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Home My WebLink AboutLot 8-12, 49-52, & 67 Geotechnical Investigationd s 2 I 1 1 1 1 1 1 11 P E T R A COSTA MESA • SAN DIEGO • TEMECULA • LOS ANGELES 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 8 through 12,49 through 52 and 67, Tract 23064-2, Redhawk Development, County of Riverside, California Submitted herewith is a summary of observation and testing services provided by Petra Geotechnical, Inc. (Petra) during recent grading operations within the Phase I of the subject site. Conclusions relative to the suitability of the constructed building pads for the proposed construction and foundation design recommendations for 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, with the Phase 1 lots completed on July 3, 1997. The purpose of this portion of the grading operation was to rough -grade level pads for construction of Phase I, consisting of t0 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 the construction of structures. The following recommendations are based on our observations and analysis. The geotechnical services were performed in general PETRA GEOTECHNICAL, INC. 27620 Commerce Center Dr. Ste, 103 Temecula, CA 92590 t Tel: (909) 699-6193 Fax: (909) 699-6197 Petrate@ibm.net ka I I 1 1 1 1 1 1 lJ REDHAWK HOMEBUILDING Redhawk Development/TR 23064-2 July 30, 1997 J.N. 569-96 Page 2 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. Geologic Units Uncompacted_EHL(afl) -- Fill materials, associated with two existing minor empondments 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. • .C.ompacted_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 t 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 significant of hydro -consolidation to a depth of up to approximately 25 feet. These materials were present in several canyons onsite. These soils were 1 it 3 I ' REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 ' Page 3 ' 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) -- Minor 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. For purposes of mapping, these materials have been combined with alluvial deposits. ' TopsoiL(no-symbol) -- Gravelly silty sand and clayey sand residual soil materials have developed over Pauba Formation materials in thicknesses ranging from 1 to 3t 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. ' Pauba_Eormadon_(Qps) -- 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. ' The bedding within the Pauba Formation is generally flat -lying. Within the subject area, local areas of northeast -dipping beds were observed. • Graundwater -- Shallow groundwater was not encountered in subsurface investigation or during grading within this portion of the tract. ' Eaulting ' The active Wildomar fault zone is present along the western margin of the Tract 23064-2. Fault trenching has not identified traces of the fault within the ' development area. 1 y I 1 1 F F II F REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 4 SiteOaring Vegetation was stripped and removed from the site. Clearing operations also included the removal of existing trash and debris. Roots observed after the initial clearing operations were collected, stockpiled by hand labor and then removed from the site. Loose stockpiles of soil were removed to the underlying original surface of the rough - grade pad. Ground Pry ation_-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 form 2 to 8 feet. Cutnto-Fill Transitions The cut -fill transition line indicated on the grading Plans (Plate 1) is the transition resulting from this episode of grading. The portions of the area shown as cut are actually certified fill placed previously as an earlier portion of the Redhawk development. The cut -fill transition in some areas actually represents a new fill -old fill transition line. The old fill surface was scarified, moisture ,conditioned and then recompacted to create a uniform building -pad condition. Fi1LSlapes 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. I Ot 2 I 1 1 E E REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 5 Fill