-...,....,-..:.:.,-:-:,:",:",:,:.:.,:.:,-,:.:,.::-,..; ....,-...,.,.-..-. ,,::::'::::::::':;:::':':::':':'::-:::::;"::::'::::::::;:::;::: ,:,:,:-,::,:,';:,:.,-:-:-:-:':-:-:-'-:-:<:::::: .-,::;.:;:;:::::::;.;:;:;:::::::::;::;:::';':':::::<:'::::-\::,,: LOCATION,i '...,. ....,.,..',. ',. (tij .",.', '. ,'..{%) ..,) .,',(pd), ..'.>(%j .'. .'",. ,..TYPE rJ.2/02 647 Lot 39 1253.0 10.6 116.8 90 5 /22/02 648 Lot41 1256.0 9.7 1] 5.2 89 5 /22/02 649 Lots 44-45 1258.0 12.2 114.0 90 8 /22/02 650 RT No. 648 10.1 1 ]7.6 91 5 /23/02 678 Lot 54 1258.0 9.5 117.3 92' 3 /23/02 679 Lot 42 1258.0 9.4 116.9 91 3 123/02 680 Lot 38 1252.0 11.4 115.1 91 8 /23/02 681 Lot 34 1254.0 10.8 114.7 91 8 /25/02 697 Lot 43 1260.0 5.3 116.0 88 2 /25/02 698 RT No. 697 8.8 121.5 92 2 /27/02 745 Lot 42 1259.0 8.8 115.9 91 3 /26/02 835 Lot 36 1254.0 8.1 121.5 92 2 /26102 836 Lot 38 1254.0 8.0 119.6 91 2 /26/02 837 Lot 46 1260.0 7.5 119.5 90 2 /01/02 911 Lot 14 1237.0 13.1 122.6 96*' 9 /03/02 975 Lot 12 1245.0 10.5 118.8 95** 10 /02/02 1031 Lot 33 1249.0 8.8 119.3 90 2 /02/02 1032 Lot 32 1250.0 9.1 119.7 91 2 /03/02 1037 Lot 4 12440 14,8 112.6 90 10 /03/02 1049 Drennon CrtlSta 11 +25 1242.0 11.8 115.6 96** 13 /04/02 1076 Lot 13 1244.0 10.0 122.8 82** 12 /04/02 1077 RTNo.1076 9.9 128.2 96** 12 /04/02 1090 Drennon CrtlSta II +75 1246.0 13.8 119.8 96** 13 /04/02 1096 Lot 33 1252.0 9.0 120.9 90 12 /04/02 1097 Lot 32 1254.0 13.0 ]08.4 90* 13 /05/02 1176 Lot 15 1248.0 7.0 127.6 95** 11 /05/02 1177 Drennon CrtlSta 11 + 15 1250.0 9.8 113.6 95** 13 105/02 1178 Lot 14 1252.0 10J 115.4 96** 13 ./05/02 1179 Lots 6-7 1246.0 12.2 117.1 98** ]3 ./05/02 1185 Lot 5 1248.0 13.4 118.5 95** 10 ./05/02 1186 Crowne Hill/Sta 50+50 1250.0 13.0 1]8.5 95** 10 ./05/02 1199 Lot 6 1251.0 10.1 122.8 95** 5 ;/08/02 1202 Lot 5 1252.0 11.4 117.0 91** 9 l/08/02 1203 Lot ]2 1253.0 8.7 121.8 91** 12 ~/08/02 1204 Lot 6 1253.0 11.9 116.7 91 9 ~/08/02 1209 Drennon CrtlSta 12+00 1248.0 10.1 120.6 97** 10 ~/08/02 ]210 Drennon CrtlSta 12+40 1250.0 12.2 122.8 95** 5 ~/08/02 ]211 Lot 4 1252.0 10.8 122.8 95** 5 [/0,8/02 ]218 Lot ]2 1254.0 7.8 115.8 87 12 ~/08/02 1219 RTNo. ]218 9.0 121.9 91 12 ~/09/02 1304 Lots 5-6 1253.0 ]0.2 115.5 90* 9 ~/09/02 1305 Lots 5-6 1253.0 8.8 122.5 92 12 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 7' J.N.241-01 . Sandcone'" 95% required TABLE T-1I2 TABLE II FiElD DENSITY TEST RESULTS IJj:ST: .,',TEST ,'.,<f'-,.-.,-:.:.,.:.:.,.:. ,.:.;.,.........-.-.-,....-'....-,......,.,... [)ATE '.,NO; ,:",:,-,;,-,:,.:.;.-,-.;-'.;.:. ""-,-,.,-"--,'",,,',,.:'.-. ........",..... '-'-'-"-,""-,--'-'-' .............-.. ...,.-.-,-...;.-.:.......,... "','-,"","","-',' .-...---.....-,....-,.,....-.'.., ......-. ... ...-.-.-.-..-.._......-...-...........,...,.-..,..".--", .,',..,iTEST: ..... .,......,...,...."..,_..,-.......,...,-...,.,.....---.-. ..-..-.............,....-........,.....-..,........,-..-,...,.'..,-,'..,.....,........-. ........',......"-,.-,....,............."..,,. .................-........-.....-..-.....-."........ '..... 'L'OC'ATION' :}\~>~:;{ :>, :'". :;::ft,: ,:, '::,"c_ ~:t~t\: -.........--_..-........,.,.-.,.,."........,.. . ... .. .......... . .'.....~~~)T... .'t~?t~~~rE(~~rir:v,Tf~1~;.'" ..'.~i~ ..,'..'... 4709/02 1306 Drennon CrtlSta 12+75 1253.0 I] .4 I] 7.5 90 4 4/09/02 ]307 Lot 14 1254.0 10.0 119.9 92 4 4/09/02 1308 Lot 4 1254.0 13.0 112,7 90 10 4/09/02 1309 Lot 7 1255.0 8.9 117,0 88 12 4/09/02 13]0 RTNo.1309 9.0 121.7 91 12 4/09/02 1311 Lot 15 1255.0 8.6 115.7 89 ] 4109/02 1312 RTNo.1311 8.5 116.4 90 ] 4/09/02 1313 Lot4 1255.0 8.2 1]4.9 89 ] 4/09/02 1314 RTNo.13]3 8.4 ] 16.4 90 I 4/J 0/02 1322 Lots 11-12 ]256.0 10.6 119.7 93 9 . 4/10/02 1323 Lots 15-16 1256.0 10.9 118.2 92 9 4/J 0/02 1324 Lot 8 1257.0 ]2.9 113.5 91 10 4Il 0/02 1325 Lot 4 ]257.0 8.2 ]23.5 92 II 4/J 0/02 1377 Lot 13 1257.0 9.0 115.3 86 12 4/1 0/02 1380 RT No. 1377 IL5 121.2 91 12 4/1 0/02 1381 Lot II 1257.0 8.7 123.3 92 ]2 4/1 J/02 1387 Lot 16 1257.0 12.2 115.8 90 9 4Ill/02 1389 Lot 7 1258.0 10.7 121.1 91 ]1 4Ill/02 1390 Drennon CrtlSta 10+50 1258.0 8.7 123.9 93 II 4Ill/02 1451 Lot 32 1259.0 12.2 ] 11.8 90 15 4/11/02 1455 Lot 6 1259.0 10.4 117.2 91 5 4/12102 1462 Lot 16 ]260.0 14.3 114.5 92 ]5 4112/02 1463 Lot 5 1260.0 11.2 116.8 91 9 4112/02 1464 Drennon CrtlSta 11+50 1255.0 11.5 120.3 90 12 4/12/02 1465 Drennon CrtlSta ] 1 +00 1257.0 10.7 121.8 91 ]2 4/J2/02 ]466 Drennon CrtlSta 12+25 1259.0 13.0 122.3 92 ]2 4/J2/02 1467 Lots 7-8 1260.0 11.1 117.4 92 9 4/J5/02 1580 Drennon Crt/Sta 10+50 1260.0 9.8 118.6 92 5 4/J5/02 1581 Lots ]]-]2 1260.0 8.6 118.8 92 5 4/J5/02 1587 Lot 33 1254.0 11.2 115.0 91' 8 4/J5/02 1590 Cro\VTle Hill/Sta 50+00 1260.0 7.2 IlI.1 88 8 4Il6/02 1593 RTNo.1590 14.7 113.7 90 8 4/16/02 1595 Lot 17 1260.0 ILl 112.0 90 10 4/16/02 1596 Lot 3 1260.0 10.3 123,0 92 12 4Il6/02 1597 Crowne Hill/Sta 51 +00 1260.0 12.7 111.4 91 14 4/16/02 1598 Lot 8 1261.0 8.8 123.7 93 12 4/J6/02 1599 Lot II 1261.0 8.5 122.5 92 12 4Il6/02 1600 Lot 14 1261.0 12.8 ]12.7 90 10 4/16/02 ]626 Drennon CrtlSta 23+43 1261.0 122 119.7 91' 2 4/16/02 1627 Lot 16 ]261.0 11.6 120.2 91' 2 4/lj5/02 1632 Lot 8 1262.0 7.0 108.5 86 8 4116/02 1633 Lot 7 1262.0 5.4 111.0 88 8 ~ PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 J.N.241-01 * Sandconel** 95% required TABLE T-II 3 TABLE II FIELD DENSITY TEST RESULTS ~~~I.,..', ....'..'T:g!. '....',...i"..'...'.'..it~~ji6t..,.....".' ....,.'........'....'.i~t~)~\ ...,.~~i~)U~"....,~E~~ri~j{~r.ii"...ii~~ ' 4717/02 1635 RTNo.1632 12.3 114.7 91 8 4/1 7/02 1636 RTNo.1633 12.2 113.5 90 8 4/1 7/02 1639 Lot 3 1262.0 6.8 112.1 89 8 4/1 7/02 1640 Lot 15 1262.0 8.9 110.9 88 8 4/17/02 1641 Drennon Crt/Sta 10+00 1262.0 10.5 115.5 90 9 4/17/02 1647 Lot 18 1263.0 12.5 111.0 91 14 4/17/02 1648 Lot 8 1263.0 ]4.6 113.5 91 6 4/17/02 1649 Lot 11 1263.0 15.1 114.6 92 6 4117/02 1650 Lot 6 1263.0 14.0 l15.! 92 6 4/1 7/02 1776 RT No. 1639 11.8 118.2 94 8 4/1 7/02 1777 RT No. 1640 11.2 117A 93 8 4/18/02 1783 Lots 2-3 1259.0 ILl 117.5 92 9 4/18/02 1784 Crowne Hill/Sta 49+50 1262,0 10.5 118.5 93 9 4/18/02 1785 Lot 4 1264.0 12.2 121.3 91 12 4/18/02 1787 Lot 3 1261.0 9.9 121.9 91 12 4/18/02 1788 Drennon Crt/Sta 13+00 1260.0 8.4 118.5 93 9 4/18/02 1795 Lots 15-16 1262.0 11.0 120.3 90' 12 4/18/02 1796 Lot 17 1263.0 10.0 121.5 91' 12 411 9/02 1800 Drennon Crt/Sta 10+ I 0 1264.0 14.4 110.2 92 13 4/1 9/02 1855 Lots 3-4 1265.0 13.6 112.2 90 15 4/19/02 1857 Lot 7 1265.0 13.8 114.5 91 9 4/19/02 1880 Lot 15 1264.0 13.5 114.6 92 10 4119/02 1881 Drennon Crt/Sta 10+25 1266.0 9.0 115.9 87 12 4/19/02 1882 RTNo. ]881 8.8 125.6 94 12 4/19/02 1883 Lots 5-6 1266.0 9.7 123.5 92 12 4/22/02 1939 Lot 14 1264.0 12.3 116.8 92 7 4/22/02 1940 Lot 14 1265.0 13.1 114.5 90 7 4/22/02 1942 Lot 6 1267.0 12.8 112.6 90 10 4/23/02 1950 Lot 4 ]266.0 10.3 114A 90 7 4/23/02 2001 Drennon Crt/Sta 12+ 10 1266.0 9.8 116.4 89 4 4/23/02 2002 Lot 7 1265.0 lOA 117.9 90 4 4/23/02 2003 Lot 13 1266.0 11.3 117.0 91 5 4/23/02 2004 Crowne Hill/Sta 50+75 1264.0 11.4 116.0 89 4 4/23/02 2008 RTNo.200] 13.4 118.2 91 5 I 4/26/02 2009 RT No. 2004 12.2 115.1 91 7 4/26/02 2012 Lot 5 1267.0 13.3 116.9 91 7 ! 