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Home My WebLink AboutGeotechnical Rpt 7/30/97PETRA COSTA MESA • NEWPORT BEACH • SAN DIEGO • TEMECULA July 30, 1997 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD. 4141 Jutland Avenue, Suite 200 San Diego, California 92117 ' Attention: Mr. Barry Galgut Subject: Geotechnical Report of Rough Grading, Phase I, Lots 24 through 39 and 37 through 43, Tract 23064-1, Redhawk Development, County of Riverside, California Submitted herewith is a summary of observation ard-testing"Services provided by Petra Geotechnical, Inc. (Petra) during recent grading operations within the Phase I of the ' subject siteeConclusions relative to the suitability of the constructed building pads for the foundation design for proposed construction and recommendations the proposed • residential structures are included herein. ' All fills, cuts, overexcavation, removals and processing of existing ground under the purview of this report have been completed under the observation and with selective testing by Petra. The earthwork was performed in general accordance with our geotechnical recommendations and substantial conformance with the grading requirements of the County of Riverside. ' Site grading commenced on December 27, 1996, and was completed on Julv 3, 1997. ' The purpose of this portion of the grading operation was to rough -grade level building pads for construction of Phase I, consisting of 13 single-family residences. ' Recommendations for grading of the site were presented in the referenced reports. Limits of grading for this report are shown on accompanying Plate 1 of the grading plans. The completed earthwork has been reviewed and is considered suitable for construction of structures. On the basis of our findings, the following PETRA GEOTECHNICAL, INC. 7620 Commerce Centre Drive, recommendations area based on our observations and analysis. The geotechnical Suite 103 'Tel: Temecula, CA 92590 Tel: (909) (909) 6996193 699-6197 P�j Tt� _// �T O6 �/ REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 2 services were performed in general conformance with generally accepted professional engineering practices and no further warranty is implied or stated. Geology Geologic conditions observed onsite in Phase I of the subject site are generally as anticipated and described in the referenced preliminary geotechnical reports. The site is underlain at depth by the Quaternary Pauba Formation. The Pauba Formation, as observed onsite, is a massive to thick -bedded, coarse to fine silty sandstone. Bedding orientation in the area of Phase I is generally flat -lying with some minor cross -bedding and generalized dip slightly to the north. Geolagic—Units • Uncompacted Fill (afl) -- Fill materials, associated with two existing minor empoundments located within TR 23064-1, were composed of locally derived topsoil and/or Pauba Formation bedrock materials. The maximum thickness of the artificial fill deposits has been estimated at between 10 to 20 feet. Minor, unmapped areas of spoil fill were associated with dirt roads that traversed the tract. These soils were removed to competent bedrock, moisture -conditioned to near optimum moisture content and compacted to greater than or equal to 90 percent relative compaction. • Compacted-FilL(afc) -- Structural fills were mapped along the edges of golf -course fairways and are adjacent to existing residential areas. This unit was encountered generally along the margins of this subdivision. These soils were benched or removed to competent fill, moisture -conditioned to near optimum moisture content and compacted to greater than or equal to 90 percent relative compaction. • Alluvium_(Qal) -- Recent alluvial deposits are composed primarily of fine- to medium -grained silty and clayey sand and subordinate coarse-grained sand with occasional gravel and cobble lenses. The alluvial deposits were found to vary from dry to moist, loose to medium dense and porous and to be subject to varying degrees of hydro -consolidation. The thickness of alluvial materials was highly variable and ranged from 3t feet in narrow tributary gully areas to greater than 50 feet in broad valleys. On the basis of laboratory consolidation tests, the thick deposits of alluvial materials underlying broad valley and canyon areas found to be subject to a significant degree of hydro -consolidation to a depth of up to 3 REDHAWK HOMEBUILDING July 30, 1997 ' Redhawk Development/TR 23064-1 J.N. 569-96 Page 3 ' approximately 25 feet. These materials were present in several canyons onsite. These soils were removed to competent bedrock or non -collapsible alluvium, moisture -conditioned to near optimum moisture content and compacted to greater than or equal to 90 percent relative compaction. ' • Slope_Wash_(Qsw_) -- Slope -wash deposits composed of loose- to medium -dense silty sand and clayey sand also coalesce with alluvial materials in major canyon ' and tributary areas. Therefore, for purposes of mapping, small to moderate accumulations of these materials have been combined with alluvial deposits. • 1opsoil_(no�ymbe1) -- Gravelly silty sand and clayey sand residual soil materials have developed over Pauba Formation materials in thicknesses ranging from 1 to 3± feet. Thicker accumulations occur within gentle swale areas in thicknesses of approximately 3 to 6 feet. Typically, residual soil materials were found to be dry to damp and loose to medium dense. This unit was encountered across the tract. These soils were removed to competent bedrock. moisture -conditioned to near optimum moisture content and compacted to greater than or equal to 90 percent relative compaction. ' Pauha_Eoimation ((ins) -- The entire site is underlain at depth by the late Pleistocene sedimentary Pauba Formation. The formation is composed of reddish - brown to light brown, fine- to coarse-grained sandstones and silty sandstones with ' occasional gravel and silt beds. In-place materials, as encountered, varied from damp to moist and dense to locally very dense. t The bedding within the Pauba Formation is generally flat -lying. Within the subject area, local areas of northeast -dipping beds were observed. • Groundwater -- Shallow groundwater was not encountered in subsurface investigation or during grading within the this portion of the tract. Eaulting ' The active Wildomar fault zone is present along the western margin of Tract 23064-1. Fault trenching has not identified traces of the fault within the development area. 1 I REDHAWK HOMEBUILDING July 30, 1997 ' Redhawk Development/TR 23064-1 J.N. 569-96 Page 4 S-UMMARY_OE_OBSERVATION-AND-TESTING ' Site -Clearing Vegetation was stripped and removed from the site. Clearing operations also included ' the removal of existing trash and debris. Roots missed during the initial clearing ' operations were collected and stockpiled by hand labor and then removed from the site. Loose stockpiles of soil were removed to the underlying original surface of the trough -grade pad. GroundJPteparation_-_Fill_Areas ' Prior to placing fill, existing low-density surface soils were removed to underlying ' competent bedrock of the Pauba Formation. The exposed bottom surfaces were scarified to a depth of 6 inches, watered as necessary to achieve near optimum ' moisture conditions and then recompacted in-place to a minimum relative compaction of 90 percent. Removal depths varied from 2 to 18 feet. ' Elimination_of_Cut=to=Fill Transitions ' To mitigate potential distress to the residential structures related to the detrimental effects of excessive differential settlement, cut -to -fill transitions were eliminated by overexcavating the cut portions to a depth of at least 5 feet below proposed pad grade and replacing the overexcavated soils as properly compacted fill. ' FilLSlopes ' To achieve adequate compaction to the finish surfaces, all fill slopes were overfilled and backrolled during construction at vertical intervals not exceeding approximately ' 4 to 5 feet and then trimmed back to the compacted inner cores. A I I REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-1 J.N. 569-96 Page 5 Uill_Placement ' Maximum depth of fill placed during this phase of grading is approximately 25 feet. Fill materials consisting of blended onsite soils were placed in lifts of approximately 6 inches in thickness, watered as necessary to achieve near optimum moisture conditions and then compacted with an 824 rubber -tired dozer and by wheel -rolling ' with a loaded scraper. 