Placement Maximum depth of fill placed during this phase of grading is approximately 14 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. Fill placed against temporary backcuts and on natural slope surfaces having a slope gradient steeper than 5:1 (horizonal to vertical [h:v]) were keyed and benched into competent bedrock or compacted fill materials. Field -Testing 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. I It 4 1 1 1 1 t REDHAWK HOMEBUILDING Redhawk Development/TR 23064-2 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. Tablet Sample' ;Optimum 1Vlax�mum Dry No Description ' ^ Moisture Content Density �fl 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 1 7.5 1 131.0 W 1 1 1 1 1 1 1 1 1 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-2 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 r'sLocatron.. Ex ansion,Iudex.. ?.Ex au'siou,PotentiA ,`•°i Lot 8 9 Very Low Lot 11 9 Very Low Lots 22 - 26 4 Very Low Lots 27 - 32 5 Very Low Lots 33 - 37 7 Very Low Lots 38 - 42 2 Very Low Lots 43 - 48 7 Very Low Lots 49 - 53 7 Very Low Lots 54 - 60 8 Very Low Lots 61 - 69 6 Very Low Lot 68 7 Very Low • Soluble sulfate contents were also determined for typical samples of soil existing at -grade. Table 4 below presents the results. Table—4 EM I 1 F I 1 1 1 h 1 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-2 July 30, 1997 J.N. 569-96 Page 8 LooaUon [" r , [ I f- Sulfate Content ; Y R YY 4 [ Lot 58 0.0021 Lot 72 0.0051 Lot 75 0.0024 Lot 78 0.0048 Lots 22 - 26 0.0075 Lots 33 - 37 0.0120 Lots 43 - 48 0.0027 Lots 49 - 53 0.0024 Lots 54 - 60 0.0048 Lots 61 - 69 0.0066 Lots 27 - 32 0.0024 Lots 38 - 42 0.0015 Foundation -Design -Parameters Allowable-SoiL-B"ring_Gapacities 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. It a I 1 I I 11 11 1 REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 9 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 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. LateraMesistance 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_ Observations 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. !0 I ' 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 1 REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 10 ' Excavated soils derived from footing and utility trenches should not be placed in slab - dry on -grade areas unless they are compacted to at least 90 percent of maximum ' density. Expansive_SniLand-RedroAl—Considerations ' The results of our laboratory tests indicate that the onsite soils and bedrock materials exhibit a -very loN--expansion_potential as classified in accordance with UBC Table 18-I-13. 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 1 I I I REDHAWK HOMEBUILDING Redhawk Development/TR 23064-2 July 30, 1997 J.N. 569-96 Page 11 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. • 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. RETAINING 'ALL-DESLGN-REG_OMMENDATLONS Min imum-Footing_Embsdment 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. 1A 11 REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 12 ActiveandAtBest-Earth_ hessuus 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 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 I 1 11 D 1 REDHAWK HOMEBUILDING Redhawk Development/TR 23064-2 July 30, 1997 J.N. 569-96 Page 13 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. Waterproofmg 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. RetainingMallBackfill 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. EXTERIQR-CONERETE_ELAT-W_ORK Thicknessand 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. /y I 1 1 I I 1 [1 n 1 C I REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 14 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 reinforcement should be positioned near the middle of the slabs by means of concrete chairs or brick. E dge_B ea ms_(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. SubgradQ-Preparation 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 /s I I 1 11 I L REDHAWK HOMEBUILDING Redhawk Development/TR 23064-2 July 30, 1997 J.N. 569-96 Page 15 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. MASONRY_BLOCK�GARDEN—W-ALLS_ANIZS-OUND-'ALL E2otinaEmbedment Footings for masonry block walls should be constructed 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. Reinfo reemeat_and-Positive-Sep mations 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 comer. 