4/26/02 2013 Lot 16 1267.0 14.6 113.2 91 6 4/26/02 2014 Lot 16 1266.0 10.2 123.2 92 12 4/26/02 2015 Lot 8 1268.0 9.6 124.1 93 12 4/26/02 2016 Lot 5 1268.0 11.2 117A 91 17 4/~6/02 2019 Lot 17 1268.0 13.6 1l0.1 90 14 4/26/02 2020 Lot 15 1268.0 12.5 112.0 92 14 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 ~ J.N. 241-01 * Sandconel** 95% required TABLE T-1I4 TABLE II rEST ,TEST, '.... '::::-:::::::;:::;-;';::-::;:':;,;:-.:::':::::::::=:::;';:::::::::::::::::;:::::::::;:.:: lATE??}:? :::r::::N,P8:\!!:::J:::::::: FIELD DENSITY TEST RESULTS /)tb~~~o~..<;^i~t~:'> ...'M?t1:.f~ 'D~~~~A~5j?~I>' i;:/~i:..". "':-"";'-"",.".:, T D. 1126/02 1/26/02 1/27/02 1/29/02 1/29/02 1/29/02 1/29/02 1/29/02 1/29/02 1/30/02 1/30/02 1130/02 1/30/02 1/30/02 1/30/02 1/30/02 1/30/02 ,/01/02 ,/01/02 1/29/02 1/29/02 1/29/02 1/29/02 1/29/02 1/30/02 ;/01102 ;/01/02 ;/01/02 ;/03/02 ,/03/02 ;/03/02 ,/03/02 ,/01102 j/O 1102 j/O ]/02 j/O 1/02 ;/01/02 j/O 1/02 ;/0~/02 , ;/0 I /02 ,/0)/02 ;/01102 2021 2022 2023 2080 2081 2082 2094 2095 2096 2129 2130 2]31 2132 2133 2134 2135 2136 2149 2150 2151 2152 2153 2154 2155 2158 2]64 2165 2166 2173 2172 2174 2175 2201 2202 2203 2204 2205 2207 2211 2213 2214 2216 Lot 12 RTNo.2021 Lot 7 Crowne HilllSta 50+10 Drennon CrtlSta ] 1 +60 RT No. 2081 Lot 8 Lot 11 Lot 3 Lot 3 Lot 14 Lot ]1 Lot 8 RTNo.2129 RT No. 2]30 RTNo.2131 RT No. 2132 Lot 5 Lot 5 Lot 35 Lot 37 Lot 38 Lot41 Lot 37 Lot 39 Lot 18 Lot 2 Lot 9 Lot 1]1 Fox Rd/Sta 92+75 Fox Rd/Sta 92+25 Drennon CrtlSta 15+65 Crowne Hill/Sta 48+95 Lot 6 Lot I] Drennon CrtlSta 13+40 Lot 14 Drennon CrtlSta 10+40 Lot 33 RT No. 2204 , RT No. 2205 Lot 9 ]268.0 ]268.0 1268.0 1267.0 1270.0 1271.0 1269.0 1272.0 1271.0 1272.0 1271.0 1270.0 1271.0 1253.0 1253.0 1255.0 1258.0 1257,0 1256.0 1271.0 1271.0 1272.0 1271.0 1270.0 1272.0 1273.0 12 72. 0 1271.0 1273.0 1272.0 12 72. 0 1272.0 1273.0 13.0 104.8 14.4 106.2 13.6 117.0 ]5.7 110.3 14.5 ] 13.8 13.8 114.8 14.2 115.1 13.0 116.5 11.5 113.0 11.7 ] 15.1 10.9 ] 12.9 ] 5.2 117.8 ]4.8 115.5 13.0 117.6 11.0 113.7 11.5 114.5 11.2 117.9 16.5 113.9 13.8 114.0 10.8 113.3 11.2 115.4 15.6 110.0 14.8 107.5 11.1 116.8 10.1 117.5 12.8 112,8 12.5 114.1 11.4 113.1 14.8 106.7 10.6 ] 18.8 13.3 105.5 14.6 106.0 12.7 110.3 9.4 114.1 9.4 116.9 14.7 108.6 14.4 112.5 15.0 116.2 12.7 120.8 13.9 109.8 12.7 115.3 13.0 114.8 PETRA GEOTECHNICAL, INC. J.N. 241-01 1272.0 TR 23143.9 * Sandconel** 95% required 89 16 91 16 92 7 90 14 89 7 90 7 90 8 92 8 93 7 88 4 89 8 88 12 88 4 90 4 90 8 91 8 94 8 93 14 91 8 92 18 94 ]8 94 16 92 16 90 ]7 91 ]7 91 15 92 15 91 15 91 16 92 17 90 16 90 16 90 14 91 8 92 8 89 14 89 7 90 5 93 4 90 14 91 7 91 8 JULY 2002 TABLE T-II 5 ,5/ ,5/ ,5/ ,5, '51 ,5, 5, ,5 ,5 '5 '5 ,5 ,5 '5 ,5 '5 IS ,~ ,~ ,~ ': " ': ': " ': ': ': ,; ~Q TABLE II FIELD DENSITY TEST RESULTS ;~+~i. ,T~6T .'.,'.. "..'. ,...,.'.,td~t~~~. .'..".i...'....J.:L(:,I)V. . ~e~(.~)~~iDE(Np~~IT1J~O(, J1)n/t~ "'_'_,_"'_ ..._._. ........_.. _. ,', .... :-:':':;-;"'-:':, ":.-::..-. :.;.:'" ._ .!::l :::-:;'/::::'-;:<::::::;:-.":,-..:...-'__: ..... ....,..'.,."..,.,."...... ... . 1276.0 ]276.0 1277.0 1275.0 1276.0 1276.0 1277.0 1278.0 1276.0 1278.0 1277.0 1258.0 1251.0 1255.0 1259.0 1260.0 1260.0 1257.0 1256.0 1258.0 1279.0 1281.0 1272.0 1280.0 1279.0 1281.0 1282.0 TR 23143-9 * Sandconel** 95% required ;101/02 2217 Lot 10 ;/01/02 2218 Lot 4 ;/02/02 2219 Lot 7 ;/02/02 2220 Lot 3 ;/02/02 2221 Drennon Crt/Sta 10+60 ;/02/02 2225 Lot 10 ;/02/02 2279 Lot 10 ;/02/02 2280 Lot 13 ;/02/02 2281 Lot 17 ;/02/02 2282 Crowne HilllSta 5 1+50 ;/02/02 2283 Lot 2 ;/02/02 2284 Lot 17 ;/02/02 2285 Lot 7 ;/02/02 2286 Lot 6 ;/02/02 2292 RT No. 2284 ;/03/02 2351 Lot 9 ;/03/02 2353 Lot4 ;/03/02 2352 Drennon Crt/Sta 9+95 ;/03/02 2354 Crowne HilllSta 49+60 ;/03/02 2355 Crowne Hill/Sta 51 +55 ;/03/02 2356 Lot 12 ;/03/02 2357 Drennon Crt/Sta 10+95 ;/03/02 2358 Lot 5 ;/03/02 2359 Lot 2 ;/03/02 2363 Lot 5 ;/03/02 2364 Lot II ;/01/02 2480 Lot 38 ;/01/02 2483 Lot 35 ;/01/02 2484 Lot 35 ;/01/02 2490 Lot 36 ;/02/02 2491 Lot 38 ;/02/02 2492 Lot 37 ;/02/02 2493 Lot 34 ;/02/02 2494 Lot 35 ;/02/02 2526 Lot 34 ;/1 5/02 2865 Lot 10 ;/1 5/02 2867 Lot 12 ;/15/02 2868 Lot 10 ;/]5/02 2869 Lot 20 ;/1 5/02 2872 Lot 16 ;/IS/02 2873 Lot 19 ;/1 5/02 2874 Lot 12 PETRA GEOTECHNICAL, INC. J.N.241-01 1273.0 1273.0 1274.0 ]276.0 ]275.0 1278.0 1274.0 1274.0 1273.0 1273.0 1274.0 1275.0 1275.0 1275.0 11.6 118.0 93 7 10.7 I 16.4 92 7 14.1 110.] 90 14 14.3 115.2 91 7 11.9 119.9 92 4 9.2 I 18.4 91 4 10.1 113.2 91 10 8.0 ] 18.8 91 4 8.4 120.3 92 4 11.1 120.1 92 4 9.3 120.3 92 4 7.0 113.2 86 4 8.6 122.0 91 12 10.2 I I 1.5 91 14 9.4 1185 91 4 9.6 116.1 91 7 11.6 ] 15.3 91 7 12.1 116.6 92 7 10.3 115.8 91 7 ] 1.7 117.3 92 7 9.3 114.5 90 7 13.2 115.9 91 7 11.0 114.4 90 7 10.1 119.0 91 4 12.6 114.6 90 7 11.4 116.3 90 5 11.9 112.1 90 IS 9.7 123.5 93 12 IL3 115.3 90 9 10.0 118.5 91 4 11.7 116.7 91 9 9.3 124.0 93 12 13.3 113.3 91 15 1L3 115.9 91 9 9.1 124.7 93 12 17.0 1]3.0 92 18 10.7 124.0 93 12 7.4 109.9 90 14 10.3 I I 1.4 91 14 10.6 116.4 91 3 10.9 I 17.1 91 3 12.8 111.8 90 15 JULY 2002 TABLE T-II 6 ~ TABLE II FIELD DENSITY TEST RESULTS ~ii,~~~ri ...'.....,',..,...ig6~~6~ .....,....,... ...'.....'...,.'..,..'Ji:~:t. ..~~?1t~~.".~~&~~~~f.~p~;~&t} '.. ;i15/02 2875 Lot 14 1282.0 11.3 114.4 90 7 ,/16/02 2951 Drennon Crt/Sta 13+60 1279.0 8.0 108.5 81 12 i/16102 2953 Lot 12 1280.0 9.6 115.4 90 7 i/16/02 2954 Lot 7 1281.0 13.1 118.9 91 4 i/16102 2955 Lot4 1281.0 12.2 117.6 90 4 i/16102 2956 Drennon CrtlSta 12+60 1282.0 11.4 116.8 9] 5 i/16102 2958 Lot 8 1281.0 6.5 108.9 87 10 i/16102 2959 Lot 129 1280.0 ]2.3 118.4 92 5 ,/16102 2960 RTNo.2951 9.8 120.3 90 ]2 i/16/02 2961 Lot 12 1283.0 10.5 117.6 90 4 i/17/02 2962 RT No. 2958 7.2 1 ]2.8 90 10 i/18/02 2967 Lot ]8 1289.0 6.4 105.7 82 5 i/18/02 2968 Lot 19 1288.0 10.1 116.5 90 5 i/18/02 2969 Lot 6 ' 1290.0 8.3 123.3 ,92 12 i/18/02 2970 Lot 5 1289.0 11.6 ] 18.4 92 5 i/18/02 2972 RT No. 2967 9.6 117.7 91 5 i/18/02 2973 Lot 12 1295.0 9.0 ] 21.2 91 12 i/18/02 2974 Lot 13 1294.0 9.8 116.4 90 5 i/l8/02 2975 Drennon CrtlSt ] 2+ I 0 ] 291.0 8.6 124.8 93 12 jl17/02 3031 Lot ]1 ]290.0 11.3 122.1 91 12 i/l7/02 3032 Lot 11 ]289.0 10.2 123.6 93 12 i/l7/02 3033 Lot 8 1287.0 10.3 ]20.0 90 12 i/17102 3034 Lot 8 1286.0 9.4 ] 17.2 91 5 i/l7/02 3035 Lot 16 1285.0 9.7 ] 17.5 91 5 il17102 3036 Lot 16 1286.0 9.4 1 ]8.7 92 5 i/17102 3037 Lot 19 1284.0 9.1 117.5 91 5 i/17/02 3038 Lot 20 ]283.0 10.6 1 ]9.6 93 5 il17/02 3039 Lot 10 1281.0 9.6 117.9 91 5 il17/02 3040 Lot 10 1280.0 8.5 116.5 90 5 i/17/02 3041 Lot 10 1283.0 12.1 1]9.7 93 5 i/17/02 3042 Lot 10 1286.0 10.1 113.4 88 5 j/17/02 3043 Lot 12 1293.0 8.8 121.9 9] 12 i/17/02 3044 Lot 13 1292.0 11.9 121.5 91 ]2 il17/02 3045 Lot4 1281.0 9.0 119.0 92 5 i/17I02 3046 Lot 3 1280.0 9.0 119.9 93 5 i/17/02 3047 RTNo.3042 9.7 120.0 93 5 i/18/02 3048 Drennon Crt/Sta 14+60 1281.0 ] 1.2 ]21.1 91 12 i/18102 3049 Lot ]27 1278.0 9.9 1173 91 5 i/lls/02 3050 Lot I 1278.0 12.5 116.4 91 9 i/20102 3178 Lot 10 ]288.0 11.5 121.5 91 12 i/20/02 3179 Lot 10 1287.0 10.7 122.6 92 12 i/20/02 3180 Lot 9 1292.0 12.5 119.0 92 17 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 J.N.241-01 * Sandconel** 95% required TABLE T-II 7 b..,1/ TABLE II FIELD DENSITY TEST RESULTS nWf ',' TEST .';T:Eg . .,..