1 1 1 1 Fill placed against temporary backcuts and on surfaces having a slope ratio steeper than 5:1 (horizonal to vertical [h:v]) were keyed and benched into competent bedrock or compacted fill materials. Uieldsesting Field density tests were performed using nuclear gauge test methods (ASTM D2922 and D3017) and the sand cone method (ASTM D1556). Test results are shown on Table 1 (attached) and approximate locations of the field density tests are shown on Plate 1. The compacted fills were tested at the time of placement to ascertain that the specified moisture content and relative compaction had been achieved. Field density tests were taken at vertical intervals of approximately 1 to 2 feet. When field density tests indicated a relative compaction of less than 90 percent, the approximate limits of the substandard fill were established, the area was reworked, moisture -conditioned and recompacted as necessary under the observations of our engineering technician, or the substandard materials were removed, moisture - conditioned and replaced as properly compacted fill. it 'J 1 1 1 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 6 Laboratory -Testing • The laboratory maximum dry density and optimum moisture content for each major soil type encountered during grading was determined in accordance with Test Method ASTM D1557-91. Table 2 below presents the pertinent test values. Table -2 Sample;; 1, Optimum blaxrmum Dry; No Descrip'tton Moisture Content Density 0 VCo- 1 Brown, Silty CLAY 8.0 128.0 2 Brown, Silty SAND 9.0 129.0 3 Tan to light brown Silty 9.5 126.5 SAND 4 Reddish brown Silty SAND 8.5 131.0 5 Dark brown to black Silty 10.5 126.0 CLAY 6 Reddish brown to brown Silty 10.5 127.0 SAND 7 Brown Silty SAND 11.0 125.0 8 Tan, fine to coarse SAND 10.0 126.0 9 Light tan, grey, fine to 10.0 124.0 medium SAND 10 Tan, fine to Sandy Silty mix 10.0 127.0 11 Tan, fine to coarse SILT, 10.0 130.0 trace of Gravel 12 Reddish brown SAND to 8.0 129.0 light SAND 13 7.5 131.0 G I 1 I I I I REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 7 • Expansion index tests were performed on representative samples of soil existing within the building areas in accordance with Uniform Building Code (UBC) Standard Test No. 18-2. Table 3 below presents the results. Table -3 Location. ,:, _'_ Ek ansiont4n$ex , , Es ansibn Poteiftial `- Lots 24 - 29 32 Low Lots 36 - 37 1 Very Low Lots 38 - 39 2 Very Low Lots 40 - 41 2 Very Low Lots 62 - 66 4 Very Low Lots 72- 76 4 Very Low Lots 77 - 83 5 Very Low Allowable SD-Bvaring_Capacities For design of building and retaining wall footings, an allowable soil -bearing capacity of 1,500 pounds per square foot may be used for a 12 -inch -wide, continuous footing . 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 of depth to a maximum value of 2,500 pounds per square foot. Recommended allowable soil - bearing capacities include both dead and live loads and may be increased by one-third for short -duration wind and seismic forces. Settlement Under the above -recommended maximum soil -bearing capacity, total maximum footing settlements are expected to be less than 0.75 inch and differential settlements I 1 I I 1 1 1 1 1 1 1 1 I 1 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 8 between adjacent footings are expected to be less than 0.25 inch over a span of approximately 30 feet. The majority of the anticipated settlements are expected to take place during construction as footing loads are applied. Lateral -Resistance A passive earth pressure of 250 pounds per square foot per foot of depth to a maximum value of 2,500 pounds per square foot may be used to determine lateral bearing for building and retaining wall footings located at least 7 feet from the top of any adjacent descending slope. Where retaining wall footings are to be constructed on or within 7 feet from the top of a descending slope, a passive earth pressure of 150 pounds per square foot per foot of depth to a maximum value of 1,500 pounds per square foot should be used to determine the lateral bearing resistance. A coefficient of friction of 0.35 times the dead load forces may also be used between concrete and the supporting soils to determine lateral sliding resistance for all building and retaining wall footings. An increase of one-third of the above values may be used when designing for short - duration wind and seismic forces. Footing_Obser"tions All footing trenches should be observed by the project geotechnical consultant to ascertain that they have been excavated into competent bearing soils. These observations should be performed prior to placement of forms or reinforcement. The excavations should be trimmed neat, level and square. All loose, sloughed or moisture -softened materials and any debris should be removed prior to placing concrete. Excavated soils derived from footing and utility trenches should not be placed in slab - on -grade areas unless they are compacted to at least 90 percent of maximum dry density. 1 rt I REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-1 J.N. 569-96 Page 9 Expansive -Soil and Bedrock_Considerations The results of our laboratory tests indicate that the onsite soils and bedrock materials exhibit a very—lo_w._expnnsion_potential as classified in accordance with UBC Table 18-1-B. For this condition, it is recommended that footings and floors be constructed and reinforced in accordance with the following minimum criteria. However, additional slab thickness, footing sizes and reinforcement should be provided as required by the project architect or structural engineer. • Standard depth footings may be used with respect to building code requirements for the planned construction (i.e., 12 inches deep for one-story construction and 18 inches deep for two-story construction). Interior continuous footings for two-story construction may be founded at a minimum depth of 2 inches below the lowest adjacent final grade. • All continuous footings should be reinforced with two No. 4 bars, one top and one bottom. • Interior isolated pad footings supporting raised floors should be a minimum of 24 inches square and founded at minimum depths of 12 and 18 inches below the lowest adjacent final grade for one- and two-story construction, respectively. The pad footings should be reinforced with No. 4 bars spaced 18 inches on center, both ways, near the bottom of the footings. • Exterior isolated pad footings intended for support of roof overhangs, such as patio covers, 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 18 inches on center, both ways, near the bottom of the footings. •- Living -area concrete floor slabs should be 4 inches thick and reinforced with 6 -inch ' by 6 -inch, No. 10 by No. 10 welded -wire mesh: or with No. 3 bars spaced 24 inches on center, both ways. All slab reinforcement should be supported on concrete chairs or brick to ensure the desired placement near mid -depth. ' • Living -area concrete floors should be underlain with.a moisture vapor barrier consisting of a polyvinyl chloride membrane, such as 6 -mil visqueen or equivalent. ' At least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. 10 1 1 1 1 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 10 • Garage floor slabs should be 4 inches thick and reinforced in a similar manner as living -area floor slabs. Garage floor slabs should also be poured separately from adjacent wall footings with a positive separation maintained with 0.38 -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 beam should be reinforced with two No. 4 bars, one top and one bottom. • Presaturation of the subgrade below slab areas will not be required. However, prior to placing concrete, the subgrade should be thoroughly moistened to promote uniform curing of the concrete and mitigate the development of shrinkage cracks. : ► ► .. 1 TCe7►�:ie[K17►9KIM 17_1 IM126y Minimum-Faoting Embedment To mitigate the potential adverse effects of creep that will develop on the cut -and -fill slopes with a passage of time, footings for retaining walls proposed at the tops of descending slopes should be founded at a depth that will provide a minimum horizontal setback of 7 feet between the outside bottom edges of the footings and the slope face. This minimum embedment is expected to place the footings below any further creep -affected slope soils, as well as provide adequate vertical and lateral support without subjecting the footings to detrimental settlement. Where retaining walls are proposed at distances of 7 feet and greater from the tops of descending slopes, the footings may be pounded at minimum depth of 12 inches below the lowest adjacent final grade; however, a minimum embedment of 18 inches may be preferable to provide at least 6 inches of cover over the footings. Active_and_At-Reat_E arth_Pressures An active lateral earth pressure equivalent fluid having a density of 45 pounds per cubic foot is tentatively recommended for design of cantilevered walls retaining a drained, level backfill. Where the wall backfill slopes upward at 2:1 (h:v), the above value should be increased to 75 pounds per cubic foot. All retaining walls should be REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 