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. �G- I 1 I I I I I I REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 16 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. SOL..UBLE_SULEATE_ANALYSES 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. �7 I 1 I I 1 I I I 1 I I I P REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 17 UTILITY TRENCHBACKEILL 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-LANDS-CAI'ING AND MMNT_ENANCE 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 to /I I 1 REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 18 ' 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. ' 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. F_UTURE_IMPROVE MENTS ' 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. 1 • /9 • 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. F_UTURE_IMPROVE MENTS ' 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. 1 • /9 I 1 I 1 I [1 I 0 REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 19 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. POST-GRADJXG—OBSERVATION-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. • 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-WallConstruction - 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. '�D I ' REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 ' Page 20 ' Observe and test placement of all wall backfill. • Masonry_Garden�alls_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. • Concrete-latwork_C.onstrmction -- Observe and test subgrade soils below all concrete flatwork areas to ascertain relative compaction, moisture content and moisture penetration. L1 d I I • Utility. -Trench -Backfill -- 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. I We appreciate this opportunity to be of service. If you have any questions regarding this report, please contact this office. Respectfully submitted, PETRA GEO ECHNICA �*G1 E#',pC *Princal n n H E C. 1074 a M) o *st CEG 1074_ UPA �'4 n_ 0'\%tiF�� Attachments: Table 1 - Fie � ns7 st Results Plate 1 - Geotechnical Map (in pocket) Distribution: (3) Addressee (3) County of Riverside Attention: Mr. Abduhl Benhawa 't'aW Siamak Jafroudi, PhD Principal Engineer RCE 36641 No. 36641 Expo UV CAL oi/ I 1 d CJ LJ REDHAWK HOMEBUILDING July 30, 1997 Redhawk Development/TR 23064-2 J.N. 569-96 Page 21 REFERENCES 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. coa� ' 1/29/97 7 N 1168 10.7 116.8 2 91 1/29/97 8 N 1169 11.4 121.4 4 93 ' 1/29/97 9 N 1170 10.8 122.8 4 94 1/29/97 10 N 1184 12.1 115.3 1 90 1/29/97 11 N 1185 12.4 116.9 1 91 1/29/97 12 N 1186 12 118 1 91 1/30/97 13 N 1157 14.1 114.6 5 91 1/30/97 14 N 1158 12.2 1187 1 93 1 15 239 N 1176 11.9 J.N. 569-96 5 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 16 N 1177 12.4 117.8 1 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. 5 DATE NO. TYPE 18 N DEN. NO. COMP. ' 8 92 ' (FT) (%) (PCF) 1148 (%) 116.8 2 91 2/1/97 20 N 1149 12.8 1/28/97 1 N 1182 11.1 115.5 1 90 ' 1/28/97 2 N 1183 13.7 113.8 5 90 14.6 1/28/97 3 N 1189 13 114.8 .1 91 ' 1/28/97 4 N 1190 14 114.9 1 90 13.1 1/29/97 5 N 1151 12.8 118.6 2 92 12.6 1/29/97 6 N 1152 12.2 118.5 2 92 ' 1/29/97 7 N 1168 10.7 116.8 2 91 1/29/97 8 N 1169 11.4 121.4 4 93 ' 1/29/97 9 N 1170 10.8 122.8 4 94 1/29/97 10 N 1184 12.1 115.3 1 90 1/29/97 11 N 1185 12.4 116.9 1 91 1/29/97 12 N 1186 12 118 1 91 1/30/97 13 N 1157 14.1 114.6 5 91 1/30/97 14 N 1158 12.2 1187 1 93 P I o:u 1/30/97 15 239 N 1176 11.9 112.4 5 89 1/30/97 16 N 1177 12.4 117.8 1 92 1/30/97 17 240 N 1193 12 112.9 5 89 1/30/97 18 N 1194 11.8 115.8 8 92 ' 2/1/97 19 N 1148 11.9 116.8 2 91 2/1/97 20 N 1149 12.8 119.9 4 92 2/1/97 21 N 1175 10.8 111.2 9 90 2/1/97 22 N 1176 14.6 116.3 1 91 ' 2/1/97 23 N 1178 14.5 112.5 7 90 2/1/97 24 N 1193 13.1 112.2 7 90 ' 2/1/97 25 N 1194 12.6 118.3 1 92 P I o:u LJ' ' 2/4/97 34 N 1164 12.6 117.9 2 91 2/4/97 35 N 1165 13.6 114.9 1 90 ' 2/4/97 36 N 1154 15.5 113.6 5 90 2/4/97 37 N 1155 12.7 120.5 4 92 ' 2/4/97 38 N 1167 11.7 112 9 90 2/4/97 39 N '1168 11.1 113.6 5 90 ' LTD ABLE 1 40 N 1208 J.N. 569-96 114.1 REDHAWK HOMEBUILDING PARTNERSHIP 2/4/97 41 N 1209 11.1 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. 