>~LE'\T. · M,O. ',I(S.,;,T,., .)URE"" ',.," ".."D""., ~"(NpSCt)IT,,.,y.',,',.,. COMP;;\SOIL lATE <No>F '.'LocArtON> ,. .',',',".',',' (ft) , '<(%)'fYPE" /20/02 3181 Lot 9 1291.0 13.1 117.7 9] 17 :(20/02 3182 LotIO 1290.0 12.8 118.2 92 17 ,/20/02 3183 Lot 10 1289.0 1 0.4 122.3 92 12 ,/20/02 3184 Drennon CrtlSta 13+25 ]289.0 13.0 ] 17.2 91 17 ,/20/02 3185 Drennon CrtlSta 13+50 1288.0 9.5 1] 9.7 90 12 '/20/02 3186 Lot 20 1286.0 11.9 118.5 92 17 ,/20/02 3187 Lot 20 1285.0 ] 3.2 117.7 91 17 ./20102 3188 Lot 18 1290.0 10.4 123.1 92 12 ,/20/02 3189 Lot 18 1291.0 12.6 119.0 92 17 i/20/02 3190 Lot I] 1298.0 13.3 117.4 91 17 i/20/02 3191 Lot 12 1297.0 12.5 118.6 92 17 i/20/02 3192 Lot 9 1296.0 6.7 ] 13.6 88 17 i/20/02 3193 Lot 9 1297.0 8.3 112.1 87 17 i/20/02 3196 RTNo.3192 9.7 116.9 9] 17 i/20/02 3]97 RTNo.3193 11.1 ] 18.4 92 17 i/21/02 3198 Drennon CrtlSta ] 4+70 1288.0 13.8 116.9 9] 17 i/21/02 3199 Drennon CrtlSta 14+95 1287.0 13.1 118.7 92 17 i/21102 3200 Lot] 11 1287.0 12.6 1 ]7.] 91 17 i/21/02 3226 Lotlll 1286.0 ]2.3 1 ]9.5 93 17 i/21/02 3227 Lot 3 1290.0 13.3 117.8 91 17 i/21/02 3228 Lot 2 1289.0 13.7 116.4 90 17 i/21/02 3229 Lot 12 1298.0 13.2 117.2 91 17 i/21/02 3230 Lot 11 1297.0 12.8 118.8 92 17 i/21/02 3231 Lot 9 ]297.0 12.3 120.3 90 12 i/21/02 3232 Lot 9 1296.0 11.1 121.1 91 12 i/21/02 3233 Lot 28 1249.0 11.4 111.5 90 15 i/21/02 3234 Lot 28 1250.0 8.1 110.7 89 15 i/21/02 3235 Lot31 1252.0 14.4 1122 90 15 i/21/02 3236 RT No. 3234 12.6 113.1 91 15 i/21/02 3237 Lot 13 1299.0 10.5 124.5 93 12 i/21/02 3238 Lot 13 1298.0 8.7 118.7 92 17 i/21/02 3239 Lot 19 1293.0 11.4 118.1 92 17 i/21/02 3240 Lot 20 1292.0 11.4 117.9 91 17 5/21/02 3241 Drennon CrtlSta 12+60 1294.0 8.4 123.5 93 12 5/21/02 3242 Drennon CrtlSta 12+80 1293.0 10.1 120.9 91 12 5/21102 3243 Lot 111 \288.0 9.6 108.3 84 17 5/21/02 3244 Lot 111 1289.0 10.9 109.7 85 17 5/21/02 3245 RT No. 3243 12.4 116.4 90 17 5/21/02 3246 RT No. 3244 11.8 117.1 91 17 i/21102 3247 Lot 27 1252.0 15.8 110.1 91 13 5/2;J102 3248 Lot 30 1253.0 14.6 108.6 90 13 5/22/02 3249 Lot 32 1256.0 4.9 111.0 86 5 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 J.N.241-01 . Sandcone'" 95% required TABLE T-1I8 t>...'? TABLE II FIELD DENSllY TEST RESULTS :~i~\ '...I:g~{i,i....,'...,)I66~j,iQk .,.'.'....i.i.....{~;r..,.."....'.~~~I(iI0.'.~E;~~:;:..'Cr~~p: i.,....~~... ....',.... ,/22/02 3250 Lot 31 /22/02 3303 RT No. 3249 ,/22/02 3304 RT No. 3250 /22/02 3311 Lot 30 '/22/02 3312 Lot 30 '/22/02 33] 5 Lot 33 '/22/02 3316 Lot 33 ,/22/02 3317 Lot 27 '/22/02 3318 Lot 27 '/22/02 3319 Lot 30 ;;22/02 3320 Lot 30 ,/22/02 3330 Lot 10 ;;22/02 3331 RT No. 3330 ,/22/02 3332 Lot 10 ;/22/02 3333 Lot 10 ;/22/02 3334 Lot 9 ,/22/02 3335 Lot 8 ,/22/02 3336 Lot 8 ;/22/02 3337 Lot 10 ,/22/02 3338 RT No. 3336 ;/22/02 3339 RT No. 3337 ;/22/02 3363 Lot 32 ,/23/02 3376 Lot 28 ;/23/02 3377 Lot 29 ,/23/02 3378 Lot 33 ,/23/02 3379 Lot 33 ;/23/02 3380 Lot 56 ,/23/02 3381 Lot 55 ,/23/02 3382 Lot 47 ,/23/02 3383 Lot 47 ,/23/02 3384 RT No. 3380 ,/23/02 3385 RT No. 3381 ,/23/02 3386 Lot 45 ,/23/02 3387 Lot 44 ,/23/02 3388 Lot 130 ,/23/02 3389 Lot 130 ,/23/02 3390 Lot 132 ,/23/02 3391 Lot 132 ,dlO2 3392 Lot 131 ,/23/02 3393 Lot 132 ,/28/02 3451 Lot 62 ,/28/02 3452 Lot62 PETRA GEOTECHNICAL, INC. J-N. 241-01 1255.0 7,0 8.5 9,3 1258.0 1257.0 1259,0 1258.0 1262.0 1263,0 1258.0 1259.0 1298.0 10.6 9.4 9.8 9.0 11.2 10.6 9.0 12.1 11.7 12.3 10.2 11.0 9.8 10.2 11.3 10.1 9.7 11.5 99 12.8 13.4 11.5 12.1 11.5 10.5 12.7 11.6 13.1 12.2 ILl 10.7 9.3 10.1 10.7 8.9 9.3 11.9 10.1 9.2 1298.0 1300.0 1297.0 1298.0 1301.0 1302.0 1263.0 1262.0 1261.0 1260.0 1261.0 1260.0 1261.0 1256.0 1255.0 1257.0 1256.0 1258.0 1257.0 1257.0 1256.0 1260.0 1261.0 1262.0 1263.0 TR 23143.9 . Sandconel*. 95% required 115.1 116.0 117.7 119.8 123.1 120.8 122.4 118.8 118.3 117.7 117.9 114.9 120.2 121.7 122.9 120.2 120.9 116.3 115.2 119.8 120.3 119.4 117.6 116.5 119,3 118.6 ] 14.3 113.7 118.1 116.3 117.8 116.7 118.3 119.6 117.9 119.0 118.5 119.8 123.9 12Ll 122.9 120.8 89 5 90 5 91 5 90 12 92 ]2 90 ]2 92 12 91 4 91 4 90 4 90 4 89 17 93 17 92 2 93 2 91 2 91 2 88 2 87 2 90 2 91 2 91 4 91 17 90 17 91 20 91 20 89 17 88 17 92 17 90 17 91 17 90 17 90 20 91 20 90 20 91 20 90 20 91 20 93 12 91 12 92 12 90 12 JULY 2002 TABLE T-1I9 *' TABLE II FiElD DENSITY TEST RESULTS '~i~.. '.,....'.t:dI< > ....,............'.....,....L62~ri6~....'..... ,.'...'.>...'.......'...,.~~f~;~l.'"..".i~il~)~~'.'.~E(~~~'2',. ...~f~iP'"..,....i~..." 1'2.8102 3453 Lot63 1261.0 8.2 118.6 91 20 128/02 3454 Lot 63 1262.0 10.6 117.4 90 20 128/02 3455 Lot 62 1265.0 11.7 119.1 91 20 /28/02 3456 Lot 131 1264.0 9.3 117.0 91 17 /28/02 3457 Lot 63 1263.0 8.4 121.9 91 12 /28/02 3458 Lot 63 1264.0 9.8 123.8 93 12 /28/02 3459 Lot 28 1262.0 10.9 112.0 91 18 128/02 3460 Lot 28 1263.0 11.5 113.6 92 18 /28/02 3461 Lot 27 1266.0 12.6 ] 11.8 91 18 128/02 3462 Lot 27 1265.0 10.1 1 ]4.0 93 18 128/02 3463 Lot 62 1267.0 11.9 116.4 90 19 128/02 3464 Lot 62 ]266.0 10.3 118.7 92 ]9 /28/02 3465 Lot 63 1265.0 9.4 ] 19.] 92 19 /28/02 3466 Lot 131 1266.0 11.1 Iln 91 19 128/02 3467 Lot 63 1268.0 12.6 112.2 91 18 128/02 3468 Lot 62 1268.0 13.1 111.1 90 18 /29/02 3473 Lot 27 1268.0 12.1 120.0 92 20 129/02 3474 Lot 28 ]267.0 11.7 121.1 92 20 /28/02 3526 Lot 46 1261.0 10.7 119.5 92 17 /28/02 3527 Lot 43 1260.0 ]1.1 120.2 93 17 /28/02 3528 Lot 40 1260.0 10.4 ' 120.9 93 17 /28/02 3529 Lot 54 1262.0 11.6 121.9 94 17 /29/02 3587 Lot 13 1299.0 12.3 119.0 9] 20 129102 3588 Lot 17 1297.0 12.8 121.4 93 20 /29/02 3591 Royal CresVSta 19+00 1251.0 16.4 111.0 92 13 /29/02 3592 Royal CresVSta 19+20 1250.0 15.5 108.5 90 13 /30/02 3596 Lot 19 1299.0 12.3 122.3 92 12 /30/02 3597 Lot 18 1298.0 11.6 123.8 93 12 130102 3598 Lot 14 1300.0 9.8 121.2 91 12 130/02 3599 Lot 15 1301.0 10.7 120.9 91 12 130102 3600 Lot 10 1300.0 12.2 119.7 91 20 130/02 3626 Lot 14 1256.0 11.9 116.7 91 9 130102 3627 Lot 14 1256.0 12.6 117.9 92 9 130/02 3629 Lot 15 1256.0 12.9 118.3 92 9 130102 3630 Lot 15 1257.0 ] 1.7 116.9 91 9 130/02 3631 Lot 14 1257.0 ]3.5 113.9 91 15 '30/02 3634 Lot 15 1260.0 13.2 115.3 92 15 130/02 3635 Lot 14 1260.0 10.9 120.1 93 9 '30/02 3636 Lot ]4 1259.0 11.3 117.3 91 9 130/02 3645 Lot 14 1262.0 12.8 113.9 91 15 '3Q/02 3647 Lot 15 1263.0 13.2 115.1 92 ]5 '30/02 3676 Lot 10 1301.0 11.7 118.2 90 20 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 J.N. 241-01 * Sandcone/** 95% required TABLE T-1I10 r ~--p TABLE II FIELD DENSITY TEST RESULTS ~~ii,..,'.....J~b}:...... ":....'