11 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 68 pounds per cubic foot should tentatively be used for walls supporting an ascending 2:1 (h:v) backfill. Drainage Perforated pipe and gravel subdrains 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 encased in a 1 -foot -wide column of 0.75 inch to 1.5 -inch open -graded gravel extending above the wall footing to a height equal to two-thirds of the wall height, or to a minimum height of 1.5 feet above the footing, whichever is greater. The gravel should be completely wrapped in filter fabric consisting of Mirafi 140N, or equivalent. Solid outlet pipes should be connected to the subdrains and routed to areas suitable for discharge of accumulated water. For low -height walls retaining less than approximately 2.5 feet of backfill, an alternative drainage system consisting of weepholes or open masonry joints may be used in -lieu of a pipe and gravel subdrain. Weepholes, if used, should be 3 inches minimum diameter and provided at maximum intervals of 6 feet along the walls. Open vertical masonry joints should be provided at 32 -inch -minimum intervals. One cubic foot of gravel 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 should consist of Mirafi 140N, or equivalent. q\/ 1A 1 1 1 1 1 REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-1 J.N. 569-96 Page 12 Waterpmofing Consideration should be given to coating the outside portions of retaining walls supporting backfill with an approved waterproofing compound or covered with a similar material to inhibit infiltration of moisture through the walls. Retaining —WalLBacklE All retaining wall backfill should be placed in 6- to 8 -inch -thick maximum horizontal lifts, watered or air-dried as necessary to achiever near optimum moisture conditions and then mechanically compacted in-place to a minimum relative compaction of 90 percent. Flooding or jetting of backfill materials should be avoided. A Petra representative should probe and test the backfills to ascertain adequate compaction. EXTERIORCONCRETE-FLATW-ORK Thickness-and-Expansion-Joint_Spacing To reduce the potential for excessive and unsightly cracking related to the effects of expansive soils, walkways and patio -type slabs should be at least 4 inches thick and provided with weakened or expansion joints every 6 feet or less. Subslabs to be covered with decorative pavers should also be at least 4 inches thick and provided with weakened plane joints or expansion joints every 6 feet or less. Concrete driveway slabs should also be at least 5 inches thick and provided with weakened plane joints or expansion joints every 10 feet or less. Reinforcement Consideration should be given to reinforcing all concrete, patio -type slabs, driveways and sidewalks grater than 5 feet in width with 6 -inch by 6 -inch No. 10 by No. 10 welded -wire fabric or with No. 3 bars spaced 24 inches on centers, both ways. The It I 1 I F I 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 13 reinforcement should be positioned near the middle of the slabs by means of concrete chairs or brick. E dge_B_earns_(Optional) Where the outer edges of concrete patios and driveways are to be bordered by landscaping, consideration should be given to the use of edge beams (thickened edges) to prevent excessive infiltration and accumulation of water under the slabs. Edge beams, if used, should be 6 to 8 inches wide, extend 8 inches below the tops of the finish slab surfaces and be reinforced with a minimum of two No. 4 bars, one top and one bottom. Edge beams are not mandatory; however, their inclusion in flatwork construction adjacent to landscaped areas will significantly reduce the potential for vertical and horizontal movements and subsequent cracking of the flatwork related to the effects of high uplift forces that can develop in expansive soils. S_ubgrade-Prepar_ation As a further measure to minimize cracking and/or shifting of concrete flatwork, the subgrade soils below concrete flatwork areas should be compacted to a minimum relative compaction of 90 percent and then thoroughly moistened prior to placing concrete. The moisture content of the soils should be 5 percent or greater above the optimum moisture content and penetrate to a depth of approximately 12 inches into the subgrade. -Flooding or ponding of the subgrade is not considered feasible to achieve the above moisture conditions since this method would likely require construction of numerous earth berms to contain the water. Therefore, moisture conditioning should be achieved with sprinklers or light spray applied to the subgrade over a period of several days just prior to pouring concrete. A Petra representative should observe and verify the density and moisture content of the soils and the depth of moisture penetration prior to pouring concrete. I I I [l 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 14 MAS_O-NRYBI OC%-GARDEZLWALLS ND SOUND -WALL Eooting_Embedmewt Footings for masonry block walls should be constricted in a similar manner as recommended for retaining wall footings. That is, to mitigate the potential adverse effects of creep that will develop on the cut -and -fill slopes with the passage of time, footings for the sound attenuation walls, as well as other masonry block walls proposed near the tops of descending slopes, should be founded at a depth that will provide a minimum horizontal setback of 7 feet between the outside bottom edges of the footings and the slope face. Where masonry block walls are proposed at distances of 7 feet and greater from the tops of descending slopes, the footings may be founded at a minimum depth of 12 inches below the lowest adjacent final grade; however, a minimum embedment of 18 inches may be preferable to provide at least 6 inches of cover over the footings. As an alternative, these footings may be 12 inches wide and 12 inches deep with a 12 - inch -minimum -diameter caissons on 10 -foot -minimum spacing. The caissons should extend to a depth of 48 inches below grade and be tied to the wall footing. Reinforcement_and-Rositive-Separations All masonry block wall footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. In order to mitigate the potential for unsightly cracking, positive separations should also be provided in the garden walls at horizontal spacings of approximately 20 to 25 feet, and at each corner. These separations should be provided in the blocks only and not extend through the footing. The footing should be poured monolithically with continuous rebars to serve as an effective "grade beam" below the wall. It 15 REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-1 J.N. 569-96 Page 15 PLANTERS-AND_PLANTERMALLS Area drains should be extended into all planter areas that are located within 5 feet of building walls and foundations, retaining walls and garden walls to minimize excessive infiltration of water into the adjacent foundation soils. The surface of the ground in these areas should be sloped at a minimum gradient of 2 percent away from the walls and foundations. Drip irrigation systems are also recommended to prevent overwatering and subsequent saturation of the adjacent foundation soils. Low -height planter walls should be supported by continuous concrete footings founded at a minimum depth of 12 inches below the lowest adjacent final grade; however, a minimum embedment of 18 inches may be preferable to allow for 6 inches of cover over the footings. The footings should be reinforced with two No. 4 bars, one top and one bottom. Positive separations should also be provided in the planter walls in a similar manner as recommended for masonry block walls. SOLUBLE SULFATE_AINALYSES Laboratory test data indicate that onsite soils contain water-soluble sulfate contents less than 0.1 percent. Therefore, negligible to low exposure to sulfate can be expected for concrete placed in contact with onsite soil. As such, no special mitigation measures are necessitated or required. Careful control of maximum water - cementations ratio and minimum concrete compressive strength can also improve resistance to deterioration due to sulfates. We also recommend that the procedures provided in Section 1904.3.1 and Table 19-A-3 of the 1994 UBC be followed. �k REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-1 J.N. 569-96 Page 16 UTILITY-TRENCILBACKEILL All utility trench backfill should be compacted to a minimum relative compaction of 90 percent. Where onsite soils are utilized as backfill, mechanical compaction will be required. Therefore, trench backfill materials should be placed in approximately 12 - to 18 -inch -maximum lifts, watered or air-dried as necessary to achieve near optimum moisture conditions and then mechanically compacted in-place with a hydra -hammer, pneumatic tamper or similar equipment to a minimum relative compaction of 90 percent. A Petra