116.9 DATE NO. TYPE 2/4/97 43 DEN. NO. COMP. 119.2 4 91 ' (FT) (%) (PCF) 1202 (%) 116.9 2 91 2/5/97 45 N 1203 12.8 2/3/97 26 N 1148 14.6 117.6 2 91 ' 2/3/97 27 N 1149 12.6 115.5 1 90 13.6 2/3/97 28 N 1160 15.1 114.9 1 90 ' 2/3/97 29 N 1161 15 115.9 1 91 12.6 2/3/97 30 31 N 1154 11.3 110.3 1 86 ' 100.6 2 86 1154 12.3 115.1 1 90 2/3/97 31 N ' 2/3/97 32 N 1163 12.7 113.7 5 90 2/3/97 33 N 1164 13.7 114.7 1 90 ' 2/4/97 34 N 1164 12.6 117.9 2 91 2/4/97 35 N 1165 13.6 114.9 1 90 ' 2/4/97 36 N 1154 15.5 113.6 5 90 2/4/97 37 N 1155 12.7 120.5 4 92 ' 2/4/97 38 N 1167 11.7 112 9 90 2/4/97 39 N '1168 11.1 113.6 5 90 ' 2/4/97 40 N 1208 12.4 114.1 6 90 2/4/97 41 N 1209 11.1 114.8 1 90 2/4/97 42 N 1199 11.2 116.9 1 91 2/4/97 43 N 1201 11.4 119.2 4 91 ' 2/5/97 44 N 1202 12.3 116.9 2 91 2/5/97 45 N 1203 12.8 121.9 4 93 2/5/97 46 N 1220 14.1 120 4 92 2/5/97 47 N 1165 13.6 113.9 5 90 ' 2/5/97 48 N 1166 12.9 117.1 1 91 2/5/97 49 51 N 1180 12.6 99.8 2 85 ' 2/5/97 50 52 N 1181 13.7 100.6 2 86 I [1 1 ' 7��p;2 '?O4:�o 5:oe-� as 1 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 2/5/97 51 N 1180 10.3 118.1 2 92 ' 2/5/97 52 N 1181 10.7 116.8 2 91 2/6/97 53 N 1163 13.2 115.3 1 90 ' 2/6/97 54 N 1164 12.1 119.3 4 91 2/7/97 55 N 1166 12.8 120.2 4 92 I 1167 13.3 117.2 1 92 2/7/97 56 N 2/7/97 57 N 1168 11.8 119.1 4 91 2/7/97 58 N 1160 11.8 119.6 4 91 2/7/97 59 N 1161 13 119.8 4 91 ' 2/7/97 60 N 1162 13.2 116.8 1 91 2/7/97 61 N 1164 9.5 117.9 4 90 2/7/97 62 N 1165 14.2 116.3 2 90 ' 2/10/97 63 N 1169 13.3 116.7 1 91 2/10/97 64 N 1170 11.4 115.6 1 90 ' 2/10/97 65 N 1168 11.4 116.5 1 91 2/10/97 66 N 1164 15.3 114.7 1 90 2/10/97 67 N 1165 11.7 118.8 2 92 2/10/97 68 N 1158 11 116.9 1 91 2/10/97 69 N 1159 13.6 114.8 1 90 2/10/97 70 N 1207 13.5 119.7 4 91 2/10/97 71 N 1222 14.2 114.9 1 90 2/10/97 72 N 1223 10.6 114.6 1 90 ' 2/10/97 73 N 1184 10.6 116.5 2 90 2/10/97 74 N 1185 10.1 115.6 2 90 2/10/97 75 N 1208 13.9 19.6 2 93 3 ' 7��p;2 '?O4:�o 5:oe-� as tREDHAWK J.N. 569-96 HOMEBUILDING PARTNERSHIP LTD ABLE 1 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 2/10/97 76 77 N 1219 12.5 112 1 88 ' 2/10/97 77 N 1219 14 114.9 1 90 2/11/97 78 N 1213 10.6 123.2 92 ' 2/11/97 79 N 1214 10.9 114.8 6 90 2/11/97 80 N 1182 13.9 113 7 90 1183 11.8 112.5 7 90 2/11/97 81 N 2/11/97 82 N 1158 13.6 116 1 91 2/11/97 83 N 1159 16.3 111.5 9 90 2/11/97 84 N 1160 11.9 117.5 2 91 ' 2/11/97 85 N 1170 12.2 116.1 2 90 ' 2/11/97 86 N 1171 13.3 117.5 2 91 2/11/97 87 N 1156 13.9 114.3 6 90 ' 2/11/97 88 N 1157 12.7 116.1 2 90 2/12/97 89 N 1176 14.4 115.6 1 90 2/12/97 90 N 1177 14 117.8 4 90 2/12/97 91 N 1171 11.6 117.6 2 91 2/12/97 92 N 1172 12 118.1 2 92 2/12/97 93 N 1161 9.6 116.6 2 90 ' 2/12/97 94 N 1163 14.7 117 2 91 2/12/97 95 N 1176 10.8 114.2 5 91 2/12/97 96 N 1177 12.8 111.3 9 90 2/12/97 97 N 1168 10.6 116 1 91 2/12/97 98 N 1169 11.8 117 2 91 2/14/97 109 N 1164 9.8 122.3 91 ' 2/14/97 110 N 1165 10.4 116.2 2 90 4 a6 ' J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%). 2/14/97 111 N 1166 10.4 117.1 2 91 2/14/97 112 N 1176 11.7 116.3 2 90 2/14/97 113 N 1177 10.2 117.7 4 90 2/14/97 114 123 N 1180 6.3 109.4 9 88 2/14/97 115 124 N 1181 5.6 110.6 9 89 12.6 111.1 9 90 2/14/97 116 N 1176 2/14/97 117 125 N 1177 10.3 108.6 9 88 2/14/97 118 126 N 1178 14.8 109.1 9 88 ' 2/14/97 119 127 N 1168 12.7 109.8 9 88 2/14/97 120 N 1169 14 106.8 91 ' 2/14/97 121 129 N 1165 12.6 107.4 9 87 2/14/97 122 130 N 1166 10.2 104.4 9 89 ' 2/14/97 123 N 1180 10.4 115.1 1 90 2/14/97 124 N 1181 11.3 112.8 7 90 ' 2/14/97 125 N 1177 12.3 118 1 92 2/14/97 126 N 1178 15.8 111.3 9 90 2/14/97 126 N 1168 12.1 120.3 4 92 2/14/97 128 N 1169 11.5 118.8 4 91 y 2/14/97 129 N 1165 11.1 115.9 1 91 2/14/97 130 N 1166 9.3 115 1 90 2/19/97 138 N 1198 