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Home My WebLink AboutLot 6-7, & 13 Geotechincal Reports Rough Grading 10/24/97L rl PETRA COSTA MESA • SAN DIEGO • TEMECULA • LOS ANGELES 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, Lots 6, 7, 13 through 48, 53 through 66 and 68 through 84, Tract 23064-2, Redhawk Development, County of Riverside, California Submitted herewith is a summary of the inspection and testing services provided by Petra Geotechnical, Inc. (Petra) during grading operations within the subject tract. Conclusions and recommendations relative to the suitability of the grading for the proposed development are presented. REGULAT0BY-C-0A2LI2A.N_CE All fills, cuts, over excavations, removals and processing of original ground under the purview of this report have been completed under the observation of, and with selective testing, by Petra and are found to be in substantial conformance with the grading code of the County of Riverside, California. The completed work has been reviewed and is considered adequate for the construction now planned. On the basis of our findings, the following recommendations were prepared in conformance with generally accepted professional engineering practices and no further warranty is implied or made. ' PETRA GEOTECHNICAL INC. 27620 Commerce Center Dr. Ste. 103 Temecula, CA 92590 ' Tel: (909) 699-6193 Fax (909) 699-6197 Petrate@ibm.net 0 I 1 1 1 1 1 1 1 1 1 11 1 1 1 1 [_l 1 1 REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 2 PERP_QISE_4EGRADING • The purpose of grading was to develop 69 level -graded pad areas, park site and school site within Tract 23064-2. This included adjacent slopes and access streets for future construction of single-family homes. • Grading of Tract 23064-2 began on January 28, 1997, and was completed on June 24, 1997. Grades conform to, and work was completed to the guidelines of the enclosed rough grading plans. ENGINEERM[G-GEOLOGY General Geologic conditions exposed during the process of grading were frequently observed and mapped by our geologic staff. Geologic -Units Geologic conditions observed onsite were 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 with occasional clayey beds. Bedding orientation throughout the site is generally horizontal, with moderate dips to the northeast and southeast. An anticlinal feature was mapped on the northeastern portion of Camino San Dimas. No trace of faulting or fault -related features were noted during geologic observation. CuLSlopes All cut slopes are considered grossly and surficially stable and will remain so under normal conditions and maintenance. 3 I 1 1 I 1 1 REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 3 Preparation -of Existing_Ground • All weeds, grasses and similar organic matter were stripped and removed from the site prior to grading. • All loose, excessively wet and compressible topsoil, slopewash and colluvial materials were removed to competent bedrock prior to placing fill. Depths varied from 3 to 15 feet. • Areas to receive fill were scarified and bladed to a depth of 6 to 8 inches, watered and mixed, as required, to achieve optimum moisture conditions and were compacted to a minimum relative compaction of 90 percent. FilLPlacement • Fill consisted of blended onsite materials having the below -mentioned soil classifications. Fill materials were placed in lifts restricted to 6 inches in thickness, watered, as required, to achieve optimum moisture conditions and were compacted to a minimum relative compaction of 90 percent. • Maximum depth of fill is approximately 50 feet. • Fill placed against temporary backcuts and on natural slope surfaces having a gradient steeper than 5:1 (horizontal to vertical [h:v]) was keyed and benched into competent bedrock or compacted fill materials. To achieve adequate compaction to the finish surfaces, all fill slopes were overfilled and back -rolled during construction at vertical intervals not exceeding approximately 4 to 5 feet and then trimmed back to competent inner cores. Ganyon_3ubdrains Following cleanouts to competent bedrock or approved foundation materials, canyon subdrains were installed along the axes of all major canyons and tributary areas where 1 it a REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 4 the depth of structural fill exceeded approximately 15 feet. Canyon subdrains are designed to mitigate the potential build-up of hydrostatic pressures below compacted fills due to infiltration of surface waters. Field -Testing • Field