representative should be notified at the appropriate times to ascertain the relative compaction of the backfill. For shallow trenches where pipe or utilities might be damaged by mechanical compaction equipment, imported sand having a sand equivalent value of 30 or greater may be used for backfill. Sand backfill materials should be watered to achieve near optimum moisture conditions and then tamped with hand -operated pneumatic tampers to ensure proper consolidation of the backfill. No specific relative compaction will be required. However, observation, probing and, if deemed necessary, testing should be performed to ascertain that the backfill is adequately compacted. Where exterior and interior utility trenches are proposed parallel to building footings, the bottom of the trench should not extend below a 1:1 (h:v) plane projected downward from the bottom edge of the adjacent footing. Where this condition occurs, the adjacent footing should be deepened or backfilled with sand -cement slurry. SLOPE -LAN DS_CAPING_AND_MMNTENANCE All cut -and -fill slopes should be provided with the proposed drainage facilities and landscaping as soon as practical upon completion of rough grading to minimize the potential for erosion, raveling or slumping. Additional recommendations with respect /7 11 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 17 to slope landscaping and maintenance are presented below to mitigate surficial instability. • The landscaping for all cut -and -fill slopes should consist of a deep-rooted, drought - resistant and maintenance -free plant species. A landscape architect should be consulted to determine the most suitable ground cover for both cut and fill slopes. If landscaping 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. • Irrigation systems should be installed on slopes exceeding a height of 10 feet and a watering program then implemented which maintains a uniform 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 should not be allowed without prior approval from this firm. • During construction of the proposed drainage facilities, care must be taken to avoid placement of loose soil on the slope surfaces. • A permanent slope maintenance program should be initiated. Proper slope ' maintenance must include the care of drainage and erosion control provisions, rodent control and timely repair of leaking irrigation systems. ' Provided the above recommendations are followed with respect to slope drainage, maintenance and landscaping, the cut -and -fill slopes are expected to be surficially stable and to remain so under normal conditions. EUTURE_IMPROY-EMENTS Should any new structures or improvements be proposed at any time in the future, ' other than those shown on the enclosed grading plan, Petra should be notified so that we may provide design recommendations to mitigate movement and/or tilting of the ' structures related to the effects of expansive earth materials. 0� 1 �8' REDHAWK HOMEBUILDING July 30, 1997 ' Redhawk Development/TR 23064-1 J.N. 569-96 Page 18 ' REP_ORT-L MITATIONS ' This report has been prepared consistent with that level of care being provided by other professionals providing similar services at the same locale and in the same time period. ' The contents of this report are professional opinions and as such are not to be considered a guaranty or warranty. This report has not been prepared for use by parties or projects other those named or ' described herein. This report may not contain sufficient information for other parties or other purposes. 1 POST -GRADING OBSERVATION 4ND TESTIiNG ' 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. ' Building Construction - Observe footing trenches when first excavated to ascertain 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 are found to contain significant slough, saturated or compressible soils. • Retaining_W._a1LC.onstruction - Observe all footing trenches when first excavated to ascertain 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 are found to contain significant slough, saturated or compressible soils. ' - Observe and ascertain proper installation of subdrainage systems prior to placing wall backfill. I REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-1 J.N. 569-96 Page 19 ' Observe and test placement of all wall backfill. • Masonry Garden Walls -and -Planter Walls ' - Observe all footing trenches when first excavated to ascertain 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 are found to contain significant slough, saturated or compressible soils. ' • UoneTete-latwork—Construction -- Observe and test subgrade soils below all concrete flatwork areas to ascertain relative compaction, moisture content and moisture penetration. ' • Utility-TrenchBackfill -- Observe and test placement of all utility trench backfill. ' • Regrading -- Observe and test placement of any fill to be placed above or beyond the grades shown on the grading plan. ' We appreciate this opportunity to be of service. If you have any questions regarding this report, please contact this office. ' Respectfully submitted, ' PETRA GEOTECHNIC �Lj 0I'd =FA; 4 ' *en sen �^ H EG i n7a r^a h t ' CEG 1074 'J �P� � CA�OE�� ■ Attachments: Table 1 - Fi est )Results Plate 1 - Geotechnical Map (in pocket) ' Distribution: (3) Addressee (3) County of Riverside Attention: Mr. Abduhl Benhawa Siamak Jafr6udi, PhD Principal Engineer RCE 36641,-''--; ESs No. 36641 \ Exp.L.3D A2 ' 9TF� SOF REDHAWK HOMEBUILDING Redhawk Development/TR 23064-1 July 30, 1997 J.N. 569-96 Page 20 Petra Geotechnical, Inc., 1989, Supplemental Soils Engineering and Engineering Geologic Investigation, Portion of Redhawk Project, Vesting Tentative Tract Map Nos. 23064, 23065, 23066 and 23067, Rancho California, County of Riverside, California, Job Number 288-89, dated May 8, 1989. , 1997, Geotechnical Report of Rough Grading, Model Site, Lots 30 through 34, Tract 23064-1, Redhawk Development, County of Riverside. California, Job Number 569-96, dated March 12, 1997. at/ 1 REDHAIVK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 DRY REL. TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. MAX DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) ' 12/26/96 1 N 1104 11.7 116.6 11 90 12/26/96 2 N 1105 12.2 118.6 11 91 12/26/96 3 N 1103 13.3 113.3 9 91 12/26/96 4 N 1105 14.4 116.8 11 91 12/26/96 5 N 1106 13.6 116.4 11 90 12/26/96 6 N 1101 12.8 118.7 CC 90 ' 12/26/96 7 N 1102 12.8 118.6 C 90 12/26/96 8 N 1106 13.4 117 11 90 ' 12/26/96 9 N 1107 14.4 114.9 1 90 12/26/96 10 N 1108 12.6 1175 11 90 12/26/96 11 N 1107 12 120.7 11 93 12/26/96 12 N 1108 11.4 117.8 11 91 12/27/97 13 14 N 1108 135 115.7 11 89 12/27/97 14 17 N 13.1 115.8 11 89 ' N 1108 13.3 1195 CC 91 12/27/97 15 12/27/97 16 N 1109 12.2 121.5 CC 92 ' 13.1 118.3 11 91 12/27/97 17 N 12/27/97 18 N 1110 12.4 118.1 11 91 ' 12/27/97 19 N 1111 13.2 118.3 11 91 12/27/97 20 N 1112 11.9 122.1 CC 93 12/27/97 21 N 1110 85 118.7 11 91 ' 12/27/97 22 N till 9.8 117.3 11 90 12/30/96 23 N 1113 11 116.5 3 92 12/30/96 24 N 1115 11.3 124.1 CC 94 12/30/96 25 N 1112 13.6 11.5 3 90 a I 1 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE I DEN. NO. COMP. ' (FT) (%) (PCF) (% ' 12/30/96 26 N 1113 14.5 116.6 2 90 12/30/96 27 N 1114 11.2 117.2 2 91 ' 12/30/96 28 N 1116 11 116 2 90 12/30/96 29 N 1113 14.6 115.8 2 90 ' 12/30/96 30 N 1114 12.9 1203 CC 91 12/30/96 31 N 1118 9.2 117.5 2 91 ' 12/30/96 32 N 1119 13.3 118.9 FF 91 12/30/96 33 N 1113 13.3 117.2 2 91 ' 12/30/96 34 N 1114 12.8 115.5 2 90 12/30/96 35 N 1116 12.2 118.3 FF 91 12/30/96 36 N 1117 11.5 123.3 CC 90 12/31/96 37 N 1119 10.3 122.9 3 90 ' 12/31/96 38 N 1120 12.1 119.4 2 90 12/31/96 39 N 1116 12.3 121.7 2 90 ' 12/31/96 40 N 1117 12.2 119.2 2 91 12/31/96 41 N 1120 11.8 116.9 2 90 42 N 1121 12.4 120.5 CC 91 12/31/96 12/31/96 43 N 1118 11 124.3 2 91 12/31/96 44 N 1119 11.6 122.6 FF 91 ' 12/31/96 45 N 1118 12.4 121.6 2 91 12/31/96 46 N 1119 12.6 1203 2 90 12/31/96 47 N 1120 10.4 122.1 FF 91 12/31/96 48 N 1118 10.3 122.2 CC 93 ' 12/31/96 49 N 1119 11.3 117 FF 90 12/31/96 50 N 1120 14 116 2 90 I 2 4 REDHA)VK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' DRY MAX REL. TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DATE . NO. TYPE DEN. NO. COMP. (%) (FT) (%) (PCF) 12/31/96 51 N 1121 12.9 118.1 FF 91 1/2/97 52 53 N 1121 16.1 112.2 2 87 1/2/97 53 58 N 16.2 112.1 2 87 1/2/97 54 N 1119 12.9 120 FF 92 ' 1/2/97 55 N 1120 10.9 124.3 CC 94 1/2/97 56 N 1125 10.5 117.3 FF 90 1/2/97 57 N 1126 15.3 114.7 00 90 1/2/97 58 N 14 114.9 00 90 1/2/97 59 N 1123 15.1 115.2 00 90 1/2/97 60 Ni 1124 14.4 118.7 FF 91 ' 1122 12.5 121.2 CC 92 1/2/97 61 N 1/2/97 62 N 1123 16 115 00 90 1124 15.1 116.7 FF 90 1/2/97 63 N 1/2/97 64 N 1087 12.7 114.9 00 90 ' 1/2/97 65 N 1088 13.6 116 #2 90 1/3/97 66 N 1124 9.4 121.8 C 92 ' 1/3/97 67 N 1125 10.4 116.2 #2 90 1/3/97 68 N 1122 12.8 118.1 #2 92 1/3/97 