14.9 116.9 11 90 2/19/97 139 N 1200 14.1 114.2 90 ' 2/19/97 140 N 1173 14.2 117.1 11 90 2/19/97 141 N 1175 15.4 115.5 8 92 ' 2/19/97 142 N 1183 14.6 115.9 8 92 N 1 41 U REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY DATE NO. TYPE DEN. J.N. 569-96 MAX REL. NO. COMP. ' ' 2/20/97 151 N 1179 11.6 115.1 8 91 2/20/97 152 N 1184 14 113.4 9 91 ' 2/20/97 153 N 1183 13.3 115.5 8 92 2/20/97 154 N 1182 14.5 113.7 9 92 2/20/97 155 N 1183 13.6 116.4 8 92 2/20/97 156 N 1210 13.1 114.8 8 91 2/20/97 157 N (FT) (%) (PCP) 2 (%) 2/20/97 158 N 1177 12.6 117.4 11 90 2/19/97 143 N 1202 13.2 113.3 9 91 92 2/19/97 144 N 1204 14 113.3 9 91 90 2/19/97 145 N 1206 14.3 116.5 12 90 ' 2/19/97 146 N 1208 13.8 116.4 8 92 87 2/19/97 147 N 1190 12.3 112.7 9 91 91 2/20/97 164 1187 13.1 112.6 9 91 90 2/19/97 148 N N 1188 14.7 114.1 8 91 2/19/97 149 N 1185 13 116.2 2 90 92 2/20/97 167 N 1200 13.9 117.2 11 90 2/20/97 150 N 1178 13.1 116.5 8 92 ' 2/20/97 151 N 1179 11.6 115.1 8 91 2/20/97 152 N 1184 14 113.4 9 91 ' 2/20/97 153 N 1183 13.3 115.5 8 92 2/20/97 154 N 1182 14.5 113.7 9 92 2/20/97 155 N 1183 13.6 116.4 8 92 2/20/97 156 N 1210 13.1 114.8 8 91 1� L 6 4�8 2/20/97 157 N 1212 11.4 116.3 2 90 2/20/97 158 N 1177 12.6 117.4 11 90 ' 2/20/97 159 N 1178 13.1 115.6 8 92 2/20/97 160, N 1214 14.8 116.7 2 90 2/20/97 161 N 1216 13.5 115 8 91 2/20/97 162 163 N 1187 14 109.9 8 87 ' 2/20/97 163 N 1187 13.6 115 8 91 2/20/97 164 N 1187 14.3 116.9 11 90 ' 2/20/97 165 N 1188 14.7 114.1 8 91 2/20/97 166 N 1199 13.9 116.2 8 92 2/20/97 167 N 1200 13.9 117.2 11 90 1� L 6 4�8 IREDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 J.N. 569-96 !91 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 2/20/97 168 N 1181 14.6 116.2 2 90 ' 2/20/97 169 N 1182 14.3 114.3 8 91 2/20/97 170 N 1190 14.9 116.9 11 90 ' 2/20/97 171 N 1191 13.6 114.6 8 91 2/20/97 172 N 1185 14.1 116.7 2 90 1181 13.1 116.9 11 90 2/21/97 173 N 2/21/97 174 N 1183 14.3 113.9 8 90 ' 1185 14.6 116.3 8 92 2/21/97 175 N 2/21/97 176 N 1186 13 114.8 8 91 2/21/97 177 N 1224 14.3 115.9 10 91 ' 2/21/97 178 N 1223 15.4 111.3 9 90 2/21/97 179 N 1216 14 112.9 9 91 ' 2/21/97 180 N 1217 15.5 116 8 92 2/21/97 181 N 1219 15.1 114.2 8 91 2/21/97 182 N 1220 12.6 113.9 9 92 2/21/97 183 N 1214 14.4 115.2 8 91 2/21/97 184 N 1215 13.6 113.2 9 91 2/21/97 185 N 1193 14.1 117.2 11 90. 2/21/97 186 N 1194 13.3 119.8 11 92 2/21/97 187 N 1185 13.9 116.3 10 92 ' 2/21/97 188 N 1186 15.3 111.7 9 90 2/21/97 189 N 1185 13.3 119.2 11 92 ' 2/21/97 190 N 1186 12.8 117.3 11 90 2/21/97 191 N 1222 13.1 118.7 11 91 ' 2/21/97 192 N 1223 12.6 116.2 8 92 7 !91 L' 30 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) 2/21/97 193 N 1219 13.9 118.6 11 91 ' 2/21/97 194 N 1220 14.3 113.5 8 90 2/24/97 195 N 1184 13.1 123.3 11 95 ' 2/24/97 196 N 1185 it 118.6 I1 91 2/24/97 197 N 1186 10.5 120.8 I1 93 2/24/97 198 N 1187 12.4 122.5 4 93 2/24/97 199 N 1187 12.6 116.3 2 90 ' 1188 13.9 117.8 I1 91 2/24/97 200 N 2/24/97 201 N 1196 10.9 116.1 8 92 ' 118.9 11 91 2/24/97 202 N 1197 11.8 2/24/97 203 N 1225 12.5 119.6 11 92 ' 2/24/97 204 N 1226 12.8 120.5 4 92 2/25/97 205 N 1219 13.1 117.2 11 90 2/25/97 206 N 1220 13.9 114.7 8 91 ' 2/25/97 207 N 1194 13.9 120.5 11 93 2/25/97 208 N 1195 12.6 120.2 11 92 ' 2/25/97 209 N 1192 13.3 115.8 8 92 2/25/97 210 N 1193 14.6 113.2 8 90 ' 2/25/97 211 N 1216 12.9 117.1 8 93 2/25/97 212 N 1218 10.5 116 8 92 ' 2/25/97 213 N 1220 12.8 116.6 11 90 2/25/97 214 N 1194 13.5 118.2 11 91 ' 2/25/97 215 - N 1195 12.4 117.7 11 91 2/25/97 216 N 1222 13.9 118.5 11 91 ' 2/25/97 217 N 1224 14.6 116.1 10 91 8 30 .3/ LTD ABLE 1 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FI) (%) (PCF) (%) 2/25/97 218 N 1226 15 112.7 9 90 ' 2/26/97 219 N 1186 11.8 115.6 8 92 2/26/97 220 N 1187 12.9 117.1 8 93 2/26/97 221 N 1188 15 118.9 11 91 2/26/97 222 N 1189 13.4 118.3 11 91 1188 12.1 116.1 8 92 2/26/97 223 N ' 2/26/97 224 N 1189 13.1 117.6 2 91 91 2/26/97 225 N 1188 16.1 114.1 8 2/26/97 226 N 1189 15.1 115.8 8 92 2/26/97 227 N 1197 14.1 113.8 8 90 2/26/97 228 N 1198 17.3 115.2 6 91 2/28/97 229 N 1189 12.1 116.1 8 2 2/28/97 230 N 1190 12.9 118.6 11 91 2/28/97 