....,,.~,~62!~6&.,:}.'>/.ii>;;~t:)~i,.. ..,~~itlW~~I?~~~At~..8f~~~] ..:'(;~.... ... , 5/30/02 3679 Lot II 1301.0 8.5 120.7 92 20 5/30/02 3680 Lot 12 1302.0 9.7 119.0 91 20 5/30/02 3681 Lot 16 1301.0 10.7 123.3 92 12 5/30/02 3682 Lot 16 1302.0 9.0 121.7 91 12 5/30/02 3683 Lot 18 1300.0 8.4 119.6 91 20 5/30/02 3684 Lot 19 1301.0 9.6 118.0 90 20 5/30/02 3685 Lot 12 1303.0 8.7 118.7 91 20 5/30/02 3686 Lot 11 1302.0 9.9 120.3 92 20 5/30/02 3687 Lot 9 1302.0 9.1 116.6 90 5 5/30/02 3688 Lot 9 1301.0 8.3 117.7 91 5 5/30/02 3689 Lot 18 1301.0 10.1 120.3 90 12 5/30/02 3690 Lot 18 1302.0 9.2 121.8 91 ]2 6/03/02 3956 Lot 22 1288.0 9.4 ] 16.3 90 ]9 6/03/02 3957 Lot 21 1291.0 12.6 119.2 92 19 6/04/02 3960 Lot 87 slope 1268.0 9.0 116.1 90 19 6/04/02 3961 Lot 83 slope 1269.0 7.2 110.] 85 19 6/04/02 3962 Lot 80 slope 1271.0 9.2 110.8 86 19 6/04/02 3963 RT No. 3961 9.5 116.7 90 19 6/04/02 3964 RTNo.3962 9.7 117,2 91 19 6/04/02 3968 Lot 86 slope 1270.0 6.4 112.8 87 19 6/04/02 3969 Lot 82 slope 1271.0 7.3 111.0 86 19 6/04/02 3970 Lot 79 slope 1273.0 ]2.9 109.7 85 19 6/04/02 3971 RT No. 3968 6.6 112.5 87 19 6/04/02 3972 RT No. 3969 11.3 118.7 92 19 6/04/02 3973 RTNo.3970 10.7 116.4 90 19 6/04/02 3974 RTNo.3971 12.0 117.1 91 19 6/04/02 ,3975 Lot 84 slope 1274.0 11.1 119.1 92 19 5/04/02 4026 Lot 81 slope 1274.0 11.1 118.9 92 19 5/04/02 4027 Lot 79 slope 1275.0 9.2 116.7 90 19 5/04/02 4028 Lot 87 slope 12 77. 0 10.7 119.3 92 19 5/04/02 4029 Lot 80 slope 1278.0 6.3 112.8 87 19 6/04/02 4030 RT No. 4029 9.1 118.0 91 19 6/05/02 403] Lot 2 1289.0 12.2 113.7 90 8 5/05/02 4032 Lot I 1290.0 IL8 114.1 91 8 5/05/02 4033 Lot 126 1286.0 8.9 119.7 93 1 6/05/02 4034 Lot 125 1287.0 9.5 118.3 92 I 5/05/02 4035 Fox Rd/Sta 92+10 1288.0 8.9 114.4 91 8 6/05/02 4036 Fox Rd/Sta 92+ 1 0 1289.0 9.7 113.7 90 8 5/45/02 4037 Lot 4 1291.0 11.1 121.7 91 12 5/05/02 4038 Lot 4 1292.0 10.4 , 122.9 92 12 6/05/02 4039 Lot 8 1295.0 10.1 117.1 91 17 6/05/02 4040 Lot 7 1296.0 9.2 118.1 92 17 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 A,1o J.N.241-01 * Sandconel** 95% required TABLE T-1I11 TABLE II rJi:S1'~Tl!:$T. IATENCi, FIELD DENSITY TEST RESULTS {i~b~~ji~~...'......'.' '...' ...,."...'.,..".....~~f~r'...,M?j~~mc .,..!;~~bn;~d~f..."..'.;~:..." ;/05/02 4041 Lot 5 ;105/02 4042 Lot 5 ;/05/02 4043 Lot 3 ;/05/02 4044 Lot 2 ;/05/02 4045 Lot 2 i/05/02 4046 Lot I ;/05/02 4101 Lot 1 i/05/02 4102 Fox Rd/Sta 91+60 i/05/02 4103 Lot 4 ;105/02 4104 Lot 3 ;/05/02 4105 Lot 7 ;/05/02 4106 Lot 7 ;106102 4107 Lot 92 i/06/02 4108 Lot 97 i/06/02 4109 Lot 92 i/06/02 4110 Lot 93 i/06/02 4111 Lot 93 i/06/02 4112 Lot 95 ;/06/02 41 ] 3 Lot 95 ;/06/02 4114 Lot 96 ;106/02 4115 RT No. 4109 ;/06/02 4116 RTNo.4112 ;/06102 41]7 RTNo.4113 ;/06/02 4118 Lot 93 i/06/02 4119 Lot 93 i/06/02 4120 Lot 94 i/06/02 4121 Lot 95 ;106/02 4122 Lot 96 ;/06/02 4123 Lot 97 ;/06/02 4124 Lot 21 ;106/02 4125 Lot 25 ;/07/02 4284 Lot 7 ;/07/02 4285 Lot 8 ;/07/02 4286 Lot 6 i/07/02 4287 Lot 5 ;/07/02 4288 Lot I ;/07/02 4289 Lot I ;/07/02 4290 Lot 4 ;/07/02 4291 Lot3 ;/07/02 4292 Lot 126 i/Oi102 4293 Lot 127 ;/07/02 4294 Lot 125 PETRA GEOTECHNICAL, INC. J.N.241-01 1292.0 9.3 1293.0 9.7 1290.0 10.5 1291.0 11.1 1291.0 II.? 1292.0 12.5 1293.0 10.2 1294.0 11.6 1293.0 14.8 1294.0 13.3 1296.0 8.5 1297.0 8.1 1279.0 10.7 1280.0 9.3 1284.0 7.7 1282.0 10.8 1281.0 11.1 1284.0 8.3 1283.0 7.5 1283.0 14.1 12.2 11.4 13.8 1284.0 14.8 1283.0 14.1 1285.0 11.5 1285.0 12.1 1284.0 14.4 1283.0 13.3 1293.0 9.1 1277.0 8.7 1299.0 11.2 1300.0 11.9 1297.0 9.1 1298.0 9.7 1295.0 7.9 )296.0 8.7 1296.0 8.1 1297.0 8.8 1292.0 14.4 1291.0 13.0 1294.0 9.9 TR 23143-9 * Sandconel** 95% required 119.0 117.3 113.1 114.4 115.1 116.4 114.4 1 ]3.8 113.3 114.6 121.5 122.7 118.9 117.6 109.9 114.1 ] 15.3 110.4 107.3 114.7 ] 13.3 115.0 114.2 113.3 114.0 ] 13.2 114,6 113.7 1]5.1 119.4 118.9 113.5 114.5 11 7.7 119.8 122.2 121.8 123.3 124.7 113.6 114.7 118.5 92 17 91 17 91 10 92 10 92 10 93 10 92 ]0 91 10 91 10 92 10 91 12 92 12 92 19 91 19 88 10 92 10 93 10 89 10 86 10 92 10 91 10 92 10 92 10 91 10 92 10 91 10 92 10 91 10 92 10 93 19 92 5 91 10 92 10 91 17 93 17 92 12 91 12 92 12 93 12 91 10 92 10 92 17 JULY 2002 TABLE T-1I12 />.. "\ TABLE II FIELD DENSITY TEST RESULTS l~~ .' ...'.!:6~ ,',,'>....~d:~d~>i~j~,,;~f,0~~)~,~~~:br7f<Utt~~> 167102 4295 Lot 126 1293.0 11.3 117.7 91 17 II 0102 4321 Royal CrestlSta 15+50 1251.0 9.5 119.8 90 21 110102 4322 Royal CrestlSta 16+90 1253.0 9.7 120.4 91 21 II 0/02 4323 Royal CrestlSta 17+00 1252.0 9.0 121.1 91 21 II 0/02 4324 Royal CrestlSta 18+30 1252.0 88 123.9 93 12 II 0102 4325 Royal CrestlSta 17+55 1254.0 9.3 ]23.7 93 12 110102 4376 Lot 129 1295.0 9.7 119.1 91 20 II 0102 4377 Lot 129 1296.0 10.9 118.0 90 20 11 0102 4378 Lot 6 1298.0 10.3 119.6 91 20 110102 4379 Lot 5 1299.0 11.9 120.3 92 20 II 0102 4380 Lot7 1298.0 13.8 113.9 91 10 11 0102 4381 Lot 6 1299.0 14.6 114.7 92 10 II 0102 4382 Lot 1 1296.0 11.1 120.7 92 20 11 0102 431\3 Lot2 1297.0 10.3 119.6 91 20 II 1102 4384 Lot2 1299.0 9.7 115.2 90 9 II 1/02 4385 Lot I 1300.0 10.9 114.8 90 9 II 1102 4386 Lot 4 1300.0 11.2 112.4 90 10 II 1102 4387 Lot 4 1301.0 15.1 113.7 91 10 II 1102 4388 Lot 3 1300.0 9.0 117.5 91 19 il1102 4389 Lot 2 1301.0 10.0 118.4 92 19 II 1102 4390 Lot 9 1302.0 10.4 116.7 90 19 II 1102 4391 Lot 8 1303.0 12.6 117.7 91 19 111/02 4392 Lot 6 1301.0 10.1 116.9 91 19 II 1102 4393 Lot 5 1302.0 10.6 116.3 90 19 II 1102 4394 Lot 8 1302.0 9.5 116.0 90 19 II 1102 4395 Lot 8 1303.0 13.9 114.0 92 10 II 1102 4396 Lot 125 1297.0 93 118.1 92 19 111/02 4397 Lot 126 1298.0 8.4 121.5 91 12 II 1102 ,. 4398 Lot 126 1295.0 9.9 123.7 93 12 II 1/02 4399 Lot 127 1296.0 9.1 122.3 92 12 111/02 4400 Lot 60 1266.0 7.7 113.8 88 19 111102 4406 Royal CrestlSta 13+60 1244.0 8.9 124.6 93 22 II 1/02 4409 Royal CrestlSta 15+00 1247.0 9.1 122.2 91 22 II 1/02 4416 Royal Crest/Sta 12+55 1247.0 8.6 123.1 92 22 111102 4418 Royal Crest/Sta 16+20 1254.0 9.8 122.5 92 12 111102 4421 Royal Crest/Sta 13+75 1247.0 8.7 122.9 91 22 111/02 4422 Royal CrestlSta 11 +00 1244.0 8.9 123.7 92 22 111102 4423 Royal CrestlSta 12+25 1248.0 9.1 12L2 90 22 11 ~/02 4424 Royal Crest/Sta 11+25 1247.0 8.4 124.0 92 22 111/02 4425 Royal CrestlSta 13+25 1249.0 9.0 121.4 91 12 !l2102 4451 Royal CrestlSta 11 +65 1249.0 8.4 122.3 91 22 . 1]2/02 4452 Royal CrestlSta 13+30 1250.0 8.7 121.3 90 22 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 t..,CO J.N.241-01 * Sandconel** 95% required TABLE T-1I13 TABLE" FIELD DENSITY TEST RESULTS r~s'I' " "".' TEST .'.. '..', ,.'.,.'.'..'. <.TE$T .'..'...." .". .',".,'. .,,'..,.,....' ........."..',.... ELEV, .'. .1\.fOISTUJU\;~F:N'SITY CQ~lP; .,.,',",....... ~()J;L )ATE ,. ',NO;. "., '....,'" ..':tOCAUON ...,'i,',......,...'..'..,(i't),..'.,.'",....' .'