69 N 1123 9.6 122.1 CC 93 1/3/97 70 N 1122 11.1 116.8 #2 91 1/3/97 71 N 1123 7.5 118 FF 91 ' 1/4/97 72 74 N 1089 15.4 113.5 92 88 1/4/97 73 N 1090 13.2 118.3 2 92 1/4/97 74 N 14.5 115.9 2 90 1/4/97 75 N 1124 12.4 114.9 1 90 3 4 ' ' REDHAWK DEVELOPMENT PARTNER, TABLE 1 TEST TEST RETEST TEST NORTHING EASTING DATE NO. TYPE ELEV (FT) MOIST. (%) DRY DEN. (PCF) J.N. MAX NO. 569-96 REL. COMP. ' 1/4/97 76 N 1125 10 122.5 CC 93 1/4/97 77 N 1128 12.9 118 2 91 1/4/97 78 N 1129 12.5 113.6 3 90 1/4/97 79 N 1128 14.2 116.7 2 90 1/4/97 80 81 N 1129 11.2 112.9 1 88 1/4/97 81 Ni 10.9 1175 1 92 1/4/97 82 N 1092 12.7 116.1 2 90 1/4/97 83 N 1093 13.4 .116.8 2 91 1127 10.6 116.5 2 90 1/6/97 84 N 1/6/97 85 N 1128 9.7 119.4 CC 90 1/6/97 86 N 1129 13.1 119.4 CC 90 1/6/97 87 N 1126 10.9 117 2 91 ' 1/6/97 88 N 1127 11.8 120.3 CC 91 ' 1/6/97 89 N 1127 10.9 121.6 CC 92 1/6/97 90 N 1128 10.9 122.2 CC 93 1/6/97 91 N 1128 11.3 120.2 CC 91 1/6/97 92 N 1129 10.2 121.6 CC 92 ' 1/6/97 93 N 1129 8.8 121.1 CC 92 1/6/97 94 N 1130 9.6 121.4 CC 92 ' 1/6/97 95 N 1131 10.9 1235 CC 94 1/6/97 96 N 1131 9.5 117.6 2 91 ' 1/6/97 97 N 1132 12.3 117.9 2 91 1/7/97 98 N 1131 11.1 117.3 2 91 1/7/97 99 N 1132 12.7 115.6 1 90 1/7/97 100 N 1133 10.7 123.6 CC 94 ' 4 1�y I as REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO, TYPE DEN. NO. COMP. ' (FT) (°/n) (PCF) (%) ' 1/7/97 101 N 1132 12.1 120.8 CC 92 1/7/97 102 N 1133 9.9 119.7 CC 91 1/7/97 103 N 1133 9.2 118 11 91 1/7/97 104 N 1134 11.2 118.3 11 91 ' 1/7/97 105 N 1133 9.2 118.1 11 91 1/7/97 106 N 1134 6.6 117.1 11 90 ' 1/7/97 107 N 1133 8.7 1209 CC 92 1/7/97 108 N 1134 11.2 119 CC 90 ' 1133 8 121.6 CC 91 1/7/97 109 N 1/7/97 110 N 1134 9 118.6 11 92 ' 1103 15.6 114.8 11 88 1/8/97 111 N 1/8/97 112 112 N 12.5 117.5 11 90 ' 1/8/97 113 N 1097 13.6 116.8 11 90 1/8/97 114 N 1098 12 119.2 CC 90 1/8/97 115 N 1087 11.9 115.7 1 90 ' 1/8/97 116 N 1088 10.1 115.5 1 90 1/8/97 117 N 1089 10.9 115 1 90 1/8/97 118 N 1138 11.1 1195 CC 91 1/8/97 119 N 1139 9.7 123.2 CC 93 ' 1/8/97 120 N 1135 13.4 117.5 11 90 1/8/97 121 N 1136 135 117.4 11 90 1/8/97 122 N 1089 8.6 123.2 P 92 1/8/97 123 N 1091 11.8 121 CC 92 ' 1/9/97 124 N 1138 7.8 115.8. 1 90 1/9/97 125 N 1139 8.8 114.1 3 90 1 5 as 1 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' DRY MAX REL. TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DATE NO. TYPE DEN. NO. COMP. (FT) (0/4) (PCF) (%) ' 1/9/97 126 N 1137 8.9 115.7 1 90 1/9/97 127 N 1138 8.8 114.2 3 90 1/9/97 128 N 1097 12.4 117 2 91 1/9/97 129 N 1098 9 121.8 CC 92 1/9/97 130 130 N 1093 12.8 114.1 2 88 1/9/97 131 N 9.5 116.7 2 90 1/9/97 132 N 1095 10.5 120.2 CC 91 1/9/97 133 135 N 1103 12.5 113.6 1 89 ' 1/9/97 134 136 N 1104 11.1 111.2 1 87 1/9/97 135 N 10.7 115 1 90 ' 10.8 116.7 1 91 1/9/97 136 N 1/10/91 137 N 1105 12.6 118.8 1 93 1106 10.9 124.3 CC 93 1/10/97 138 N 1/10/97 139 N 1123 9.4 112.3 7 90 ' 112.2 7 90 1/10/97 140 N 1124 8.1 1/10/97 141 N 1098 13.8 113.3 7 91 1/10/97 142 N 1099 13.5 115.6 1 90 1/10/97 143 148 N 1106 13.1 111.3 1 87 1/10/97 144 N 1140 99 118.2 2 92 ' 1/10/97 145 N 1141 12.6 120.5 CC 91 1/10/97 146 N 1140 113 114.9 1 90 1/10/97 147 N 1139 12.8 117.2 2 91 1/10/97 148 N 12.4 112.8 7 90 ' 1/10/97 149 N 1107 11.5 112.8 7 90 1/17/97 150 N 1114 12.4 116.8 2 91 H 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. CONIP. (FT) (%) (PCF) (%) 1/17/97 151 N 1115 12.7 116.6 2 90 1/17/97 152 N 1118 10.3 117.6 2 91 1/17/97 153 N 1119 11.1 115.5 1 90 1/17/97 154 N 1123 11.1 1225 4 94 1/17/97 155 N 1125 12.2 120.5 4 92 1/17/97 156 N 1126 9.5 117.2 2 92 1/17/97 157 N 1127 11.8 121.5 4 93 1/17/97 158 N 1120 14.3 115.7 1 90 1/17/97 159 N 1121 10.8 117.1 2 91 1/17/97 160 N 1112 14.3 114.9 1 90 1113 13.5 114.8 1 90 1/17/97 161 N 1/18/97 162 N 1127 7.8 119.7 4 91 10.8 122.6 4 94 1/18/97 163 N 1128 1/18/97 164 N 1117 13 119.2 4 91 1/18/97 165 N 1118 12.9 1185 4 90 1/18/97 166 167 N 1103 9.7 106 1 83 1/18/97 167 N 12.2 119.6 4 91 ' 1/18/97 168 N 1105 13.8 116.2 2 90 1/18/97 169 N 1106 13.1 118.2 4 90 1/18/97 170 N 1109 13 120.1 4 92 1/18/97 171 N 1110 14.1 117.2 2 91 1/20/97 172 N 1113 14.2 116.9 2 91 1/20/97 173 N 1114 12.2 1215 CC 92 1/20/97 174 N 1123 12.5 119.8 4 91 1/20/97 175 N 1124 11.8 123 P 92 7 01 I 1 ' ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 TEST TEST RETEST TEST NORTHING EASTING DATE NO. TYPE ELEV (FT) MOIST. ("/o) DRY DEN. (PCF) J.N. MAX NO. 569-96 REL. COMP. (%) t1/20/97 176 N 1128 9.9 127.7 P 95 1/20/97 177 N 1129 11.2 123.7 CC 94 ' 1/20/97 178 N 1115 13.1 119.6 4 91 1/20/97 179 N 1116 11.1 121.7 4 93 1/20/97 180 182 N 1119 14.2 112.8 2 87 1/20/97 181 N 1120 11.9 121 4 92 1/20/97 182 N 14.3 118.8 4 91 1/20/97 183 N 1127 12.1 120.2 CC 91 1128 11.8 122.7 P 92 1/20/97 184 N 1/20/97 185 N 1129 12.6 122.7 118.7 CC 4 93 91 1/20/97 186 N 1109 13.4 1/21/97 187 N 1110 12.5 119.4 4 91 1/21/97 188 N 1130 12.9 123.4 P 92 ' 1/21/97 189 N 1131 11.2 122.6 P 91 1/21/97 190 N 1125 11.2 120.3 4 92 ' 1/21/97 191 N 1126 11.5 122.1 P 91 1/21/97 192 N 1103 11.6 116 2 90 1/21/97 193 N 1105 13.3 117.3 2 91 1/21/97 194 N 1109 11.8 113.9 5 90 ' 1/21/97 195 N 1111 11.5 115.5 1 90 1/21/97 196 N 1124 11.3 121.5 CC 92 ' 1/21/97 197 N 1125 13.7 118.1 4 90 1/21/97 198 N 1129 123 123.2 4 94 1/21/97 199 N 1130 11.1 124.1 CC 94 1/22/97 200 N 1110 11.2 123.5 P 92 8 r-1 I 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 1/22/97 201 206 N 1112 10.5 112 1 88 1/22/97 202 N 1119 12.4 120.3 CC 91 1/22/97 203 N 1121 13.1 119.6 CC 91 1/22/97 204 N 1127 10.6 122.1 P 91 1/22/97 205 N 1128 12.5 121.3 P 91 1/22/97 206 N 10.7 120.4 P 90 ' 1/22/97 207 N 1113 11.5 107.5 S 92 1/22/97 208 N 1114 11.4 113.7 5 90 ' 1/22/97 209 N 1115 12.9 120 CC 91 1/22/97 210 N 1116 12.1 121 P 90 ' 1125 12.1 121.1 P 90 1/22/97 211 N 1/22/97 212 N 1126 11.8 121 CC 92 11.4 125.8 P 94 1/22/97 213 N 1128 1/22/97 214 N 1129 9.9 126.7 P 95 ' 1/24/97 215 N 1126 12.1 120.9 CC 92 1/24/97 216 N 1128 11.1 121.3 CC 92 1/24/97 217 N 1122 12.8 118 #4 90 1/24/97 218 N 1123 12.9 117.6 2 91 1/24/97 219 N 1124 12.7 120.4 CC 91 1/24/97 220 N 1116 12.4 118.1 4 90 1/24/97 221 N 1117 12.1 119 4 91 1/24/97 222 N 1115 14 115.1 1 90 1/24/97 223 N 1116 12.7 119.1 4 91 1/24/97 224 N 1116 12 119 CC 90 1/24/97 225 N 1117 124 121.5 P 91 t 9 I F f 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 1/24/97 226 N 1119 12.6 121 P 90 1/24/97 227 N 1120 11.3 123.6 P 92 1/24/97 228 N 1140 6.8 117.3 #2 91 1/24/97 229 230 N 1141 14.5 115.1 4 88 ' 1/24/97 230 N 13.4 118.8 4 91 1/24/97 231 N 1141 9.2 126.7 P 95 ' 1/24/97 232 N 1142 12.2 121.9 P 91 1/24/97 233 N 1142 10.7 124 P 93 1/24/97 234 N 1143 12.2 120.1 CC 91 1/25/97 235 237 N 1117 9.3 108.6 1 85 ' N 1118 8.1 120.5 CC 91 1/25/97 236 1/25/97 237 N 7.5 116.6 2 90 ' 15.1 115.7 2 90 1/25/97 238 N 1115 1/25/97 239 N 1116 15.3 116.4 2 90 1/25/97 240 N 1117 12.6 115 1 90 ' 1/25/97 241 N 1129 14 117.8 4 90 1/25/97 242 N 1130 11.1 122 4 93 1/25/97 243 N 1141 13.2 1183 4 90 1/25/97 244 N 1142 10.5 120.6 CC 91 1/25/97 245 N 1144 11.2 120.1 CC 91 (/25/97 246 N 1145 10.5 115.6 1 90 1/28/97 247 N 1129 14 117.8 4 90 1/28/97 248 N 1130 12.2 119.6 4 91 ' 1/28/97 249 N 1126 12.9 117.1 2 91 1/28/97 250 N 1127 10.6 123.7 P 92 10 019 30 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 1/28/97 251 253 N 1118 14.5 113.7 2 88 1/28/97 252 N 1119 9.5 1185 4 90 ' 1/28/97 253 N 14.2 115.8 1 90 1/28/97 254 N 1119 14.5 115.2 1 90 ' 1/28/97 255 N 1143 8.2 118.6 2 92 1/28/97 256 N 1144 8.8 115.6 1 90 1/28/97 257 N 1144 7.8 115.4 1 90 1/28/97 258 N 1145 8.1 116.8 2 91 ' 1/28/97 259 N 1146 7.3 118 4 90 1/28/97 260 N 1128 12.6 119.7 4 91 ' 1129 10.7 115.8 1 90 1/28/97 261 N 1/28/97 262 N 1121 12.5 117.8 116.6 4 1 90 91 1/28/97 263 N 1122 14.7 ' 1/29/97 264 N. 1127 14.6 117.7 2 91 1/29/97 265 N 1129 11.4 113.3 3 90 1/29/97 266 N 1128 10.6 114.2 3 90 1/29/97 267 N 1129 13.1 121.5 4 93 1/29/97 268 N 1130 12 120.8 4 92 1/29/97 269 N 1145 10.8 116.6 2 90 ' 1/29/97 270 N 1146 8.7 115.2 1 90 1/29/97 271 N 1142 12.2 118.3 4 90 1/29/97 272 N 1143 9.1 120.8 4 92 1/30/97 273 284 N 1134 14.1 111.7 5 88 ' 1/30/97 274 N 1135 11.6 119.1 4 91 1/30/97 275 N 1130 10.3 118.4 4 90 30 1 DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 'REDHAWK TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO, TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) ' 1/30/97 276 N 1131 10.4 121.1 P 90 1/30/97 277 N 1130 8.3 117 2 91 ' 1/30/97 278 N 1131 10.4 122.1 P 91 1/30/97 279 N 1133 9.1 125.8 P 94 ' 1/30/97 280 N 1134 11 124.1 P 93 1/30/97 281 N 1128 8.4 114.1 5 90 1/30/97 282 N 1129 13.3 117.6 5 92 1/30/97 283 N 1130 8.5 116.4 5 92 ' 12.5 122.2 P 91 1/30/97 284 N 1/30/97 285 N 1125 10 121.1 114.3 P 5 90 90 1/30/97 286 N 1136 7.8 1/30/97 287 306 N 1130 8.6 113.9 5 90 1/30/97 288 N 1126 8.1 111.2 5 88 1/31/97 289 N 1137 15 115.4 5 91 1/31/97 290 N 1138 9.6 120.2 4 92 1/31/97 291 N 1135 13.8 115.3 8 92 1/31/97 292 N 1136 10.8 112.8 7 90 ' 1/31/97 293 N 1132 12.1 119.2 1 93 