231 N 1190 10.6 119.6 11 92 ' 2/28/97 232 N 1191 11.1 120.8 4 92 2/28/97 233 N 1190 12.5 120 4 92 2/28/97 234 N 1191 12.6 118.9 11 91 2/28/97 235 N 1190 10.1 117.8 8 93 ' 3/4/97 236 N 1195.5 10.5 121.3 4 93 3/4/97 237 N 1192.9 11.1 119.3 1 92 3/4/97 238 N 1189.6 12.6 119.9 11 92 3/4/97 239 N 1186 11.6 117.3 11 90 ' 3/4/97 240 N 1191, 10 118 11 91 3/4/97 241 N 1189 11.1 115.9 8 92 ' 3/4/97 242 N 1190 15.6 114.6 8 91 9 .3/ REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 J.N. 569-96 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 3/4/97 243 N 1190 12.8 119.4 11 92 i3/4/97 244 N 1191 13.9 115.1 10 91 3/4/97 245 N 1191 13.2 118 10 93 3/5/97 246 N 1191 11.9 117 2 91 3/5/97 247 N 1186 13.1 117.2 2 91 N 1182 12.8 119.7 11 92 3/5/97 248 3/5/97 249 N 1190 14 116.3 10 92 ' 1191 10.2 120.7 4 92 3/5/97 250 N 3/5/97 251 N 1192 12.9 118.9 11 91 3/5/97 252 N 1198 11.4 117.3 10 92 ' 3/6/97 253 N 1182 12.8 117.4 11 90 3/6/97 254 N 1184 13.3 118.4 11 91 ' 3/6/97 255 N 1193 10.6 118.4 11 91 3/6/97 256 N 1194 9.6 120.6 11 93 ' 3/6/97 257 N 1186 10.8 119.8 11 92 3/6/97 258 N 1187 13 121 11 93 ' 3/10/97 259 N 1192 13.1 118 11 91 3/10/97 260 N 1192 14.1 118.2 11 91 3/10/97 261 N 1193 12.3 115.9 8 92 3/10/97 262 N 1196 13.4 117.8 11 91 3/11/97 263 N 1158 12.5 117.5 3 93 3/11/97 264 N 1164 10 118.8 4 91 ' 3/11/97 265 N 1159 13.8 117.8 10 93 3/11/97 266 N 1193 12.6 117.4 10 92 ' 3/11/97 267 N 1193 12.9 119.6 4 91 /0 1 p 11 33 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 3/11/97 268 N 1202 10.5 119.5 4 91 ' 3/12/97 269 N 1169 13.4 118.1 11 91 3/12/97 270 N 1168 11.4 116.9 10 92 3/12/97 271 N 1210 10.5 119.7 13 91 3/12/97 272 N 1215 11.7 120.2 13 92 ' 1213 12.8 15.9 10 91 3/12/97 273 N 3/12/97 274 N 1215 13.1 118.1 11 91 ' 3/12/97 275 N 1210 10.4 117.2 11 90 3/12/97 276 N 1171 11.6 118 11 91 ' 3/12/97 277 N 1170 13.7 118.6 11 91 ' 3/12/97 278 N 1193 11.7 117.5 12 91 3/12/97 279 N 1188 13.4 117.8 11 91 r ' 3/13/97 280 N 1212 12.8 115.9 8 92 3/13/97 281 N 1214 13.9 117.3 10 92 3/13/97 282 N 1215 12.1 117.9 11 91 3/14/97 283 N 1173 14.4 113.9 9 92 ' 3/14/97 284 N 1174 12.8 114.7 8 91 3/14/97 285 N 1175 12.1 119.2 11 92 3/14/97 286 N 1215 12.6 116.1 8 92 3/14/97 287 N 1217 10.6 119 11 92 ' 3/14/97 288 N 1217 10.9 115.7 8 92 3/14/97 289 N 1185 13.1 117.2 11 90 t3/14/97 290 N 1193 11.8 119.5 11 92 3/14/97 291 N 1179 10.4 119.1 it 92 3/18/97 292 294 N 1175 10.8 110.7 10 87 p 11 33 1 1 1 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 3/18/97 293 N 1177 12.3 115 10 91 3/18/97 294 N 1175 13.4 118.2 10 93 3/18/97 295 N 1177 12.3 116.4 10 92 ' 3/18/97 296 N 1203 13.5 116.7 10 92 3/18/97 297 N 1205 10.8 117.1 11 90 ' 1206 11.7 119.6 4 91 3/18/97 298 N 3/19/97 299 N 1177 12.6 112.3 9 91 1178 10.6 119.1 4 91 3/19/97 300 N 3/19/97 301 N 1179 13.1 114.2 9 92 ' 3/19/97 302 N 1179 12.1 119.2 4 91 ' 3/19/97 303 N 1187 11.1 117.6 12 91 3/19/97 304 305 N 1196 11.8 110.2 10 87 ' 3/19/97 305 N 1196 10.3 117.1 10 92 3/20/97 306 N 1172 12.8 115.4 10 91 ' 3/20/97 307 N 1175 14.2 117.9 11 91 3/20/97 308 N 1168 10.9 116.5 10 92 ' 3/20/97 309 N 1181 11.2 118.4 11 91 3/20/97 310 N 1183 10.3 118.4 13 90 3/20/97 311 N 1186 11.8 120 13 92 3/20/97 312 N 1198 13.7 114.6 8 91 t3/20/97 313 N 1200 12.8 119.8 11 92 3/21/97 314 N 1175 13.2 115.6 10 91 3/21/97 315 N 1176 12.5 117.1 10 92 3/21/97 316 N 1178 11.7 116.2 10 91 ' 3/21/97 317 N 1180 12.8 118.1 11 91 /2 3L ' J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 3/21/97 318 N 1176 12.4 116.3 10 92 ' 3/24/97 319 N 1182 11.7 117 2 91 3/24/97 320 N 1179 12.6 118.3 11 91 ' 3/24/97 321 N 1178 11.1 116.3 10 92 3/24/97 322 N 1178 12.1 117.8 11 91 ' 1181 12.4 117 12 91 3/24/97 323 N 3/24/97 324 N 1180 10.6 115.6 8 92 ' 3/25/97 325 N 1201 10.9 118 11 91 ' 3/25/97 326 N 1186 12.8 118.2 11 91 3/25/97 327 N 1181 12 118.3 11 91 ' 3/25/97 328 N 1180 10.3 117.5 10 93 3/25/97 329 N 1179 11.7 119 4 91 ' 3/25/97 330 N 1181 13.4 114.8 8 91 3/26/97 331 N 1187 12.1 115.4 8 92 ' 3/26/97 332 N 1195 13.7 115.6 8 92 3/26/97 333 N 1195 12.1 119 4 91 ' 3/26/97 334 N 1195 10.3 119.5 4 91 3/26/97 335 N 1182 12.4 116.3 10 92 3/26/97 336 N 