density tests were performed using nuclear gauge method (ASTM D2922-91), drive tube method and sand cone method (ASTM D1556). Test results are shown on Table II (attached). The approximate locations of the field density tests are shown on the accompanying geotechnical map. • 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 intervals of approximately 1 to 2 vertical feet or approximately every 1,000 cubic yards of fill. • Field density tests were taken at sufficient intervals to determine that adequate compaction was being achieved. Where tests indicated inadequate compaction, the areas were reworked and retested. • Visual classification of earth materials in the field was the basis for determining which maximum density value to employ for a given density test. Frequent one - point checks were performed to supplement visual classifications. LaboratoryTesting The laboratory maximum dry density and optimum moisture content for each major soil type were determined in accordance with ASTM Test Method D1557-91. Table I presents the pertinent test values. TABLE I Sample Optimum Maximum Dry No a r Soil Type Moisture ' �!Dens►ty 1 Brown, Silty CLAY 8.0 128.0 I 1 I 1 1 1 I 1 REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 5 ,Sample No iY . STi^eY'te �. Soil Type t F 5 Opt<mum Moisture �c O Maximum Dry, Dens►ty£x 2 Brown, Silty SAND 9.0 129.0 3 Tan to light brown Silty SAND 9.5 126.5 4 Reddish brown Silty SAND 8.5 131.0 5 Dark brown to black Silty CLAY 10.5 126.0 6 Reddish brown to brown Silty SAND 10.5 127.0 7 Brown Silty SAND 11.0 125.0 8 Tan, fine to coarse SAND 10.0 126.0 9 Light tan, grey, fine to medium SAND 10.0 124.0 10 Tan, fine to Sandy SILT mix 10.0 127.0 11 Tan, fine to coarse SILT, trace of Grave 10.0 130.0 12 Reddish brown SAND to light SAND 8.0 129.0 13 Red brown SAND 7.5 131.0 14 (CC) Silty SAND 10.0 132.0 15 (C) SAND with Silt 10.5 126.0 16 (FF) Silty SAND 9.0 130.0 17 (00) SAND with Silt 10.0 128.0 18 (P) Silty SAND 8.0 134.0 19(S) SAND 12.0 117.0 20 (B) Silty SAND with Clay 15.0 117.0 21 (U) Silty SAND 9.0 132.0 u REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 6 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. 18-1. Test results are presented on Table III. TABLE III SamPWLocation �LotNo P Re resentat►ve Lots y ( P P Poten's�on 8 6-7 9 Very Low 11 13 9 Very Low 15 14- 17 8 Very Low 18 18-21 10 Very Low 22 22-26 4 Very Low 27 27-32 5 Very Low 33 33 -37 7 Very Low 38 38-42 2 Very Low 43 43-48 7 Very Low 52 53 5 Very Low 54 54-57 8 Very Low 58 58, 59 17 Very Low 61 60,61 6 Very Low 62 62-64 3 Very Low 66 65,66 2 Very Low 68 68,69 7 Very Low 70 70,71 0 Very Low 72 72-74 7 Very Low 75 75 6 Very Low REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 7 Sample`Locatwn Renresentat►ve Lots Expsns�on Expansion 18 0.0024 ,-d-, =.::;Index wP;otenUal, �.,.. F 76 76,77 3 Very Low 78 78-80 6 Very Low 83 83 5 Very Low 84 81, 82, 84 4 Very Low • Soluble sulfate contents were also determined for typical samples of soil existing at grade. Table IV, below, presents the results. TABLE IV Location/Lot No 3 Sulfaate Content E x 1 5 t. ...�:b 15 0.0063 18 0.0024 22-26 0.0075 27-32 0.0024 33 -37 0.0120 38-42 0.0015 43-48 0.0027 53 0.0024 54-60 0.0048 61 -69 0.0066 68 0.0021 72 0.0051 75 0.0024 AM&F/ 0 REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 8 Lot -Summary A summary of the cut -fill transition lots onsite with the maximum depth of fill is provided in Table V, below. TABLE V a Lot Noir t Cut/F►IUTransition i ` Location/Lot No T Sulfate Content 7 T 22 13 ji 10 14 F 15 78 F 0.0048 16 Lot -Summary A summary of the cut -fill transition lots onsite with the maximum depth of fill is provided in Table V, below. TABLE V a Lot Noir t Cut/F►IUTransition Maximum Depth �.€ , of 6 T 28 7 T 22 13 F 10 14 F 15 15 F 17 16 F 17 17 T 10 18 T 9 19 T 10 20 F 10 21 T 10 22 C 0 23 C 0 24 C 0 Ri I F 1 1 [1 11 E 1 1 REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 9 - o RCut/FilllTrans�hon °jl � MaxiII►um Depth a of Filt ,1 25 T 9 26 T 8 27 C 3 28 C 3 29 C 3 30 C 3 31 F 25 32 F 30 33 F 31 34 F 27 . 35 T 26 36 T 23 37 T 28 38 T 23 39 T 19 40 T 14 41 C 0 42 C 0 43 C 0 44 C 0 45 C 0 46 C 0 47 C 0 w /10 I [1 I 11 I 11 1 LJ' 1 REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 10 _ fry m . t . } [ 1 " ' 1....r 3.. .i.e vnn. y •ii - aximum De th > 11 vr.x v`v . l�1 48 C 0 53 T 3 54 T 3 55 T 3 56 T 25 57 T 21 58 F 43 59 F 47 60 F 41 61 F 21 . 