1/31/97 294 N 1133 10.6 114.3 5 90 1/31/97 295 297 N 1124 10.2 109.6 8 87 1/31/97 296 999 N 1125 11.4 112 8 88 1/31/97 297 308 N 8.7 117 5 92 1/31/97 298 N 1128 10.3 1185 5 94 1/31/97 299 N 1129 10.9 114.9 5 91 1/31/97 300 N 1130 9.5 111.6 9 90 1 /2 3/ 1 ' ' REDHAWK DEVELOPMENT PARTNER, TABLE 1 TEST TEST RETEST TEST NORTHING EASTING ELEV DATE NO, TYPE (FI) MOIST. (%) DRY DEN. (PCF) J.N. MAX NO. 569-96 REL. COMP. (%) ' 1/31/97 301 N 1131 11.5 112.8 7 90 1/31/97 302 N 1135 11 119.7 1 94 1/31/97 303 N 1136 13.1 113.8 5 90 1/31/97 304 N 1128 9 117.4 5 93 ' 1/31/97 305 N 1129 9.5 120.8 2 94 1/31197 306 N 9.1 116.8 5 92 ' 1/31/97 307 N 1128 10.7 1163 5 92 1/31/97 308 N 10.3 122.9 4 94 1126 7.5 115.1 5 90 1/31/97 309 N 2/1/97 310 N 1128 9.6 114.7 5 91 2/1/97 311 N 1129 12.2 113.1 5 90 2/1/97 312 N 1134 12.4 120.3 4 92 ' 2/1/97 313 N 1135 9.9 117.5 2 91 ' 2/1/97 314 N 1137 13.1 119.9 4 92 2/1/97 315 N 1138 11.3 117.6 2 91 ' 2/1/97 316 N 1135 8.7 120.6 4 92 2/1/97 317 N 1137 12.4 122.2 4 93 ' 2/1/97 318 N 1137 10.7 118.3 4 90 2/1/97 319 N 1138 11.1 121.4 4 93 2/1/97 320 N 1142 11.5 120.8 4 92 2/1/97 321 N 1143 14.4 117.8 4 90 2/1/97 322 N 1126 13.6 115.1 5 91 2/1/97 323 N 1127 10.7 114.6 5 91 2/1/97 324 N 1128 14.8 113.1 8 90 2/3/97 325 N 1138 14.7 119.6 4 91 ' 13 7'�a30 Jul I 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 2/3/97 326 N 1139 12.3 1293 4 92 2/3/97 327 N 1144 12.7 117.8 4 90 2/3/97 328 N 1145 10.9 121.9 4 93 2/3/97 329 N 1144 12.9 115.8 1 90 2/3/97 330 331 N 1145 15.5 112.1 1 88 2/3/97 331 N 13 115.7 1 90 ' 2/3/97 332 N 1149 14.2 113.6 5 90 2/3/97 333 N 1150 13.3 117.6 1 92 ' 2/4/97 334 N 1146 10.4 118 4 90 2/4/97 335 N 1147 11.7 115.5 1 90 1128 11.3 115.7 1 90 2/4/97 336 N ' 2/4/97 337 N 1129 10.6 118.8 #4 4 91 91 2/4/97 338 N 1133 12.2 119 2/4/97 339 N 1134 12 124.5 P 93 2/4/97 340 N 1132 13.7 116.5 1 91 ' 2/4/97 341 N 1133 13.1 115.2 1 90 2/4/97 342 N 1146 13.5 119.4 4 91 ' 2/4/97 343 N 1147 13.8 112.9 8 90 2/4/97 344 345 N 1138 15.1 107.5 8 85 2/4/97 345 N 11.7 116.8 5 92 2/5/97 346 348 N 1160 16.9 111.3 6 87 2/5/97 347 349 N 1151 13.9 113.5 6 89 2/5/97 348 N 12.7 1152 1 90 ' 2/5/97 349 N 11.6 118 4 90 2/5/97 350 N 1148 11.4 1199 4 92 /4 1 I C 3y REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO, TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) ' 2/5/97 351 N 1149 12.9 120.8 4 92 2/5/97 352 N 1141 13.7 117.6 1 91 2/5/97 353 N 1142 13 119.2 4 91 2/5/97 354 N 1130 11.9 120.9 4 93 ' 2/5/97 355 N 1131 16 106.7 B 91 2/5/97 356 N 1132 16 112.7 C 91 ' 2/5/97 357 N 1133 15.8 112.4 9 91 2/6/97 358 N 1166 11.4 122.7 4 94 2/6/97 359 N 1167 9.4 120 4 93 2/6/97 360 N 1168 10.1 121.2 P 90 1142 12.2 120.3 4 92 2/6/97 361 N 2/6/97 362 N 1143 9.6 116.3 2 90 t 2/6/97 363 N 1144 127 117.3 1 92 2/6/97 364 N 1152 11.4 115.3 1 90 2/6/97 365 N 1153 11.4 117.5 2 91 2/6/97 366 N 1154 12.1 118 4 90 2/6/97 367 N 1155 12.4 116.5 1 91 2/6/97 368 N 1119 11.5 117.3 2 91 2/6/97 369 N 1120 13.1 116.3 2 90 2/6/97 370 N 1122 9.7 115.6 1 90 2/6/97 371 N 1123 11.9 118.8 2 92 2/6/97 372 N 1119 10.9 119.2 4 91 2/6/97 373 N 1120 12 118.3 2 92 2/7/97 374 N 1149 13.3 112.7 9 91 2/7/97 375 N 1150 12.7 111.7 9 90 ' /5 C 3y I 1 ' ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 TEST TEST RETEST TEST NORTHING EASTING DATE NO, TYPE ELEV (FT) MOIST. ("/") DRY DEN. (PCF) J.N. 569-96 MAX REL. NO. COMP. (%) ' 2/7/97 376 V 1151 13 118.6 4 91 2/7/97 377 N 1144 11.2 115.8 1 90 ' 2/7/97 378 N 1145 11.6 117.7 1 92 2/7/97 379 N 1146 12.5 120.6 4 92 2/7/97 380 N 1120 10.5 122 P 91 2/7/97 381 N 1121 14.1 118.2 4 90 2/7/97 382 N 1124 12.3 118.2 4 90 2/7/97 383 N 1125 11.5 119.2 4 91 1149 13.1 110.5 9 89 2/7/97 384 386 N 2/11/97 409 N 1153 12.3 115.4 1 90 9.9 116.3 1 91 2/11/97 410 N 1154 2/11/97 420 N 1164 14.4 117.4 2 91 ' 2/13/97 445 N 1159 11.4 119.6 1 93 ' 2/13/97 446 N 1161 10.8 117.9 1 92 2/13/97 447 N 1167 11.3 117.8 1 92 ' 2/13/97 451 N 1169 12.2 117.2 1 91 2/14/97 465 N 1164 10.5 113.8 7 90 ' 3/5/97 472 N - 1172 13.6 1135 3 90 3/5/97 473 N 1173 12.2 117.2 1 92 3/5/97 474 N 1174 11.1 115.3 1 90 3/5/97 475 N 1168 103 121 4 92 ' 3/5/97 476 N 1168 9 116.8 2 91 3/5/97 626 N 1177.8 15A 117.9 11 91 ' 3/5/97 627 N 1176.6 12.6 11S.7 11 91 3/5/97 628 N 1175.7 13.1 115.6 10 91 ' 16 1 15 H 1 .� 6 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 ' MAX REL. TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY DATE NO. TYPE DEN. NO. COMP. (%) (FT) (%) (PCF) 3/5/97 629 N 1174.8 10.2 120.9 11 83 3/5/97 630 N 1173.9 13 117.1 2 91 3/5/97 631 N 1172.9 10.3 122.1 It 94 3/5/97 632 N 1151 12.9 115.2 8 91 ' 3/5/97 633 N 1152 10.8 120 4 92 3/5/97 634 N 1154 10.3 117.7 11 91 ' 3/5/97 635 N 1155 11.6 119.7 11 92 3/5/97 636 N 1127 14 118.4 11 91 ' 3/5/97 637 N 1129 12.9 116.8 2 91 2/7197 385 386 Ni 15.5 110.3 9 88 ' 2/7/97 386 N 13.1 111.6 9 90 217/97 387 N 1153 10.3 118.1 4 90 ' 1154 10.8 119.8 4 91 2/7/97 388 N 2/7/97 389 Ni 1123 9.9 120.9 4 92 ' 11.1 121.9 91 2/7/97 390 N 1124 2/7/97 391 N 1126 15.2 116.5 2 90 ' 2/7/97 392 N 1127 11.1 123 92 2/10/97 393 N 1149 8.9 112.7 7 90 2/10/97 394 N 1150 12.1 116.2 2 90 ' 2/10/97 395 N 1141 11.5 115.5 1 90 2/10/97 396 N 1142 12.7 119.1 1 93 2/10/97 397 N 1127 11.7 116.2 2 90 2/10/97 398 N 1128 12.6 117 I 91 2/10/97 399 N 1129 11.1 118.6 4 91 2/10/97 400 N 1130 12.8 116.9 2 91 '17 1 .� 6 1 1 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 ' DRY MAX REL. TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 2/10/97 401 N 1130 14.1 114.6 1 90 2/10/97 402 N 1131 9.6 120 4 92 2/10/97 403 N 1130 13.4 117.7 1 90 2/10/97 404 N 1131 12.1 119.8 1 91 2/10/97 405 406 N 1133 12.4 110.6 6 87 2/10/97 406 N 11.2 114.9 1 90 2/10/97 407 408 N 1133 14.3 111.9 1 87 2/10/97 408 N 11.3 114.8 1 90 2/11/97 411 N 1135 10.7 120 4 92 2/11/97 412 N 1136 12.9 116.8 2 91 ' N 1135 11.4 118.3 4 90 2/11/97 413 2/11/97 414 N 1136 9.7 122 4 93 1137 10.2 114.2 3 90 2/11/97 415 N 2/11/97 416 N 1138 8.8 119 4 91 2/11/97 417 N 1137 12.3 117.8 1 92 2/11/97 418 N 1138 13.5 115.2 1 90 2/11/97 419 N 1163 14.2 111.9 7 90 2/11/97 421 N 1143 10 116.6 2 90 2/11/97 422 N 1142 9.5 116.7 2 90 2/11/97 423 N 1139 8.4 120.2 1 94 2/11/97 424 N 1140 10.9 116.1 1 91 2/11/97 425 N 1138 8.7 114.7 3 91 2/11/97 426 N 1139 9.2 115.8 1 90 2/12/97 427 N 1163 12.8 110.6 1 86 2/12/97 428 N 1164 11.4 112 8 89 '18 I 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 2/12/97 429 N 1151 13.6 118.6 4 91 2/12/97 430 N 1152 9.5 116.7 2 90 2/12/97 431 N 1143 10.2 1195 4 91 2/12/97 432 N 1144 14.2 117.1 2 91 2/12/97 433 N 1163 9.4 109.5 7 88 2/12/97 434 482 N 1164 11.9 109.2 7 87 ' 2/12/97 435 N 1153 10 116.5 2 90 2/12/97 436 N 1154 11.6 1185 4 90 2/12/97 437 N 1155 12.7 111.5 2 90 2/12/97 438 N 1141 9.2 123.2 92 ' N 1142 12.6 116.1 2 90 2/12/97 439 2/12/97 440 N 1143 13.7 116.8 2 91 ' 90 2/12/97 441 N 1135 13.9 116.1 2 ' 2/12/97 442 N 1136 13.6 117.7 2 91 2/12/97 443 444 N 1133 12 113.8 2 88 2/12/97 444 N 1133 11.8 115.6 2 90 2/14/97 458 N 1131 11.9 119.1 90 ' 2/14/97 459 N 1132 9.6 121.6 91 2/14/97 460 N 1135 12.7 120.4 91 ' 2/17/97 463 N 1152 14.5 118.5 4 90 2/17/97 464 N 1153 10.5 120.2 4 92 2/17/97 461 N 1145 11 112 7 90 2/17/97 462 N 1146 11.6 114.5 6 90 ' 2/17/97 466 N 1143 12.4 1185 5 90 2/17/97 467 N 1139 11.3 115.4 1 90 '19 ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO, TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 2/17/97 468 469 N 1140 7.9 116.3 1 91 2/17/97 469 N 1140 11.2 113.7 6 90 ' 2/17/97 470 N 1136 11.3 117 2 91 2/17/97 471 N 1137 11.1 119 4 91 2/17/97 472 N 1172 13.6 113.5 3 90 2/17/97 473 N 1173 12.2 117.2 1 92 t2/17/97 474 N 1174 11.1 115.3 l 90 2/17/97 475 N 1168 10.3 121 4 92 1168 9 116.8 2 91 2/17/97 476 N 2/17/97 477 N 1136 12 117.8 4 90 2/17/97 478 N 1137 12.8 117.9 4 90 2/17/97 479 N 1140 13.8 117.6 2 91 2/17/97 480 N 1141 13.8 116.6 1 91 ' 2/18/97 481 N 1139 14 114.6 8 91 2/18/97 482 N 1173 12.8 113.9 9 92 2/18/97 483 N 1153 14.9 112.3 9 91 2/18/97 484 N 1148 12.5 118.7 11 91 2/18/97 485 N 1146 15.1 114.2 8 91 2/18/97 486 N 1138 12.7 111.4 9 90 ' 2/18/97 487 N 1136 15 111.3 9 90 2/18/97 488 N 1142 13.1 118.7 11 91 ' 2/18/97 489 N 1142 13.4 117.5 11 90 2/19/97 490 N 1155 13.6 112.5 9 91 ' 2/19/97 491 N 1152 14.6 112.1 9 90 2/19/97 492 N 1150 14.3 114.5 8 91 ri I 20 .19 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 1 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (°/a) (PCF) (%) 1 2/19/97 493 N 1151 14.4 115.4 10 91 2/19/97 494 N 1145 12.4 112.9 8 90 1 2/19/97 495 498 Ni 1152 17.5 110.5 8 88 2/20/97 496 N 1174 13.6 114.4 8 91 1 2/20/97 497 N 1176 12.8 111.9 9 90 2/20/97 498 N 1152 14.9 114.4 8 91 1 2/20/97 499 N 1178 13.6 111.1 9 90 2/20/97 500 N 1180 14.2 114.6 8 91 1 2/20/97 501 N 1140 13.9 111.5 9 90 2/24/97 502 N 1151 11.4 120.2 4 92 1 N 1155 10.1 114.8 11 88 2/24/97 503 508 2/24/97 504 N 1152 12.6 116.7 11 90 1 1153 11.4 122.9 4 94 2/24/97 505 N 2/24/97 506 N 1152 13.2 116.3 10 92 2/24/97 507 N 1153 11.1 116.8 