.(%),.', ..' ,',(pet) ,'.,'" .., (%)>.riPE." ;,'"12/02 4453 Royal Crest/Sta 15+90 1255.0 11.0 ] 16.6 90 17 ;/12/02 4454 Royal Crest/Sta 14+85 1249.0 11.3 115.8 90 17 ;/12/02 4455 Royal Crest/Sta 18+ 15 1256.0 9.0 ]22.2 9] 22 ;/12/02 4456 Royal Crest/Sta 15+95 1250.0 8.] 126.0 94 22 ;/12/02 4457 Royal Crest/Sta 1] +80 1252.0 8.0 124.2 92 22 ;/12/02 4460 Royal Crest/Sta 11+00 ]252.0 11.0 117.6 91 17 ;/12/02 4461 Royal Crest/Sta 15+45 1253.0 9.3 120.9 91 12 ;/12/02 4465 Royal Crest/Sta 17+90 1254.0 ] 1.5 116.2 90 17 ;/12/02 4466 Royal Crest/Sta 12+80 1250.0 9.0 120.7 90 12 ;/12/02 4470 Royal Crest/Sta 17+25 ]255.0 8.0 125.6 93 22 ;/11/02 4476 RT No. 4400 9.9 111.6 91 19 ;/12/02 4484 Drennon Crt/Sta 10+80 1297.0 14.7 112.8 91 10 ;/12/02 4485 Drennon Crt/Sta 11+ I 0 1298.0 15.] 113.9 91 10 ;/]2/02 4486 Drennon CrtlSta J 2+ 75 1298.0 12.2 117.6 91 17 ;/12/02 4487 Drennon Crt/Sta 13+00 1299.0 11.8 118.3 92 17 ,/12/02 4488 Drennon Crt/Sta 13+80 1298.0 10.4 118.0 91 17 ;/12102 4489 Drennon Crt/Sta 14+ 10 1299.0 ] 1.1 115.7 90 ]7 ;/12/02 4490 Drennon Crt/Sta 10+05 1298.0 12.9 116.6 90 17 ;/12/02 4601 Lot 10 FG 9.6 118,2 92' 19 ;/12/02 4602 Lot 11 FG 9.2 116.5 90' 19 ;/12/02 4603 Lot 12 FG 9.8 1] 7.4 9J' 19 ;/12102 4604 Lot 13 FG 8.1 119.5 90' 22 ;/13/02 4605 Lot 14 FG 8.4 ]20.8 9]' 22 ;/13/02 4606 Lot 15 FG 9.] 122.5 92' 22 ;113102 4607 Lot 16 FG 8.6 1 ]9.9 90' 22 ;/13/02 4608 Lot 17 FG 8.9 123.6 93' 22 ,/13/02 4609 Lot 18 FG JO.O 118.2 90' 20 il13/02 4610 Lot 19 FG 9.7 118.6 90' 20 ,/13/02 46] 1 Lot 20 FG 9.5 ] ]7.9 90' 20 ,/14/02 4612 Lot21 FG 11.4 111.2 90' 18 ,/14/02 4613 Lot 22 FG 10.7 110.9 90' 18 il14l02 4614 Lot 23 FG 10.6 112.4 91' 18 i/17/02 4615 Lot 24 FG 11.0 113.3 92' 18 il17102 4616 Lot 25 FG 9.0 116.3 90' 19 ,/17/01 4617 Lot 26 FG 9.2 116.8 90' 19 ;/17/02 4618 Lot 27 FG 9.5 117.2 91 · 19 ,117102 4619 Lot 28 FG 12.0 111.9 90' 15 ;/17/02 4620 Lot 29 FG 11.8 113.2 91' 15 ,/17102 4621 Lot 30 FG 12.2 114.0 92' 15 ,/1 7102 4622 Lot31 FG 9.6 118.0 90' 20 ,/1 I/02 4623 Lot 32 FG 9.9 119.9 91' 20 )j 17/02 4624 Lot 33 FG 10.4 120.2 92' 20 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 ~ J.N.241-01 * Sandcone/** 95% required TABLE T-1I14 TABLE II FIELD DENSITY TEST RESULTS , S '" "", ' ,j\,fpISTYREDEl'I~IrvC()~lP::<~.9.Jl;> &T~.ijf63i.ici2~rid~'.<,..,..i<~~f6V. > ,'..."..' (%j.."., " ",,",' (pct) '..'.'.'...,(%J '" .'...,.tYril;.."." &/18/02 4625 Lot I FG 8.3 119.9 90' 21 6/13/02 4635 Royal Crest/Sta 14+ 10 1253.0 11.7 117.5 91 17 6/13/02 4636 Royal Crest/Sta 11 +55 1253.0 11.5 117.3 91 17 6/13/02 4637 Royal Crest/Sta 16+20 1254.0 11.1 116.6 90 17 6/13/02 4638 Royal Crest/Sta 13+00 1254.0 ]2.3 117.6 91 ]7 6/13/02 4639 Royal Crest/Sta 14+95 1253.0 11.9 116.5 90 17 6/13/02 4640 Royal Crest/Sta 10+95 1254.0 10.0 120.7 90 12 6/14/02 4646 Royal Crest/Sta 11 +25 1255.0 8.6 124.6 93 22 6/14/02 4647 Royal Crest/Sta 11 +25 1255.0 8.5 122.6 91 22 6/14/02 4648 Royal Crest/Sta 14+00 1255.0 11.7 116.6 90 17 6/14/02 4649 Royal Crest/Sta 15+35 ]256.0 9.4 121.0 91 12 6/14/02 4650 Royal Crest/Sta 12+90 1255.0 11.0 118.1 92 17 6/13/02 4661 Lot III 1291.0 12.5 114.] 92 15 6/J 3/02 4662 Lot 111 1292.0 13.7 113.3 91 15 6/13/02 4663 Lot 112 1293.0 10.4 119.7 91 20 6/13/02 4664 Lot 112 1294.0 11.1 120.6 92 20 6/13/02 4665 Lot 125 1300.0 8:5 121.0 91 12 6/13/02 4666 Lot ]26 1299.0 12.8 115.2 93 15 6/13/02 4667 Lot 112 1295.0 13.0 117.9 90 20 6/13/02 4668 Lot III 1290.0 7.5 108.9 83 20 6/13/02 4669 RT No. 4668 9.7 1 ]8.6 91 20 6/14/02 4670 Lot 23 1288.0 9.1 121.1 91 12 6/14/02 4671 Lot 24 1284.0 10.3 ] 18.9 92 19 6/14/02 4672 Lot 26 1273.0 9.6 117.1 91 19 6/14/02 4673 Lot 29 1261.0 10.7 116.1 9] 9 6/14/02 4674 Lot31 ]259.0 11.3 115.3 90 9 6/14/02 4675 Lot 32 1258.0 10.3 116.9 91 9 6114/02 4726 Lot 33 1257.0 9.2 116.0 90 9 6/14/02 4727 Lot 124 1302.0 9.1 118.5 92 5 6/14/02 4728 Lot 127 1301.0 8.6 117.7 91 5 6/14/02 4729 Lot 111 ]297.0 8.4 118.8 92 5 6/14/02 4730 Drennon Cr1/Sta 16+40 ]296.0 9.4 117.9 91 5 6/14/02 4731 Drennon Cr1/Sta 16+20 ]297.0 10.6 119.7 93 5 6/14/02 4732 Fox Rd/Sta 91+40 1295.0 13.1 109.7 91 13 6/14/02 4733 Fox Rd/Sta 91+60 1296.0 14.2 110.3 92 13 6/14/02 4734 Lot 126 ]302.0 8.9 105.3 87 13 6/14/02 4735 Lot 124 1303.0 10.2 ]07.7 89 13 6/14/02 4736 RT No. 4734 14.5 109.1 91 13 6/14/02 4737 RT No. 4735 15.3 110.0 91 13 6/14/02 4738 Lot 113 1298.0 10.6 121.6 91 12 6/[4/02 4739 Lot 113 1299.0 6.7 114.3 86 12 6/14/02 4740 RT No. 4739 8.5 123.0 92 12 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 ':P J.N.241-01 * Sandcone/** 95% required TABLE T-1I15 TABLE II FIELD DENSITY TEST RESULTS ~f~.':~~g!',."'i."..i.~d2~rid~ ,i.je0J~r' .,".'..~Wl~UIU:...,'f)~r;~~TT,..', C~~~~/i.ifu ..... ' '5/1 710 2 4741 Lot 113 1301.0 15.6 109.2 91 13 '6/1 7/02 4742 Lot 113 1300.0 8.9 117.6 91 5 '6/17/02 4743 Lot III 1301.0 9.4 118.2 92 5 '6/17/02 4744 Lot 111 1300.0 9.5 116.9 91 5 '6/17/02 4747 Lot 114 1304.0 147 109.7 91 13 '6/17/02 4748 Lot 114 1305.0 15.1 111.1 92 13 ,6/1 7/02 4749 Lot 113 1303.0 8.7 119.9 92 20 6/17/02 4750 Lot 112 1302.0 96 118.2 90 20 6/17102 4776 Lot 123 1305.0 6.2 113.6 88 17 6/17/02 4777 Lot 124 1306.0 10.7 117.9 91 17 6/1 7/02 4778 Lot 123 1307.0 Il.l 119.0 92 ]7 6/1 7/02 4779 RTNo.4776 9.6 118.1 92 17 6/18/02 4780 Lot 123 1308.0 7.4 113.3 88 17 6/18/02 4781 RTNo.4780 10.3 116.9 91 17 6/18/02 4782 Lot 122 1310.0 8.9 118.2 90 20 6/18/02 4783 Lot 122 1311.0 9.3 121.1 92 20 6/18/02 4784 Lot 123 1309.0 10.1 120.9 92 20 6/19/02 4981 Lot 20 finish slope 1299.0 10.5 120.5 92 20 6/20102 4985 Park site 134 "C" 302.0 10.2 117.9 91 19 6/20102 4986 Park site 134 "C" 1304.0 10.6 119.4 92 19 6/19/02 5011 Park 134 "D" 1245,0 1 1.5 116.8 91 9 6/19/02 5012 Park 134 "D" 1247.0 11.7 1 ]5.3 90 9 6/19102 5013 Park ]34 "D" 1246.0 12.0 114.8 90 9 6/19/02 5014 Park 134 "D" 1250.0 11.4 117.6 92- 9 6/19/02 5015 Park 134 "D" 1254.0 1 0.3 117.1 92 7 6/19/02 5016 Park 134 "D" 1258.0 10.6 115.6 91 7 6/19102 5017 Park 134 "D" 1250.0 11.2 117.0 91 9 6/19/02 5018 Park 134 "D" 1255.0 10.8 117.2 92 9 6/1 9/02 5019 Park 134 "DlI 1257.0 10.1 115.9 91 7 6/19/02 5020 Park 134 "D" 1260.0 10.0 117.0 92 7 6/19/02 5029 Lot 119 1310.0 5.7 112.1 88 3 6/19/02 5030 Park 134 "C" 1304.0 5.5 113.2 88 3 6/19/02 5031 RT No. 5029 6.3 114.0 89 3 6/19102 5032 RT No. 5030 6.8 111.7 87 3 6/19102 5033 RT No. 5031 8.7 118.1 92 3 6/19/02 5034 RTNo.5032 9.1 117.3 92 3 6/19/02 5035 Park 134 "D" 1268.0 ILl 118.8 91 20 6/19/02 5036 Park 134 "D" 1270.0 9.5 120.9 92 20 6/~9/02 5037 Park 134 "D" 1272.0 1 1.0 119.5 91 20 6/20/02 5040 Park 134 "D" 1274.0 9.8 121.6 91 12 6/~0102 5041 Park 134 "D" 1276.0 12.0 118.0 91- 17 6/20102 5042 Park 134 "C" 1310.0 12.4 116.4 90 17 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 '5" J.N.241-01 * Sandcone/** 95% required TABLE T-1I16 TABLE II FIELD DENSITY TEST RESULTS ~f~'.Ir:6?'Ii\.'.'.'f8Eig8~i<i. "'i;~~~'; ~~wrjU~',.,.~E&~Arv:?