1187 10.9 116.1 10 91 3/26/97 337 N 1186 11.6 119 4 91 ' 3/26/97 338 N 1183 10.1 117.4 1 92 3/26/97 339 N 1184 11.9 117.3 6 92 ' 3/27/97 340 N 1188 10.4 119.4 13 91 3/27/97 341 N 1188 13.4 114.3 8 91 ' 3/27/97 342 N 1188 11.6 117.1 10 92 /3 ' 3S 14 .d(o 1 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 3/27/97 343 N 1190 13.6 117.6 11 90 ' 3/27/97 344 N 1187 10.8 116.8 10 92 3/27/97 345 N 1189 11.3 117.4 10 92 ' 3/27/97 346 N 1190 11.1 119.4 ll 92 3/27/97 347 N 1195 13.1 115.5 8 92 ' 1194 11.4 118.2 11 91 3/27/97 348 N 3/27/97 349 N 1180 12.1 119.4 11 92 ' 93 3/27/97 350 N 1193 11.8 117.6 10 ' 3/27/97 351 N 1190 13 117 10 92 3/28/97 352 N 1194 12.6 116 8 92 ' 3/28/97 353 N 1197 11 120.4 11 93 3/28/97 354 N 1201 13.3 116.3 8 92 ' 3/28/97 355 N 1200 10.4 117.2 8 93 3/28/97 356 N 1202 12.1 119.2 11 92 ' 3/28/97 357 N 1189 11.3 117 10 92 3/28/97 358 N 1203 12.5 117.6 12 91 ' 3/28/97 359 N 1207 10.2 120.8 13 92 3/28/97 360 N 1209 12.8 113.9 8 90 t3/28/97 361 N 1211 11.1 117.6 12 91 3/31/97 362 N 1220 12.6 117 10 92 3/31/97 363 N 1192 11.9 119.5 13 91 3/31/97 364 N 1193 10.4 117.1 1 91 ' 3/31/97 365 N 1190 12.1 116.8 10 92 3/31/97 366 N 1191 11.6 118 12 91 ' 4/1/97 367 N 1193 10.2 117.4 1 92 14 .d(o I ABLE 1 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 4/1/97 368 N 1197 11.3 118.2 11 91 ' 4/1/97 369 N 1199 10.6 116.7 1-0 92 4/1/97 370 N 1201 11.9 117 10 92 4/1/97 371 N 1203 12.6 117.9 11 91 4/1/97 372 N 1192 11.2 119.9 4 92 1193 10.9 119.2 4 91 4/1/97 373 N 4/1/97 374 N 1195 11.3 117.2 10 92 ' 1205 11.6 118.5 11 91 4/2/97 375 N 4/2/97 376 N 1207 11 117.7 10 92 ' 4/2/97 377 N 1209 12.1 118.3 12 92 ' 4/2/97 378 N 1197 10.8 116.5 8 92 4/2/97 379 N 1196 11.2 115.7 5 92 4/2/97 380 N 1198 11.6 116.3 5 92 4/3/97 381 N 1211 12.3 117.3 10 92 4/3/97 382 N 1213 11.9 116.4 10 92 ' 4/3/97 383 N 1215 10.3 117.1 8 93 ' 4/3/97 384 N 1198 11.1 118 11 91 4/3/97 385 N 1198 11.8 118.2 11 91 4/3/97 386 N 1197 11 115.9 8 92 4/3/97 387 N 1200 10.3 117.5 11 90 ' 4/7/97 388 N 1199 11.9 116.4 8 92 4/7/97 389 N 1200 11.7 117.8 12 91 4/7/97 390 N 1217 10.2 117.2 10 92 4/7/97 391 N 1218 12.2 117.2 10 92 ' 4/7/97 392 N 1218 10.6 116.1 8 92 15 ' REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY DATE NO. TYPE DEN. J.N. 569-96 MAX REL. NO. COMP. ' (FT) (%) (PCF) (%) 4/7/97 393 N 1220 11.9 115.5 8 92 ' 4/7/97 394 N 1200 9.9 118.9 11 91 4/7/97 395 N 1201 11.4 118.4 12 92 ' 4/4/97 396 N 1202 10.9 116.6 10 92 4/7/97 397 N 1200 10.8 115.9 12 90 ' 1201 11.8 117.3 10 92 4/7/97 398 N 4/7/97 - 399 N 1203 11.1 116.3 8 92 ' 4/7/97 400 401 N 1203 11.7 110.3 8 88 ' 4/7/97 401 N 1203 11.4 1169 8 93 4/7/97 402 N 1204 10.5 119.2 13 91 ' 4/7/97 403 N 1204 13.2 117 12 91 4/7/97 404 N 1205 13.8 117.3 11 90 ' 4/7/97 405 N 1222 11 116.5 7 93 4/7/97 406 N 1223 11.4 118.1 13 90 ' 4/7/97 407 N 1222 11.6 116.1 8 92 4/8/97 408 N 1224 10.4 116.5 10 92 ' 4/8/97 409 N 1224 11.1 117.6 11 90 4/9/97 410 N 1223 10.5 119.4 4 91 ' 4/9/97 411 N 1225 11.9 114.7 8 91 4/9/97 412 N 1204 13.3 116.5 10 92 4/9/97 413 N 1203 11.6 115.8 1 90 4/9/97 414 N 1204 12.8 115.9 8 92 ' 4/9/97 415 N 1214 13.4 117.4 12 91 4/9/97 416 N 1215 12.1 114.8 8 91 ' 4/9/97 417 N 1200 11.2 116.5 10 92 16 I 1 /7 .19 J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) . 4/9197 418 N 1184 11.6 116.7 1 91 ' 4/9/97 419 N 1223 12.1 114.8 8 91 4/9197 420 N 1223 11.1 117.2 1 92 ' 1225 10.2 116.5 12 90 4/9/97 421 N 4/9/97 422 N 1225 12.1 117.4 12 91 ' 91 4/9/97 423 N 1226 13 114.8 8 4/10/97 424 N 1227 11.6 116.7 8 93 ' 4/10/97 425 N 1227 12.1 117.1 12 91 ' 4/10/97 426 N 1225 11.2 116.2 8 92 4/10/97 427 N 1217 12.3 117.5 8 93 1 4/10/97 428 N 1220 11.5 115.3 8 92 4/10/97 429 N 1214 10.4 116.5 8 92 ' 4/10/97 430 N 1216 12.6 117 8 93 4/10/97 431 N 1216 11.8 115.4 8 92 ' 4/10/97 432 N 1218 12.3 116.7 8 93 4/14/97 433 N 1190 11.4 116.2 8 92 ' 4/14/97 434 N 1192 12.9 115.8 10 91 4/14/97 435 N 1195 10.3 117.1 10 92 ' 4/14/97 436 438 N 1227 10.2 110.3 8 88 4/14/97 437 N 1227 11.8 117.3 12 91 ' 4/14/97 438 N 1227 13.3 116.2 8 92 4/14/97 439 N ( 1197 12.1 116.7 10 92 ' 4/17/97 440 N 1199 13.5 116.5 10 92 4/17/97 441 N 1200 10.9 116.6 