10 92 2/24/97 508 N 1155 12.4 120.1 11 92 2/24/97 509 - N 1148 13.1 117.9 11 91 1 2/24/97 510 N 1149 10.7 116 10 91 2/24/97 511 N 1141 12.1 116.1 8 92 ' 2/24/97 512 N 1142 13.2 115.5 8 92 2/25/97 513 N 1144 12.4 114.6 8 91 1 2/25/97 514 N 1156 11.6 114.1 8 91 2/25/97 515 N 1157 11.1 115.4 8 92 1 2/25/97 516 N 1154 12.3 114.2 8 91 2/25/97 517 N 1155 13.1 115.6 10 91 1 21 1 REDHAWK DEVELOPMENT PARTNER, TABLE 1 J.N. 569-96 1 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO, TYPE DEN. NO. COMP. 1 (FT) (0/1) (PCF) (%) 1 2/25/97 518 N 1147 12.1 121.3 4 93 2/25/97 519 N 1148 12.4 117.2 6 92 1 2/25/97 520 N 1146 16 116.4 6 92 2/26/97 521 522 N 1156 14.5 111.4 8 88 1 2/26/97 522 N 1156 13.1 113.4 8 90 2/26/97 523 N 1155 13.8 115.7 8 92 1 2/26/97 524 N 1154 12.6 116.3 8 92 2/26/97 525 N 1150 13.5 116 8 92 1 1152 12.8 117.4 11 90 2/26/97 526 N 2/26/97 527 N 1153 13.1 119.3 11 92 1 11.4 116.9 2 91 2/26/97 528 N 1153 1 2/26/97 529 N 1154 10.4 117.5 11 90 2/26/97 530 N 1155 12.1 119.5 11 92 1 2/27/97 531 N 1115 12.6 116.1 11 92 2/27/97 532 N 1117 12.1 118.7 11 91 1 2/27/97 533 N 1119 13.3 117.9 11 91 2/27/97 534 N 1121 11 115.9 8 92 1 2/27/97 535 536 N 1123 13.4 110 11 85 2/27/97 536 N 1123 13.1 119.3 11 92 1 2/27/97 537 N 1125 11.9 116.4 8 92 2/27/97 538 N 1159 14.3 115.2 8 91 1 2/27/97 539 N 1160 13.1 118.1 11 91 2/27/97 540 N 1158 14 118.6 11 91 ' 2/27/97 541 N 1159 12.8 116.4 2 90 2/27/97 542 N 1145 11.9 118.1 11 91 1 1 27 41 I 1 ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 TEST TEST RETEST TEST NORTHING EASTING DATE NO. TYPE ELEV (FT) MOIST. ("/o) DRY DEN. (PCF) J.N. 569-96 MAX REL. NO. COMP. ("/o) ' 2/28/97 543 N 1161 13.5 118.8 11 91 2/28/97 544 N 1154 11.1 116.7 11 90 ' 2/28/97 545 N 1155 12.9 116.7 11 90 2/28/97 546 N 1155 11.6 119.8 11 92 2/28/97 547 N 1156 10.9 115.8 8 92 2/28/97 548 N 1150 12.9 117.4 8 93 2/28/97 549 N 1151 13.1 119.1 11 92 2/28/97 550 N 1148 12.1 119.7 4 91 2/28/97 551 N 1149 13.4 115.3 8 92 2/28/97 552 N 1148 12.6 118.1 11 91 ' 2/28/97 553 N 1149 13 120.6 4 92 2/28/97 554 N 1146 10.9 121 4 92 2/28/97 555 N 1147 10.4 120 4 92 2/28/97 556 N 1146 10 117.1 11 90 ' 12.6 2/28/97 557 N 1145 117.8 11 91 ' 2/28/97 558 N 1154 10.9 115.8 8 92 3/1/97 559 N 1155 12.8 118.4 11 91 ' 3/1/97 560 N 1167 12.9 113.8 8 90 3/1/97 561 N 1168 13.1 118.2 11 91 ' 3/1/97 562 N 1159 10.9 116.6 11 90 3/1/97 563 N 1160 10.5 118.3 11 91 ' 3/1/97 564 N 1155 10.5 119.8 11 92 3/1/97 565 N 1156 12.5 117 11 90 ' 3/1/97 566 N 1127 13.1 123.1 4 94 3/1/97 567 N 1157 10.6 117.5 11 90 23 r7jar I 1 24 N3 REDHAWK DEVELOPMENT PARTNER, TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) ("/o) (PCF) (%) ' 3/1/97 568 N 1158 11.4 117.7 11 91 3/1/97 569 N 1150 12.8 116 8 92 3/1/97 570 N 1151 10.9 118.7 11 91 3/1/97 571 N 1149 11 117.8 11 91 ' 3/1/97 572 N 1146 11.3 120.8 4 92 3/1/97 573 N 1147 11.9 117.7 Il 91 ' 3/1/97 574 N 1168 12.9 118.4 11 91 3/1/97 575 N 1169 13.1 116.3 2 90 t 1171 11.9 118.9 11 91 3/1/97 576 N 3/2/97 577 N 1124 10.4 121.6 4 93 ' 11.4 121.5 4 93 3/2/97 578 N 1125 3/2/97 579 N 1150 10.4 117.9 it 91 3/2/97 580 N 1151 13.1 118.7 11 91 3/2/97 581 N 1152 11.8 119.1 11 92 3/2/97 582 N 1153 12.9 119.6 11 92 ' 3/2/97 583 N 1127 10.9 119.7 11 92 3/2/97 585 N 1155 12.6 119.1 11 92 ' 3/2/97 586 N 1154 14.3 116.1 8 92 3/2/97 587 N 1155 12.4 120 4 92 ' 3/2/97 588 N 1153 12.9 117.9 11 91 3/2/97 589 600 N 1154 10.5 113.2 11 87 ' 3/2/97 590 N 1130 11.1 116.9 11 90 3/2/97 591 N 1131 12.2 119.1 11 92 ' 3/2/97 592 N 1153 10.9 118.8 11 91 3/2/97 593 N 1154 13.4 118.8 11 91 1 24 N3 t 1 1 1 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 3/2/97 594 N 1154 12.8 116.4 5 92 3/2/97 595 N 1155 11.9 116.4 5 92 3/3/97 596 N 1152 13.4 113.1 9 91 3/3/97 597 N 1153 15.8 113.3 8 90 3/3/97 598 N 1133 13.9 116.5 8 92 3/3/97 599 N 1134 12.1 119.7 11 92 3/3/97 600 N 1154 12.6 118.1 11 91 3/3/97 601 N 1157 11.6 120.7 4 92 3/3/97 602 N 1158 13.3 119.1 11 92 3/3/97 603 N 1136 12.1 116.1 8 92 3/3/97 604 N 1135 10.3 117.1 6 90 3/2/97 584 N 1154 13.5 115.2 8 91 3/4/97 605 N 1155 13.5 120.4 4 92 3/4/97 606 N 1148 13.4 118.2 11 91 3/4/97 607 N 1140 12.1 117.4 6 92 3/4/97 608 N 1181 11.1 1195 4 91 3/4/97 609 N 1182 10.2 118.1 11 91 3/4/97 610 N 1139 12.5 118.8 11 91 3/4/97 611 N 1140 11.9 118.4 11 91 3/4/97 612 N 1158 10.9 116.9 11 90 3/4/97 613 N 1159 13.5 119.8 11 92 3/4/97 614 N 1155 11.7 117.3 11 90 3/4/97 615 617 N 1156 11.1 1113 8 88 3/4/97 616 N 1156 13.1 116.1 8 92 3/4/97 617 N 1157 12.6 118.9. 11 91 25 0 3/4/97 618 N 1156 1 117.3 8 93 ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 N J.N. 569-96 11.6 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. 3/4/97 ' DATE NO. TYPE DEN. NO. COMP. 119.6 (FT) (%) (PCF) (0/0 3/4/97 618 N 1156 12.3 117.3 8 93 3/4/97 619 N 1158 11.6 120.8 4 92 3/4/97 620 N 1159 12.2 119.6 4 91 3/4/97 621 N 1142 11 118.4 11 91 3/4/97 622 N 1143 13.3 117 11 90 3/4/97 623 N 1156 11.9 116.3 10 92 3/4/97 624 N 1155 12.9 121 4 92 3/4/97 625 1156 11.6 111.7 9 90 3/5/97 638 N 1131 10.8 120.5 4 92 3/5/97 639 N 1152 10 116.7 2 90 3/5/97 640 N 1155 11.6 119.7 4 92 3/5/97 641 N 1154 10.6 117.2 5 93 3/6/97 642 N 1157 11.1 117.4 5 93 3/6/97 643 N 1156 10.8 115.8 9 93 3/6/97 644 N 1159 11.3 113.7 9 92 3/6/97 645 N 1159 12.8 113.8 9 92 3/6/97 646 N 1156 13.3 116.6 6 92 3/6/97 647 N 1138 10.3 118.5 11 91 3/6/97 648 N 1139 13.6 117.3 6 92 3/6/97 649 N 1138 11.1 114.6 9 92 3/6/97 650 651 N 1139 9.6 112 6 88 3/7/97 651 N 1139 10.1 117.4 6 92 3/7/97 652 N 1140 11.9 118.1 11 91 3/7/97 653 N 1141 10.2 118.1 11 91 3/7/97 654 N 1158 11.7 120.6 13 92 26 1 ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 3/7/97 655 N 1152 11 118.6 4 91 3/7/97 656 N 1148 126 117.8 6 93 3/7/97 657 N 1154 11.4 117.7 6 93 3/7/97 658 N 1157 13.3 118.3 11 91 3/7/97 659 N 1156 12.8 119.3 11 92 3/7/97 660 N 1145 11.1 117.4 12 91 3/7/97 661 N 1147 12.4 118.9 12 92 3/7/97 662 N 1161 10 117.5 10 93 3/7/97 663 N 1140 11.8 119.1 11 92 3/7/97 664 N 1142 13 118.1 11 91 3/7/97 665 667 N 1145 12.5 109.5 11 84 3/7/97 666 N 1155 10.3 117.6 12 91 3/7/97 667 N 1145 12.9 118.3 11 91 3/10/97 668 N 1149 12.3 118 11 91 3/10/97 669 N 1150 11 121.4 4 93 3/10/97 670 N 1150 10 116.2 8 92 3/10/97 671 N 1152 12.2 117.2 11 90 3/10/97 672 N 1156 12.8 119 11 92 3/10/97 673 N 1140 11.9 117.5 11 90 3/10/97 674 N 1138 13.3 118 11 91 3/10/97 675 N 1142 10.2 117.1 11 90 3/11/97 676 N 1143 13.6 118.6 11 91 3/11/97 677 N 1155 12.1 1175 10 93 3/11/97 678 679 N 1150 10.8 110.9 8 88 3/11/97 679 N 1150 11.1 116.7 8 93 ,7 vm 1 680 N 1152 10.8 118.1 5 90 ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 N J.N. 569-96 11.1 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. CONIP. 10.2 117.2 (FT) (%) (PCF) (%) 3/11/97 680 N 1152 10.8 118.1 5 90 3/11/97 681 N 1150 11.1 119.7 4 91 3/11/97 682 N 1152 10.2 117.2 6 92 3/11/97 683 N 1157 12.8 115.4 3 91 3/11/97 684 N 1144 12.4 120.2 4 92 3/11/97 .685 N 1155 9.6 117.3 10 92 3/11/97 686 N 1145 13.3 117.3 10 92 3/11/97 687 N 1151 11.6 119.4 4 91 3/12/97 688 N 1149 10.6 116.7 6 92 3/12/97 689 N 1162 11.4 117.7 11 91 3/12/97 690 N 1148 10.2 116.6 12 90 3/12/97 691 N 1145 12.8 117.6 11 90 3/13/97 692 N 1156 13.1 1135 9 92 3/13/97 693 N 1158 12 118.3 11 91 3/13/97 694 N 1160 12.5 114.8 8 91 3/13/97 695 N 1146 10.2 1215 4 93 3/43/97 696 N 1148 12.1 1175 11 90 3/13/97 697 N 1150 11.1 119.7 11 92 3/13/97 698 N 1159 10 116.2 8 92 3/13/97 699 N 1160 11.4 118 11 91 3/13/97 700 701 N 1156 10.5 110.7 8 88 3/13/97 701 N 1156 11.1 114.9 5 91 3/13/97 702 N 1163 11.7 117.9 2 91 3/13/97 703 N 1152 12.6 118.7 11 91 3/14/97 704 N 1164 12.1 116.6 1 91 as Y7 1 1 1 1 1 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP.' (FT) (%) (PCF) (%) 3/14/97 705 N 1163 13.9 118.3 11 3/14/97 706 N 1154 12.8 114.1 8 3/14/97 707 N 1151 12.7 117 8 3/14/97 708 N 1150 10.3 115.8 10 3/14/97 709 N 1159 13.5 116.8 1 3/14/97 710 N 1159 11.2 117.4 11 3/14/97 711 N 1137 9.7 118.1 11 3/14/97 712 N 1139 12.3 118.5 1.1 3/17/97 713 N 1141 10.6 116.9 10 3/17/97 714 715 N 1156 9.2 111.4 10 3/17/97 715 N 1156 12.7 116.9 10 3/17/97 716 N 1162 13.4 119 11 3/17/97 717 N 1162 12.5 115.7 10 3/17/97 718 N 1143 12.8 118.7 11 3/17/97 719 N 1160 10.6 116.8 10 3/17/97 720 N 1164 13.1 117.5 11 3/17/97 721 N 1165 12.1 116.8 10 3/17/97 722 N 1157 11.1 121.2 11 3/17/97 723 N 1158 13.1 116.4 10 3/17/97 724 N 1160 12.3 120.6 4 3/17/97 725 N 1161 12.6 115.8 10 3/17/97 726 N 1146 13.5 117.4 10 3/18/97 727 N 1161 13.3 115.4 10 3/18/97 728 N 1159 11.7 118.4 11 3/18/97 729 N 1173 111.1 120.3 4 7r�� c>6 e7l ---/ 91 91 93 91 91 90 91 91 92 88 92 92 91 91 92 90 92 93 92 92 91 92 91 91 92 29 v y9 1 ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 3/18/97 730 N 1160 10.5 118.6 11 91 3/18/97 731 N 1162 14.3 113 9 91 3/18/97 732 N 1165 10.3 120.9 4 92 3/18/97 733 N 1175 12.8 119.8 4 91 ' 3/18/97 734 N 1178 10.1 116.4 10 92 3/18/97 735 N 1165 11.2 118.7 10 93 1164 10.6 116.9 10 92 3/18/97 736 N 3/18/97 737 N 1180 11 117.4 11 90 ' 3/18/97 738 N 1168 10.2 116.9 10 92 ' 3/19/97 739 N 1165 11.6 119.7 13 91 3/19/97 740 N 1182 10.4 120 4 92 3/19/97 741 N 1157 11.6 119.4 4 91 3/19/97 742 N 1159 10.8 116.6 10 92 ' 3/19/97 743 N 1160 12.5 117.3 10 92 3/19/97 744 N 1160 13.1 117.2 12 91 ' 3/19/97 745 N 1163 11 115.6 10 91 3/19/97 746 N 1161 12.1 119.7 13 91 3/20/97 747 N 1140 13.8 115.6 10 91 3/20/97 748 N 1142 11.8 119.3 4 91 3/20/97 749 N 1161 12.8 116.8 10 92 3/20/97 750 N 1165 13.4 113.4 8 90 ' 3/20/97 751 N 1166 10.5 118.5 11 91 3/21/97 752 N 1160 11.1 118.8 4 91 ' 3/21/97 753 N 1162 10.8 116.7 10 92 3/21/97 754 N 1163 12.1 116.6 10 92 ' 30 y9 1 I ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 N J.N. 569-96 10 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. 