62 F 10 63 F 9 64 F 9 65 C 0 66 C 3 68 F 32 69 T 32 70 T 33 71 T 36 72 F 33 73 F 38 74 F 50 75 T 50 I 1 1 I 1 I I REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 11 " t th `. Maximumx ep "Cut/FilUTransit►on� tiF= Lot No 1 : of Fill $ rz° a f ,r F S x aF z y r t o �� 3; (:, i. N 4 L z 1 � 1—�..�c-re • ( �'3. Chr+n._K aMs..k ii ..1 .....m.. It .a F.'n1 k'K�.,[ MMM 76 T 48 77 T 35 78 T 22 79 T 37 80 T 0 81 T 10 82 C 0 83 C 0 84 T 5 I • ► 1 • • ► ' a : • ► X7.9 Hearin Values An allowable value of 1,500 pounds per square foot, including both dead and live loads, may be utilized for the design of 24 -inch -square pad footings and 12 -inch -wide continuous footings founded at a minimum depth of 12 inches into compacted fill or approved natural ground. This value may be increased by 20 percent for each additional foot 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 bearing pressures, total settlements are expected to be less than 0.5 inch, and differential settlements less than 0.25 inch over a span of approximately 30 I I I LI I I I 1 1 REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 12 feet. The majority of this settlement should occur during building construction as 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 10 feet from the top of any adjacent descending slope. Where retaining wall footings are to be constructed on or within 10 feet from the top of a descending slope, a passive earth pressure of 1,500 pounds per square foot should be used to determine the lateral building 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. Expansive -Soil -Considerations Soils underlying the subject lots exhibit a very low expansion potential as classified in accordance with UBC Table 18-I-13. Standard footing depths of 12 inches for a one- story and 18 inches for a two-story structure may be utilized. However, additional slab thickness, footing sizes and reinforcement should be provided, as required, by the project architect or structural engineer. Cut lots with clayey bedding exposed on the surface of the pad should utilize design parameters for highly expansive soils. • Very -Low -Expansion (LoiZios.-6, 7,13_11u(iughA3,53_ hrough 66 and 68 thro h 8A)-- The results of our laboratory tests indicate that the onsite soils and bedrock materials exhibit a very low 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. 13 iJ ' REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 13 ' 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 12 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 a 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. 1 I 1 I E1 1 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. 6 by No. 6 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. 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 3/8 - inch -minimum felt expansion joint materials and quartered with weakened plane joints. A 12 -inch -wide grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade beam should be reinforced with two No. 4 bars, one top and one bottom. W* /y I 1 I I I I 1 I I I I REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 14 - 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. • High_Expansion-(Lots-4-4-andA8) -- Cut lots with clay seams exposed on the surface should utilize the foundation recommendations for highly expansive soils. Construction performed in accordance with these recommendations has been found to minimize, but not positively prevent, post construction movement cracking and other effects of expansive earth materials. The project structural engineer should design the floor slabs and foundations in accordance with Section 1815 of the 1994 UBC. Based on this design, thicker floor slabs, larger footing sizes and/or additional reinforcement may be required by the project structural engineer and should govern the design if more restrictive than the minimum recommendations provided below. 1. Exterior building footings may be founded at the minimum depths indicated in the UBC Table 18 -I -D (i.e., 24 -inch -minimum depth for one- construction and two-story construction). All interior continuous footings for both one - and two-story construction may be founded at a minimum depth of 18 inches below the lowest adjacent final grade. All continuous footings should be reinforced with a minimum of two No. 5 bars, one top and one bottom. Depth of footings should be measured from the lowest adjacent finish grade. 