~i~~:.'i '.i~,,','~., 6/20/02 6/20/02 6/20/02 6/20/02 6/20/02 '6/20102 6/20/02 '6/20102 '6/20/02 '6/20/02 '6/20/02 '6/20/02 '6/20/02 '6/20102 '6/20102 '6/20/02 '6/20/02 .6/20102 '6/20/02 '6/20/02 .6/20/02 .6/20/02 .6/20/02 '6/20/02 '6/20102 '6/20102 '6/20102 '6/20102 16/21/02 16/21/02 16/21/02 16/21/02 16/21/02 16/21/02 16/21/02 16/21/02 16/21/02 16/21/02 16~21/02 16/21/02 16/71/02 16/21/02 PETRA GEOTECHNICAL, INC. J.N.241-01 5043 Park 134 "C" 5044 Park 134 "C" 5045 Park 134 "C" 5046 Lot 115 5047 Lot 116 5048 Lot 117 5049 Lot 118 5063 Lot 34 5064 Lot 35 5065 Lot 36 5066 Lot 37 5067 Lot 38 5068 Lot 39 5069 Lot 40 5070 Lot 41 5071 Lot 42 5072 Lot 43 5073 Lot 44 5074 Lot 45 5075 Lot 46 5127 Park 134 "D" 5128 Park 134 "D" 5129 Park 134 "D" 5130 Park 134 "D" 5131 RTNo.5127 5132 RTNo.5128 5133 RTNo.5129 5134 RTNo.5130 5142 Park 134 "D" 5143 Park 134 "C" 5144 Park 134 "C" 5145 Lot 119 5146 RT No. 5142 5147 Lot 119 5150 Park 134 "D" 5226 Park 134 "D" 5227 Park 134 "D" 5228 Park 134 "D" 5229 Park 134 "D" 5230 Park 134 "D" 5231 RTNo.5228 5232 Park 134 "D" 1312.0 11.9 1] 7.3 91 17 1307.0 9.9 ]23.3 92 12 ]308.0 10.5 122A 92 12 1308.0 13.7 117.7 91 17 1309.0 13.3 118.3 92 17 1311.0 16.5 114A 92 6 1312.0 10.1 ]22.7 92 12 FG 6.8 116.2 91 7 FG 3.7 119A 94 7 FG 4.8 ] ]9.6 94 7 FG 4.5 ] ]9.0 94 7 FG 7.6 ] ]5.0 91 7 FG 5.6 ] 17.9 93 7 FG 7.3 ]14A 90 7 FG 7.5 ] 15.2 9] 7 FG 8A ]] 7.3 9] I FG 5.6 121.2 94 I FG 6.6 1]9.7 93 I FG 5.2 120.6 93 ] FG 4.9 122.3 95 ] 1278.0 6.6 112.6 88 9 1280.0 7.2 1]3.6 89 9 1282.0 6.1 ] 11.2 87 9 ]284.0 5.9 113.0 88 9 lOA 116.7 91 9 10.7 ] 17.7 92 9 ILl ] 15.9 9] 9 10.0 118.3 92 9 1263.0 10.8 115.2 86 12 1304.0 12.8 117.3 91 ]7 ]3] 1.0 8A 120.0 90 ]2 1312.0 8.7 127.9 95 22 9.0 120.8 90 12 1314.0 lL7 1 ]7.3 91 17 1265.0 10.2 118.1 90 20 1282.0 9.1 119.7 91 20 1284.0 9.0 118.3 90 20 1284.0 6.0 114.8 88 20 ]269.0 11.8 ] ]7.3 91 17 127L0 10.6 1 ]8.6 92 17 8.7 119.3 91 20 1273.0 12.1 120.3 92' 20 TR 23143-9 JULY 2002 51/ * Sandcone/** 95% required TABLE T-II17 TABLE II FIELD DENSITY TEST RESULTS Z*i~..... ....'.:J6j]< ',... '...,\~G~~~()~.' i.ir~~~r.',..".,~0~~r~..~.E~~~f!E~~0.......i~,'.,. 16/22/02 5233 Park 134 "D" 1275.0 7.1 104.4 16/22/02 5234 Park 134 "D" 1277.0 10.8 116.4 16/22/02 5235 RT No. 5233 11.6 117.8 )6/22/02 5236 Park 134 "D" 1286.0 10.1 123.1 )6/22/02 5237 Park 134 "D" 1286.0 11.3 124.5 16/22/02 5238 Park 134 "D" 1288.0 5.8 113.6 )6/22/02 5239 Park 134 "D" 1288.0 7.7 117.4 )6/22/02 5240 Park 134 "D" 1290.0 8.1 123.0 )6/22/02 5241 Park 134 "D" 1290.0 9.6 121.9 16/22/02 5242 RT No. 5238 8.1 120.8 16/22/02 5243 RT No. 5239 9.4 123.3 )6/22/02 5246 Park 134 "D" 1279.0 10.9 118.0 )6/22/02 5247 Park 134 "D" 1281.0 9.8 1 18.9 )6/22/02 5250 Park 134 "D" 1283.0 15.2 110.3 )6/22/02 5251 Park 134 "D" 1254.0 11.5 1 I 1.3 )6/22/02 5252 Park 134 "D" 1256.0 12.1 1 ]2.8 )6/22/02 5253 Park 134 "D" 1258.0 9.9 122.8 )6/22/02 5254 Park 134 "D" 1260.0 11.0 117.7 )6/22/02 5255 Park 134 "D" 1255.0 11.6 116.7 )6/22/02 5256 Park 134 "D" 1257,0 11.8 112.1 )6/22/02 5257 Park 134 "D" 1260.0 10.6 112.8 )6/22/02 5258 Park 134 "D" 1262.0 9.6 124.1 )6/22/02 5259 Park 134 "D" 1254.0 9.2 123.5 )6/22/02 5260 Park 134 "D" 1256.0 8.6 115.6 )6/22/02 5261 RT No. 5260 9.7 121.1 )6/22/02 5262 Park 134 "D" 1258.0 11.1 116.9 )6/22/02 5263 Park 134 "D" 1260,0 12.2 117.0 )6/22/02 5264 Park 134 "D" 1262.0 11.8 115.1 W22/02 5265 Park 134 "D" 1264,0 9.0 123.4 )6/22/02 5266 RT No. 5264 11.2 117.3 )6/22/02 5267 Park 134 "D" 1266.0 9.3 121.5 )6/22/02 5268 Park 134 "D" 1268.0 9.6 123.4 )6/22/02 5269 Park 134 "D" 1270.0 lL2 116.8 )6/22/02 5270 Park 134 "D" 1272.0 10.8 117.7 )6/24/02 5271 Park 134 "D" 1274.0 11.1 116.7 )6/24/02 5272 Park 134 "D" 1280.0 11.4 116.9 )6/24/02 5273 Park 134 "D" 1260.0 9.0 123.0 )6/24/02 5274 Park 134 "D" 1260.0 9.5 122.1 )6t24/02 5275 Park 134 "D" 1260.0 11.6 117.0 )6/24/02 5276 Park 134 "D" 1285.0 14.7 108.7 )6/14/02 5277 Park 134 "D" 1287.0 13.8 110.0 )6/24/02 5280 Park 134 "D" 1291.0 14.6 108.7 PETRA GEOTECHNICAL, INC. TR 23143-9 J.N.241-01 * Sandconel** 95% required 81 17 90 17 91 17 92 12 93 12 85 12 88 12 92 12 91 12 90 12 92 20 90 20 91 20 92* 13 90 18 92 18 92 12 91 17 90 17 9] 18 92 18 93* 12 93 12 87 12 91 12 91 17 91 17 89 17 92 12 91 17 91 12 92 12 91 17 91 17 90 17 91 17 92 12 91 12 91 17 90 13 91 13 90 13 JULY 2002 $'? TABLE T-1I18 TABLE II FiElD DENSITY TEST RESULTS ~~~i, ". .,.,lr;g}.. .'. . .,.. .,'...'... '.'...:i6~Ag~~...,.,.,..'..",.....<i>~t~)~..,...,."..'.,~~.?~~U0....,..~~~~~l'Y~&~~~.<. :.~~.'.. IJ6/24/02 5281 Park 134 "D" 1293.0 13.9 11] .3 92 13 06/24/02 5282 Park 134 liD" 1295.0 9.5 ] 16.4 90 19 06/24/02 5283 Park 134 "D" 1268.0 12.5 119.5 91 20 06/24/02 5284 Park 134 "D" 1270.0 10.7 117.7 90 20 06/24/02 5285 Park 134 "D" 12 72. 0 11.3 118.9 91 20 06/24/02 5286 Park 134 "D" 1288.0 11.0 120.5 92 20 06/24/02 5287 Park 134 "D" 1290.0 10.3 118.6 91 20 06/25/02 5298 Park 134 "D" ]274.0 8.7 118.1 90 20 06/25/02 5299 Park 134 "D" 1276.0 9.0 119.0 91 20 06/25/02 5300 Park 134 "D" 1278.0 6.7 115.7 88 20 06/22/02 5301 Lot 44 1254.0 14.8 106.0 91 16 06/22/02 5302 Lot 45 1256.0 14.0 105.3 90 16 06/22/02 5303 Lot 46 1258.0 15.6 106.0 91 16 06/22/02 5304 Lot 47 1256.0 11.2 112.0 91 18 06/22/02 5305 Lot 53 1258.0 12.4 111.1 90 18 06/22/02 5306 L0148 1260.0 10.8 111.4 90 18 06/22/02 5307 Lot 47 1262.0 10,2 117.6 91 19 06/22/02 5308 Lot 44 1260.0 9.8 117.5 91 19 06/22/02 5309 Lol56 1263.0 10.4 116.4 90 19 06/24/02 5326 Park 134 "D" 1262.0 9.2 122.1 91 12 06/24/02 5327 Park 134 "D" 1262.0 8.8 122.2 92 12 06/24/02 5328 Park 134 "D" ]262.0 12.1 117.0 91 17 06/24/02 5329 Park 134 "D" ]264.0 ] 1.0 117.2 91 17 06/24/02 5330 Park 134 "D" ]264.0 11.4 118.0 91 17 06/24/02 5331 Park 134 "D" 1266.0 9.7 122.6 92 12 06/24/02 5332 Park 134 "D" 1266.0 9.9 121.6 91* 12 06/24/02 5338 Park 134 "D" 1270.0 9.0 121.8 91 12 06/24/02 5339 Lot 78 slope 1272. 0 10.1 121.8 91 12 06/24/02 . 5340 Lot 76 slope 1274.0 10.9 117.2 91 17 06/24/02 5341 Park 134 "D" 1276.0 11.4 117.7 91 17 06/24/02 5342 Lot 75 slope 1278. 0 8.2 125.2 93 22 06/24/02 5343 Lot 77 slope 1280.0 11.7 117.8 91* 17 06/24/02 5346 Park 134 "D" 1266.0 11.7 117.5 91 17 06/24/02 5347 Park 134 "D" 1268.0 9.0 114.2 86 12 06/24/02 5348 RTNo.5347 9.7 123.0 92 12 06/25/02 5364 Park 134 "D" 1282.0 11.0 116.1 90 17 06/25/02 5365 Lot 98 1284.0 11.7 117.7 91 17 06/25/02 5366 Park 134 "D" 1285.0 12.0 116.7 90 17 06.125/02 5401 RT No. 5300 9.9 119.1 91 20 06/25/02 5406 Park 134 "D" 1280.0 10.2 113.5 88 19 06/25/02 5407 Park 134 "D" 1282.0 9.9 109.9 85 19 . 06/25/02 5408 RT No. 5406 10.8 116.7 90 19 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 ~ J.N.241-01 * Sandconel** 95% required TABLE T-1I19 TABLE II FIElD DENSITY TEST RESULTS ~f~~..'~:6r,....,.'..,...,.. .,...x:i.&b:~o~;/. ..",', .....'.,,'.......~~f~~; r.~~I(~~, .J)~(~r~7r.'T?~}.: ....,............~~~....'..,.'.. 