13.3 117.7 (FT) (%) (PCF) (%) 3/21/97 755 N 1167 10 115.1 5 91 3/21/97 756 N 1184 13.3 117.7 10 93 3/21/97 757 N 1168 11.8 114.8 8 91 3/21/97 758 761 N 1170 10.8 110.3 8 88 3/21/97 759 N 1164 13.8 115.8 1- 91 3/21/97 760 N 1165 11.1 120.3 4 92 3/21/97 761 N 1170 11.2 114.3 8 91 3/21/97 762 N 1172 12.3 116.3 10 92 3/21/97 763 N 1176 17.4 118.4 11 91 3/24/97 764 N 1161 12.5 114.8 8 91 3/24/97 765 N 1164 11.9 117.4 10 92 3/24/97 766 N 1166 10.8 116 10 91 3/24/97 767 N 1168 12.1 117.5 11 90 3/24/97 768 N 1168 13.5 118.1 11 91 3/24/97 769 N 1178 11.9 116.6 10 92 3/24/97 770 N 1168 11.3 115.7 10 91 3/24/97 771 N 1165 10.5 120.4 4 92 3/24/97 772 773 N 1163 13.1 107.6 8 85 3/24/97 773 N 1163 12.6 114.7 8 91 3/25/97 774 N 1177 10.8 117.1 10 92 3/25/97 775 N 1167 13.2 116.3 8 92 3/25/97 776 N 1169 13.5 116 10 91 3/25/97 777 N 1184 11.4 116.4 10 92 3/25/97 778 N 1180 11.8 119.3 4 91 3/25/97 779 N 1164 10.8 115.8 8 92 31 SO 1 1 ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 3/25/97 780 N 1160 12.1 16.3 8 92 3/25/97 781 N 1166 13.2 117 10 92 ' 3/26/97 782 N 1182 12.1 116.6 10 92 3/26/97 783 N 1163 11 118.6 4 91 1165 12.3 114.7 8 91 3/26/97 784 N 3/26/97 785 N 1171 13.1 116.2 6 91 ' 1170 10.3 121 4 92 3/26/97 786 N t 3/26/97 787 N 1169 13.2 113.7 8 90 91 3/26/97 788 N 1184 12.6 114.7 8 ' 3/26/97 789 N 1167 11.7 117.4 10 92 3/26/97 790 N 1164 12.8 116.8 10 92 3/26/97 791 792 Ni 1167 10.8 116 11 89 3/26/97 792 N 1167 13.8 117.4 11 90 3/26/97 793 N 1185 11.1 118.4 11 91 3/26/97 794 N 1149 10.4 116.2 10 91 3/27/97 795 N 1186 12.6 115.6 8 92 3/27/97 796 N 1168 11.8 116.2 10 91 3/27/97 797 N 1166 13.7 117.2 10 92 3/27/97 798 N 1165 12.4 115.4 8 92 3/27/97 799 N 1162 13.8 1155 8 92 3/27/97 800 N 1165 11.3 118.8 11 91 3/27/97 801 Ni 1167 10.5 116.3 10 92 3/27/97 802 N 1188 13.3 115.4 8' 92 ' 3/27/97 803 N 1189 12.8 117.2 10 92 3/27/97 804 N 1189 11.2 118.2 10 93 ' 32 5l 1 1 1 1 3/27/97 805 N 1190 10.2 119.8 11 92 3/31/97 REDHAWK DEVELOPMENT PARTNER, TABLE 1 N J.N. 569-96 ' 117.8 12 91 3/31/97 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. 3/31/97 808 (FT) (%) (PCF) (%) 1 1 1 1 3/27/97 805 N 1190 10.2 119.8 11 92 3/31/97 806 N 1154 11 117.8 12 91 3/31/97 807 N 1155 10.4 116.7 10 92 3/31/97 808 N 1155 1.1 118.5 11 91 3/31/97 809 824 N 1156 12.6 109.4 8 87 3/31/97 810 N 1156 11.6 119.4 11 92 3/31/97 811 N 1156 10.8 117.4 10 92 3/31/97 812 N 1158 12.8 117.9 11 91 3/31/97 813 N 1160 11.1 118 10 93 3/31/97 814 N 1166 12.4 118.9 4 91 3/31/97 815 N 11 116.6 8 93 3/31/97 816 N 1190 11.3 117.9 it 91 3/31/97 817 N 1192 10.1 118.7 11 91 3/31/97 818 N 1166 10.7 117.6 10 93 3/31/97 819 N 1167 13.1 117.2 10 92 3/31/97 820 N 1158 12.1 115.3 8 92 3/31/97 821 N 1157 11.6 119.1 11 92 3/31/97 822 N 1155 10.4 116.4 8 92 3/31/97 823 N 1154 11.1 118 11 91 4/1/97 824 N 1156 9.4 118.1 11 94 4/1/97 825 N 1189 11.9 116.4 8 92 4/1/97 826 N 1193 12.6 117.2 8 93 4/1/97 827 N 1161 11.4 118 11 91 4/1/97 828 N 1162 10.7 116.4 8 92 4/1/97 829 N 1169 11.1 118.9 13 91 33 5;' ' REDHAWK DEVELOPMENT PARTNER. TABLE 1 830 J.N. 569-96 ' 12.3 114.7 8 91 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. 8 93 (FT) (%) (PCF) (%) ' 4/1/97 830 N 1152 12.3 114.7 8 91 4/1/97 831 N 1150 11.7 117 8 93 4/1/97 832 N 1149 10.3 116.5 10 92 4/1/97 833 N 1169 11.1 1185 11 91 4/1/97 834 N 1169 12.6 115.7 8 92 4/1/97 835 N 1168 10.9 1119.8 4 91 ' 1195 10.9 16.2 8 92 4/2/97 836 N 4/2/97 837 N 1196 10.3 119 11 92 ' 11.7 115 8 91 4/2/97 838 N 1169 4/2/97 839 842 N 1170 10.8 110.2 8 87 ' 4/2/97 840 N 1170 12.8 117.2 8 93 4/2/97 841 N 1196 11.4 119.7 11 92 t 4/2/97 842 N 1170 11.1 116.9 8 93 4/2/97 843 N 1198 11.7 117.9 11 91 4/3/97 844 N 1170 12.1 114.5 7 91 ' 4/3/97 845 N 1170 10.4 117.4 1 92 4/3/97 846 N 1200 11.6 17.1 10 92 4/3/97 847 N 1202 11.1 116.4 8 92 4/4/97 848 N 1202 10.2 117 10 92 4/4/97 849 N 1203 11.1 118 11 91 4/4/97 850 N 1168 11.9 117.7 11 91 ' 4/4/97 851 N 1167 10.4 116.6 10 92 4/4/97 852 N 1165 10.8 117 12 91 ' 4/4/97 853 N 1163 10 1175 10 92 4/4/97 854 N 1161 10.8 118.8 4 91 34 52 REDHAWK DEVELOPMENT PARTNER. TABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 4/4/97 855 N 1157 13.3 116.5 10 92 4/4/97 856 N 1154 10.6 117.7 10 93 ' 4/4/97 857 N 1152 11.7 115.2 8 91 4/4/97 858 N 1153 11.1 118.1 11 91 4/7/97 859 N 1205 12.8 116.2 10 92 4/7/97 860 N 1206 11.9 115 10 91 4/7/97 861 N 1206 11.6 116.8 12 91 4/8/97 862 N 1170 11.1 118.5 11 91 ' 11698 12.2 115.2 10 91 4/8/97 863 N 4/8/97 864 N 1170 11.6 117.1 10 92 t 4/8/97 865 N 1170 10.3 117.6 8 93 4/9/97 866 N 1171 11.1 119.5 11 91 4/9/97 867 N 1173 11.9 115.5 10 91 ' 4/9/97 868 N 1171 11.6 116.3 12 90 4/9/97 869 N 1171 10.5 116.2 8 92 ' 4/9/97 870 N 1172 12.9 115.9 8 92 4/9/97 871 N 1174 11.6 115.7 10 91 4/9/97 872 N 1171 12.8 116.4 12 90 4/9/97 873 N 1174 11.4 116 10 91 ' 4/9/97 874 N 1174 12.9 116.4 12 91 4/10/97 875 N 1174 13.3 114.5 8 91 4/10/97 876 N 1174 12.3 116.8 12 91 4/10/97 877 N 1155 10.5 118.4 8 94 ' 4/10/97 878 N 1156 10.6 116.2 8 92 4/10/97 879 881 N 1174 11.1 110.4 8 88 ' 35 t A 1 1 REDHAWK DEVELOPMENT PARTNER, TABLE I J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT)%) (PCF) (%) ' 4/10/97 880 N 1170 12.2 117.9 10 93 4/10/97 881 N 1174 13.1 115.1 8 91 4/10/97 882 N 1177 13.2 116.7 8 93 4/11/97 883 N 1173 11.9 115.5 10 91 ' 4/11/97 884 N 1174 11 117.7 11 91 4/11/97 885 N 1175 10.4 116.2 1 91 4/11/97 886 N 1176 11.9 117.1 9 94 4/11/97 887 Ni 1176 12.6 114.7 4 93 ' 1176 13.4 116.7 10 92 4/11/97 888 N 4/11/97 889 N 1176 11.4 117.2 11 90 4/11/97 890 N 1176 12.6 114.3 8 91 ' 4/11/97 891 N 1175 11 118.2 13 90 4/11/97 892 N 1175 12.9 116.7 12 90 5/15/97 893 N 1156 11.2 116.3 9 94 5/15/97 894 N 1176 12.9 115.9 8 92 ' 5/15/97 895 N 1176 13.8 115.9 10 91 5/15/97 896 N 1176 11.7 116 1 91 5/15/97 897 N 1177 11.9 116.7 10 92 5/15/97 898 N 1175 10.5 116.4 8 92 ' 4/16/97 899 N 1178 12.9 116.7 12 90 4/16/97 900 N 1174 11.6 115.8 1 90 ' 4/16/97 901 N 1175 12.1 116.6 10 92 4/16/97 902 N 1176 11.3 115.5 8 92 4/16/97 903 N 1178 10.4 117.7 12 91 4/16/97 904 N 1178 11.2 118.3 11 91 ' 36 5� I 1 REDHAWK DEVELOPMENT PARTNER, TABLE 1 J.N. 569-96 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) ' 4/16/97 905 N 1178 10.4 117.1 12 91 4/16/97 906 N 1178 11.7 116.8 8 93 ' 4/22/97 907 N 1140 11.9 115.9 10 91 4/22/97 908 N 1151 13.3 115.3 8 91 4/22/97 909 N 1153 12.3 114.7 9 93 4/22/97 910 N 1149 10.9 118.7 11 91 ' 4/22/97 911 N 1172 13.1 115.1 9 93 4/23/97 912 N 1167 11.2 115.9 7 91 ' 1178 13.1 116.1 8 92 4/23/97 913 N ' 4/23/97 914 918 N 1177 11.8 10.2 109.3 116.8 8 12 87 91 4/23/97 915 N 1178 4/23/97 916 N 1177 11.6 116.5 8 92 4/24/97 917 N 1178 12.9 117.2 8 93 4/24/97 918 N 1177 12.4 115.7 8 92 4/24/97 919 N 1169 11.1 118.4 11 91 4/24/97 920 N 1179 10.1 118.3 11 91 4/24/97 921 N 1179 11.6 115.8 8 92 5/6/97 922 N 1180 10.6 119 11 92 5/6/97 923 N 1177 11.9 115 8 91 ' 5/6/97 924 N 1175 11.6 116.7 8 93 5/6/97 925 N 1182 12.4 114.2 8 91 ' 5/6/97 926 N 1165 10.9 119 11 92 5/6/97 927 N 1167 11.4 115.7 8 92 5/6/97 928 N 1167 12.1 117.1 8 93 5/15/97 929 N 1155 11.9 116.8 8 93 1 37 I 1 ' ' REDHAWK DEVELOPIVIENT PARTNER, TABLE 1 TEST TEST RETEST TEST NORTHING EASTING DATE NO. TYPE ELEV (FT) MOIST. (%) DRY DEN. (PCF) J.N. MAX NO. 569-96 REL. COMP. (%) 5/15/97 930 N 1156 11.3 115.7 8 92 5/15/97 931 N 1158 10.5 119.5 11 92 5/15/97 932 N 1159 11.6 117 8 93 5/15/97 933 N 1161 11 115.9 8 92 5/15/97 934 N 1162 11.7 114.9 9 93 5/15/97 935 N 1164 11.1 118.3 11 91 5/20/97 936 N 1156 11.4 117.1 8 93 5/20/97 937 N 1176 12.1 115.4 8 92 1173 11.1 118.2 Il 91 5/20/97 938 N 5/20/97 939 N 1178 10.2 116.5 8 92 5/20/97 940 N 1175 12.3 117.3 8 93 5/20/97 941 N 1180 12.8 117.2 10 92 5/20/97 942 N 1182 11 116.5 8 92 5/20/97 943 N 1182 11.1 17.6 8 93 5/20/97 944 N 1180 10.5 117.5 10 92 ' 5/20/97 945 N 11698 11.5 131 10 93 5/20/97 946 N 1170 12.6 128.7 8 91 ' 5/20/97 947 N 1172 11.7 128.4 8 91 5/20/97 948 N 1174 13.5 130.8 9 93 ' 5/20/97 949 N 1176 12.3 , 129.7 8 92 5/20/97 950 N 1177 13.8 131.8 8 92 5/20/97 951 N 1181 12.1 129.2 9 93 5/20/97 952 N 1181 13.3 131.3 8 92 1 38 1 MIA REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) D- Drive Tube N- Nuclear S- Sand Cone 1 1 1 1 1 39 m