10 92 ' 4/17/97 442 N 1200 11 117.4 8 93 1 /7 .19 ' J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 4/17/97 443 N 1227 11.1 115.8 8 92 ' 4/17/97 444 N 1227 10.9 118.6 4 91 4/17/97 445 N 1225 10.5 116.5 10 92 ' 1229 11.9 117.3 12 91 4/17/97 446 N 4/17/97 447 N 1218 11.4 115.2 9 93 ' 4/17/97 448 N 1220 14.1 115.6 8 92 ' 4/17/97 449 N 1227 11.6 115.9 8 92 4/17/97 450 N 1221 12.6 116.8 12 91 4/17/97 451 N 1225 10.5 116.5 92 4/17/97 452 N 1229 11.9 117.3 91 4/17/97 453 N 1218 11.4 115.2 93 4/17/97 454 N 1220 14.1 115.6 92 ' 4/17/97 455 N 1229 11.6 115.9 92 4/17/97 456 N 1221 12.6 116.8 91 ' 4/18/97 457 N 1206 10 117.5 12 91 4/18/97 458 N 1204 13 116.5 8 92 ' 4/18/97 459 N 1206 11.9 114.7 9 93 4/18/97 460 N 1208 11.6 115.8 8 92 ' 4/18/97 461 N 1202 11.6 116.8 8 93 4/18/97 462 N 1203 10.7 119 11 92 4/18/97 463 N 1228 13.5 115.1 8 91 4/18/97 464 N 1228 13.8 117.5 12 91 ' 4/18/97 465 N 1202 11.4 116.9 8 93 4/18/97 466 N 1202 12.4 115.1 9 93 ' 1205 12.2 117.4 11 90 4/18/97 467 N 18 I REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE I ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY DATE NO. TYPE DEN. J.N. 569-96 MAX REL. NO. COMP. ' (FT) (%) (PCF) (%) 4/18/97 468 N 1230 11 116 9 94 4/18/97 469 N 1230 12.2 117.1 11 90 4/18/97 470 N 1204 11 117.8 7 92 ' 471 N 1199 11.6 118 11 91 4/21/97 4/21/97 472 N 1197 11.8 117.1 8 93 1232 10.2 116.8 8 93 4/21/97 473 N ' 4/21/97 474 N 1232 13.8 117.7 10 93 5/2/97 475 N 1209 11.5 115.7 8 92 ' 5/2/97 476 N 1208 10.7 119.5 11 92 5/2/97 477 N 1208 12.3 120.7 11 93 ' 5/2/97 478 N 1207 11 116.5 10 92 5/2/97 479 N 1206 10.3 119.9 11 92 5/2/97 480 N 1205 11.9 116.3 8 92 5/2/97 481 1197 12.5 120.5 11 93 5/2/97 482 N 1192 11.8 119 11 92 5/5/97 483 N 1229 10.4 118 11 91 ' 5/5/97 484 N 1231 11.4 115.6 8 92 5/7/97 485 N 1194 11.8 117.8 11 91 5/7/97 486 N 1194 10.3 116.4 8 92 5/7/97 487 N 1195 12.6 116 8 92 5/7/97 488 N 1183 11 115.1 9 93 5/7/97 489 N 1182 11.4 118 11 91 ' 5/7/97 490 N 1194 11.9 115.5 8 92 5/7/97 491 N 1196 11.6 118.3 11 91 ' 5/7/97 492 N 1209 12.6 115.6 8 92 19 40 I , REDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 ' TEST TEST RETEST TEST NORTHING EASTING DATE NO. TYPE 11 ELEV MOIST J.N. 569-96 DRY MAX REL. DEN. NO. COMP. 20 0 ytt (FT) (%) (PCF) (%) 5/13/97 493 N 1209 11.1 116.4 8 92 ' 5/13/97 494 N 1209 13.5 116 9 94 5/13/97 495 N 1209 12.5 114 9 92 496 N 1208 11 117.5 10 93 5/13/97 5/13/97 497 N 1207 12.8 114.2 9 92 1207 13.3 116.2 8 92 5/14/97 498 N ' 5/14/97 499 N 1206 11.3 114.9 9 93 5/14/97 500 N 1182 11.9 115.7 8 92 5/14/97 501 N 1183 10.2 116.7 8 93 ' 6/9/97 502 N 1198 11.1 117.9 12 91 ' 6/9/97 503 N _ 1206 13.2 113.6 9 92 6/9/97 504 N 1208 14.3 115.1 8 91 ' 6/9/97 505 N 1213 10.6 116.1 8 92 6/9/97 506 N 1215 11.7 116.6 8 93 ' 6/9/97 507 N 1217 13.5 117.4 9 95 6/9/97 508 N 1219 12.1 115.3 8 91 ' 6/9/97 509 N 1223 11.4 117.1 8 93 6/9/97 510 N 1223 13.3 114.4 8 91 6/17/97 511 N 1229 12.3 115 8 91 6/17/97 512 N 1230 10.6 117.8 8 94 6/17/97 513 N 1232 11.3 115.4 8 92 6/17/97 514 N 1234 13.8 115.7 8 92 ' 6/17/97 515 N 1236 11.1 115.6 100 91 6/17/97 516 N 1234 11.9 116.5 8 92 ' 6/17/97 517 N 1236 12.6 114.9 8 91 20 0 ytt tREDHAWK HOMEBUILDING PARTNERSHIP LTD ABLE 1 ' TEST TEST RETEST TEST NORTHING EASTING ELEV MOIST. DRY DATE NO. TYPE DEN. J.N. 569-96 MAX REL. NO. COMP. ' (FT) (%) (PCF) (%) 6/17/97 518 N 1237 11.7 117.4 8 93 N 1239 13.5 116.3 8 92 6/17/97 519 6/19/97 520 N 1238 11.9 115.5 8 92 116.5 8 92 6/19/97 521 N 1236 11.3 ' 6/19/97 522 N 1235 12.2 116.6 8 93 6/19/97 523 N 1238 10.3 116.9 8 93 6/19/97 524 N 1236 14.1 115.5 9 93 1' 6/19/97 525 N 1235 12.8 115.4 8 92 ' 6/19/97 526 N 1226 10.9 115.8 8 92 6/19/97 527 N 1228 10.4 113.5 9 92 ' 6/20/97 528 N 1230 12.1 116.2 8 92 6/20/97 529 N 1231 10.2 128.6 10 92 6/20/97 530 N 1230 11.9 131.8 11 91 6/20/97 531 N 1231 10.9 130.7 2 91 ' 6/20/97 532 N 1231 11.9 129.4 8 92 6/24/97 533 N 1240 12.5 129.6 8 91 ' 6/24/97 534 N 1239 11.1 128.8 8 92 6/24/97 535 N 1238 13.6 132.1 10 92 6/24/97 536 N 1237 13.1 130.6 8 92 6/24/97 537 N 1237 12.1 128.3 9 92 ' 6/24/97 538 N 1236 10.4 129.2 8 93 D- Drive Tube ' N- Nuclear S- Sand Cone 21 W3