5125/02 5409 RT No. 5407 11.1 ] 18.0 91 19 5/25/02 5412 Park 134 "D" 1293.0 11.8 ] 19.0 91 20 5/25/02 5415 Park 134 "D" 1284.0 11.1 118.9 91 20 5/26/02 542] Lot 99 1282.0 13.0 117.9 91' 17 5/26/02 5422 Lot 98 1284.0 12.6 1 ]9.7 93 17 5/26/02 5423 Lot 99 1286.0 12.0 119.0 92 17 6/25/02 5430 Lot 130 1255.0 6.2 122.0 91 ]] 6/25/02 543] Lot 130 1260.0 7.8 ]22.4 92 ]1 6/25/02 5432 Lot 130 1266.0 81 123A 92 II 6/25/02 5433 Lot 132 1262.0 8.5 125.2 94 II 6/26/02 5434 Lot 110 ]289.0 9.2 ] 19.5 90 21 6/26/02 5435 Lot 1]0 1290.0 9.4 120.2 91 21 6/26/02 5436 Lot 110 FG 8.6 121.0 91 21 6/26/02 5437 Lot 110 finish slope 1296.0 9.3 120.5 91 21 6/27/02 544] Park] 34 "C" FG 12.2 118.1 91 ]7 6/26/02 5493 Park 134 "D" 1286.0 9.3 118.0 90 20 6/26/02 5494 Park] 34 "D" 1286.0 11.4 120.1 92 12 6/27/02 5570 Lot 44 FG 11.2 1] 8.8 90 2] 6/27/02 5571 Lot II] FG 9.8 121.5 92 2] 6/27/02 5572 Lot 1]2 FG 10.2 120.5 91 21 6/27/02 5573 Lot 113 FG 8.9 119.2 92 ]9 6/27/02 5574 Lot 1]4 FG 10.2 119.3 92 19 6/27/02 5575 Lot 115 FG 9.7 119.2 92 19 6/27/02 5576 Lot 1]6 FG 9.7 118.2 90' 4 6/27/02 5577 Lot 117 FG 9.9 120.3 92 4 6/27/02 5578 Lot 1]8 FG 10.2 118.0 90 4 6/27/02 5579 Lot 1]9 FG 11.8 ] 17.7 90 4 6127/02 5580 Lot 122 FG 10.7 118.5 90 4 6/27/02 5581 Lot 123 FG 10.] ]20.7 91 20 6/27/02 5582 Lot 124 FG 9.8 ]21.5 92 20 6/27/02 5583 Lot 125 FG 11.2 ] 18.5 90 20 6/27/02 5584 Lot 126 FG 11.0 120.4 91' 20 6/27/02 5585 Lot 127 FG 9.7 120.7 91 20 6/28/02 5654 Park Site 134 "D" 1288.0 8.2 124.0 92 22 6/28/02 5655 Park Site 134 "D" 1285.0 8.6 ]24.5 93 22 6/28/02 5656 Park Site 134 "D" 1285.0 83 ]24.2 92 22 6/28/02 5657 Park Site 134 "D" 1286.0 8.7 ]24.8 93 22 6/28/02 5658 Park Site ]34 "D" ]282.0 9.0 125.1 93 22 6/J8/02 5659 Park Site 134 "D" 1297.0 ]0.0 121.8 92 21 6/28/02 5660 Park Site 134 "D" 1298.0 9.6 ]223 92 21 6/~8/02 5661 Park Site 134 "D" ]297.0 8.7 121.9 92 21 6/28/02 5662 Park Site 134 "D" ]263.0 12.2 117.6 9] 17 ?~ PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 J.N.241-01 * Sandconel** 95% required TABLE T-1120 TABLE II FIELD DENSITY TEST RESULTS ~~li..." ~~g!.." ."...,.;IM~~~B~',....\.......,,'.......~~:)r... ...~~I(~ln~lf.'..~E~~bri~@~~....,~~.,.....,'.,.". 5728/02 5663 Park Site 134 "0" 1264.0 13.0 117.2 91 17 5/28/02 5664 Park Site] 34 "0" 1265.0 11.7 ] 17.7 91 17 5/28/02 5665 Lol27 1296.0 10.9 117.6 9] 17 7/0]/02 5666 Lot 9] slope 1285.0 9.2 ]26.6 94 22 7/0] /02 5667 Lot 90 1286.0 8.] ]27.3 95 22 7/01/02 5668 Lot 91 1287.0 7.9 126.6 94 22 7/01/02 5669 Lot 90 1288.0 11A ] 17.9 9] 17 7/01/02 5670 Tiempo CrcllSta 10+30 ]259.0 ]0.5 117.6 91 17 7/01/02 5671 Tiempo Crcl/Sta 12+50 1257.0 10.9 ] 17.8 91 17 7/01/02 5672 Fox Rd/Sta 101+50 1256.0 7A ]24.7 93 22 7/01/02 5673 Fox Rd/Sta 97+25 1274.0 7.7 125.5 93 22 7/0]/02 5674 Fox RdlSta 91 +50 1298.0 82.0 ]26A 94 22 7/01/02 5675 Drennon CrtlSta 19+50 1309.0 8.8 ]26.7 94 22 6/29/02 5676 Lot 90' FG 10.2 119.6 90' 20 6/29/02 5677 Lot 91 FG 11.3 120.2 91' 20 6/29/02 5678 Lot 62 FG 9.8 121.3 91 20 6/29/02 5679 Lot 63 FG 10.3 120.] 91 20 6/29/02 5680 Lot 86 FG 10.9 121.3 91 20 6/29/02 5681 Lot 87 FG 9.7 ] 21.4 92 20 6/29/02 5682 Lot ]00 FG 11.3 ]19A 90 20 6/29/02 5683 Lot 101 FG 11.0 120.5 9J 20 6/29/02 5738 Park Site 134 "C" finish slope 1300.0 9.1 119.5 91 20 6/29/02 5739 Lot 119 finish slope 1312.0 8.9 120.0 9] 21 6/29/02 5740 Lot 28 finish slope ]275.0 9.3 ] 18.7 91 20 6/29/02 5741 Lot 3] finish slope 1280.0 ]0.1 117.0 91 19 6/29/02 5742 Lot 26 finish slope 1285.0 9.1 119.1 91 20 6/29/02 5743' Royal CrestlSta 11+00 1256.0 9.0 121.0 91 2] 6/29/02 5744 Royal CrestlSta 13+85 1255.0 10.7 116.1 90 19 6/29/02 5745 Royal CrestlSta 17+ 15 1256.0 9.3 1 ]9.5 91 20 6/29/02 5746 Park Site 134 "D" finish slope 1260.0 10.7 116.5 90 19 6/29/02 5747 Lot 60 FG ]L! 116.9 91 19 6/29/02 5748 Lot 53 FG 93 118.5 90 20 6/29/02 5749 Lot 54 FG 9.5 118.1 90 20 6/29/02 5750 Lot 55 FG 8.9 119.5 90 21 7/01/02 5776 Lot 27 finish slope 1286.0 8.9 119.2 92 19 7/01/02 5779 Lot 91 finish slope 1279.0 9.2 120.7 93 19 7/01/02 5780 Lot 85 finish slope 1280.0 10.6 118.1 91' 19 7/0]/02 5781 Lot 78 finish slope 1275.0 10.9 119.7 92' 19 7/02/02 5797 Park Site 134 "D" finish slope 1282.0 9.9 120.3 93' 19 7/02/02 5798 Park Site 134 "D" finish slope 1290.0 10.2 118.6 92 19 7/02/02 5799 Park Site 134 "D" finish slope 1265.0 8.9 120.9 93 19 . 7/02/02 5800 Park Site 134 "D" finish slope 1260.0 9.7 12L! 93 19 PETRA GEOTECHNICAL, INC. TR 23143-9 JULY 2002 '90 J.N.241,01 * Sandconel** 95% required TABLE T-II 21 TABLE II FiElD DENSITY TEST RESULTS ~~~~<iT:~;,....'..,',..... ,.' · .'" .,', ": .~~~~ri~~, ....,.".'....,...',.".iE:7~)~".. .' M~i~)~,0D~(~~tTjff~~p;\,;~... ?II 5102 6001 Lot 2 FG 8.4 118.1 93 7 7/15/02 6002 Lot 3 FG 8.0 118.0 93 7 7/15/02 6003 Lot 4 FG 8.7 1 ]8.9 94 7 7Il5/02 6004 Lot 5 FG 6.8 116.8 92 7 7/15/02 6005 Lot 6 FG 6.2 116.2 91 7 7/15/02 6006 Lot 7 FG 11.0 120.4 93 17 7/15/02 6007 Lot 8 FG 11.4 118:7 92 17 7Il5/02 6008 Lot 9 FG 10.6 ] 17.5 9] 17 7/15/02 6009 Lot 92 FG 9.2 121.6 94 19 7/15/02 6010 Lot 93 FG 9.8 119.7 93 19 7/15/02 6011 Lot 94 FG 8.5 118.9 92 19 7/15/02 6012 Lot 95 FG 7.] 119.1 92 19 7/15/02 6013 Lot 96 FG 9.8 118.3 92 19 7/15/02 6014 Lot 97 FG 10.0 122.2 95 19 7/15/02 6015 Lot 98 FG 9.5 120.1 93 19 7Il5/02 6016 Lot 99 FG 9.1 ] 19.4 93 19 7/15/02 6017 Lot 47 FG 10.6 110.7 90 18 7Il5/02 6018 Lot 48 FG 10.9 111.9 9] 18 7/15/02 6019 Lot 56 FG 10.0 110.6 90 18 7115/02 6020 Lot 81 finish slope 1280.0 9.5 118.7 92 19 7/15/02 6021 Park Site 134 "D" finish slope 1260.0 8.7 122.6 94 20 '7Il5/02 6022 Park Site 134 "D" finish slope 1285.0 9.2 123.7 93 12 ,7/15/02 6023 Park Site 134 "D" finish slope 1282.0 8.5 125.4 93 22 '7Il5/02 6024 Lot 123 finish slope 1308.0 8.3 122.2 92 21 '7Il5/02 6025 Park Site 134 "D" finish slope 1278.0 8.9 123.1 93 21 '7/19/02 6092 Swoboda CrtlSta 17+00 1262.0 9.6 117.4 91 17 ; PETRA GEOTECHNICAL, INC. J.N.241-01 TR 23143-9 * Sandconel** 95% required JULY 2002 TABLE T-II 22 ~'\ , , . REFERENCES o PETRA ~co REFERENCES ; Blake, T.F., 1998/1999, "UBCSEIS" Version 1.03, A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources. International Conference of Building Officials, 1997, "Uniform Building Code," Volume 2, Structural Engineering Design Provisions, dated April 1997. Earth Research Associates, Inc" 1987, Evaluation of Faulting and Liquefaction PotentiaL Portion of Wolf Valley Project Rancho California, County of Riverside, California, J,N. 298-87, dated November 20,1987. , 1988, Preliminary Soils Engineering and Engineering Geologic Investigatio.n, Red Hawk Project, Rancho California Area, County of Riverside, California, J.N. 298-87, dated February 2,1988. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, CDMG Special Report] 31. Petra Geotechnical, Inc., 1999, Geotechnical Report of Rough Grading, Phases 2 through 5 -- Tract 23 ]43-2, Lots 1 and 2, 7 through 16, 23 through 56 and 64; Phases 2 through 8 -- Tract 23] 43-3, Lots 9 through 21 and 28 through 98; and Phases 2 through 8 -- Tract 23143-4, Lots 18 through 80. Crowne Hill, City of Temecula, Riverside County, California:jor Richmond American Homes, J,N. 444-98. dated September 7, 1999. , 2001a, Geotechnical Investigation of Tracts 23]42 and 26941 and Preliminary Sewage-Disposal Feasibility Evaluation of Crowne Hill Estate Lots, Tract 26941, City of Temecula, Riverside County, California, J.N. 24101, dated June 4, 2001. , 200] b, Geotechnical Review of Rough-Grading Plans for Tracts 23] 43-1, 23143-6 through 23 ]43-1], 23143-F, Crown Hill Park Site (Tract 23]45-5) and Park Site 'A' (Lot ]04 of Tract 23]43-F), City of Temecula, Riverside County, California, J.N. 24]-01, dated October 31,2001. , 200]c, Settlement Characteristics of Fill Soils for Tract 23143, City of Temecula, Riverside County, California, J.N. 241-01, dated December 10, 2001. , 2001d, Reliance Letter for Tracts 23143-], 23143-6 through 23143-]], 23]43-F, Crowne Hill Park Site (Tract 23145-5) an d Park Site "A" (Lot 104 of Tract 23143-F), City of Temecula, Riverside County, California:jor Lowe Enterprises Residential Advisors, J.N. 241-01, dated December 11,2001. , 2002a, Geotechnical Recommendations for Remova] Depths, Park Site A within Tract 23]43-F and Park Site F within Tract 23]43-5, City of Temecu]a, Riverside County, California, J.N. 241-01, dated January 24, 2002. , 2002b, Geotechnical Report of Rough Grading, Proposed Elementary School Site, Tract 23143-5, City of Temecula, Riverside County, California, J.N. 241-01, dated May 8, 2002. , 2002c, Supplemental Geotechnical Investigation, Lots 1,3 and 5, Tract 2964], Estate Lots, City of Temecula, Riverside County, California, J.N. 219-02, dated May 14,2002. PETRA GEOTECHNICAL, INC J.N. 241-01 JUNE 2002 ~ REFERENCES (Continued) , 2002d, Geotechnical Report of Rough Grading, Lots 1 through 105 and Slope Lot 106, Tract 23143-8, City of Ternecu]a, Riverside County, California, J.N. 24]-01, dated June 21, 2002. ; ,2002e, Geotechnical Report of Rough Grading, Lots 1 through 84, 89 through 114, Slope Lots 116 through 122 and 126 and Park Site 123 (E), Tract 23143-6, City of Ternecula, Riverside County, California, J,N, 241-01, dated July 1,2002. , 2002f, Geotechnical Report of Rough Grading, Lots 1 through 85, Tract 23143-7, City of Ternecula, Riverside County, California, J.N. 241-01, dated July 15, 2002. PETRA GEOTECHNICAL, INC J.N.241-01 JUNE 2002 ; (pO APPENDIX A LABORATORY TEST CRITERIA LABORATORY TEST DATA o PETRA 4>\ APPENDIX A LABORATORY TEST CRITERIA ; Laboratorv Maximum Drv Densitv Maximum dry density and optimum moisture content were determined for selected samples of soil and bedrock materials in accordance with ASTM Test Method D1557. Pertinent test values are given on Plate A-I. EXDansion Potential Expansion index tests were performed on selected samples of soil and bedrock materials in accordance with ASTM Test Method D4829. Expansion potential classifications were determined from 1997 UBC Table 18-I-B on the basis of the expansion index values. Test results and expansion potentials are presented on Plate A-2. Soil Chemistrv Chemical analyses were performed on selecled samples of onsite soil to determine concentrations of soluble sulfate and chloride, as well as pH and resistivity. These tests were performed in accordance with California Test Method Nos. 417 (sulfate), 422 (chloride) and 643 (pH and resistivity). Test results are included on Plate A-3. PETRA GEOTECHNICAL, INC. J.N. 241-01 JUNE 2002 (,;V LABORATORY MAXIMUM DRY DENSITY' . .. .' ~, . ,>,' " . '~~:~\ - " .. .. , ',M3riiTiilm, .,..._>4,. 'Soil Type u" . ;~:_",'., '." S'!lJIPI~,N<1':' :, ':,.:. " Dry D"iiSity: " " ;<,'" . ,., (%)."" > .:.", '..J-.";,.'t~ .. "',' ," , . ' (pet)\;' 1 Medium brown Silty fine SAND 8.5 129.0 2 Light brown Silty SAND 9.0 132.0 3 Yellow-brown Silty fine to coarse SAND 9.0 128.0 4 Olive brown Clayey tine to medium SAND 9.0 130.5 5 Very light brown to yellow Sandy SILT 9.0 129;0 6 Very light brown Silty fine SAND 12.0 125.0 7 Light brown Silty fine to coarse SAND 9.5 127.0 8 Very light brown Silty medium to coarse SAND with trace Clay 10.5 126.0 9 Brown Silty fine to medium SAND 10,5 128.0 10 Very light brown fine Sandy SILT 11.5 124.5 II Medium dark brown Silty SAND with trace Clay 8.0 133.5 12 Medium brown Silty tine to coarse SAND with trace Clay 8.5 133.5 13 Light brown to very light brown Sandy SILT 13.5 120.5 14 Very 'light brown Silty very fine to fine SAND/Silty SAND/Sandy 11.5 122.0 SILT 15 Light brown to very light brown Silty CLAY with trace tine 11.5 124.0 Gravel 16 Very light brown fine to medium SAND with trace coarse Sand 13.0 117.0 17 Olive brown Silty fine SAND/Sandy SILT 10.0 129.0 18 Yellowish light brown fine to medium SAND 10.5 123.0 .. 19 Reddish brown Silty medium to coarse SAND 9.5 129.0 20 Reddish light brown Silty Clayey SAND 8.5 131.0 21 Medium brown Silty/Clayey fine to coarse SAND 8.5 132.5 22 Medium dark brown Silty to Clayey Medium to coarse SAND 7.5 134.5 ' (1) PER ASTM TEST METHOD DI55? PETRA GEOTECHN/CAL,'/NC J.N. 241-01 JUNE 2002 Plate A-l o ~1l' EXPANSION INDEX TEST DATA . S r ,.., , ',,'!IDP,e " 'Lot'" ,R~1i;'~epia;i~~ LOts .:,:.,'C:'c"Y1\" " , .', , 3 1 throu gh 5 7 6 through 10 13 II through 20 25 21 through 27 30 28 through 33 36 34 through 38 43 39 through 48 50 49 through 51 54 52 through 56 58 66 68 57 through 62 63 through 66 67 through 69 71 74 70 and 71 72 through 74 76 75 through 77 79 83 92 98 78 through 80 81 through 87 88 through 95 96 through 101 102 and 103 103 104 104 through 108 109 through 114 115 through 118 119 through 127 112 116 121 (2) PER ASTM TEST METHOD D4829 (3) PER 1997 UBC TABLE 18.1-8 ~, ::~~~OI1:' 12 o 16 o 32 16 9 o 6 10 II o o 13 2 o 4 4 o 19 10 , 13 24 18 . 'E ~"" .'. 3 '..',.~~~91) 'potential., Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Very Low Low Very Low PETRA GEOTECHNICAL, INC. J.N. 241-01 , JUNE 2002 Plate A-2 ~ <;.;c.... - SOIL CHEMISTRY , ~ ~,'~ ", '.' I.'Sulfat~4,~ ..:,.,.-,_,cs ' .' , Resistivity' . - _.c_. .~, Lot Nos:,... Cl1IoTi<!~ . ",. ,-,W", "cor~~~~ty,.r?t~:~~, .1'>' .\~;::.'" ~--'_ . tf. ('Y<)"" ,",: ' iP'piiiF' (ohm'<'Ill),.': '.' .~,. ~., '0 ,,<, , 23 and 27 NO 69 7.2 3,900 concrete: negligible steel: moderate 49 through 51 NO " " " concrete: negligible steel: " 57 through 59 NO 51 6.7 3,100 concrete: negligible steel: moderate 67 through 69 NO " -- -- concrete: negligible steel: -- 78 through 80 NO 69 6.8 5,900 concrete: negligible steel: mild 96 through 101 NO -- -' -- concrete: negligible , steel: -- 104 through 106 NO 66 6.9 4,000 concrete: negligible steel: moderate 110 through 114 NO 192 6.4 1,700 concrete: negligible steel: high " (4) PER CALIFORNIA TEST METHOD NO, 417 (5) PER CALIFORNIA TEST METHOD NO. 422 (6) PER CALIFORNIA TEST METHOD NO. 643 (7) PER CALIFORNIA TEST METHOD NO. 643 JUNE 2002 Plate A-3 PETRA GEOTECHNICAL, INC. J.N. 241-01 o' vJ