2. Exterior isolated pad footings intended for support of roof overhangs, such as patio covers and similar construction, should be a minimum of 24 inches square and founded at a minimum depth of 24 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 5 bars spaced a maximum of 18 inches on centers, both ways, near the bottoms of the footings. - Building-Eloor-Slabs 1. A minimum slab thickness of 4 inches and reinforcement consisting of No. 3 bars spaced a maximum of 18 inches on centers, both ways, is recommended for living -area concrete floor slabs. All slab reinforcement should be supported on concrete chairs or brick to ensure the desired placement near the middle of the slabs. ' REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 15 ' 2. Minimum footing width for one- and two-story and isolated columns are 12, 15 and 24 inches, respectively. ' 3. A moisture vapor barrier consisting of a polyvinyl chloride membrane, such as 6 -mil visqueen or equivalent, should be placed below all living -area concrete floor slabs. All laps in the membrane should be sealed and a ' minimum of I inch of clean sand should be placed over the membrane to promote uniform curing of the concrete. ' 4. Garage floor slabs should have a minimum slab thickness of 4 inches on a 4 -inch -thick sand base and should be 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 3/8 inch minimum felt expansion joint materials and quartered with weakened plane joints. 5. A 12 -inch -wide by 24 -inch -deep grade beam founded at the same depth as adjacent footings should be provided across garage entrances. The grade ' beam should be reinforced with a minimum of two No. 54 bars, one top and one bottom. ik 6. Prior to placing concrete, the subgrade soils below all living area and garage floor slabs should be presoaked to achieve a moisture content that is 4 percent or greater above optimum moisture content. This moisture content ' should penetrate to a minimum depth of 24 inches into the subgrade soils. Presaturation of the subgrade soils will promote uniform curing of the concrete and minimize the development of shrinkage cracks. ' 7. In -lieu of the above foundation recommendation for highly expansive soils, post tension slabs, to be designed by a structural engineer in consultation ' with the geotechnical consultant, may be an alternative. Post -Tension slabs should have perimeter footings embedded a minimum of 24 inches below the adjacent grade. The slabs should be designed such that they can be ' deformed approximately 1 inch vertically over a width of 30 feet without distress in the event of shrinkage or swelling of the supporting soils. Living area slabs should be underlain by a 6 -mil visqueen moisture barrier covered ' by a 1 -inch layer of sand. Presoaking is recommended for post -tension slabs: 1.2 times optimum to a depth of 12 inches, 1.3 times optimum to a depth of 18 inches and 1.4 times optimum to a depth of 24 inches for ' medium, high and very high expansion potential soils, respectively. Placement of a sand base below Visqueen is also suggested for post -tension ik I I I I REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 16 slabs: 2, 3 and 4 inches thick for medium, high and very high expansive potential soils, respectively. Eooting4bservations 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 an any debris should be removed prior to placing concrete. (Note: 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.) Soluble_S.ulfateAnaWis Results of the laboratory tests performed in accordance with California Test Method No. 417 indicate onsite soils contain water soluble sulfates of less than 0.10 percent. Therefore, according to UBC Table 19-A-3, a negligible exposure to sulfate can be expected for concrete placed in contact with the onsite soils. Therefore, Type II cement or equivalent may be used for concrete. • The active earth pressure to be utilized for retaining wall design may be computed as an equivalent fluid having a density of 35 pounds per cubic foot when the slope of the backfill behind the wall is level and 52 pounds per cubic foot when the backfill slopes are at 2:1 (h:v). Retaining walls that are restrained at the top, an at -rest earth pressure equivalent to a fluid having density of 53 pounds per cubic foot for level backfill. All retaining walls should be provided with weep holes and/or pipe and gravel sub -drains. I It /7 REDHAWK HP, LTD October 24, 1997 Tract 23064-2[Redhawk Development J.N. 569-96 Page 17 ' A passive earth pressure of 300 pounds per square foot per foot of depth to a maximum earth pressure of 2,000 pounds per square foot may be used for lateral resistance. • An allowable coefficient of friction between soil and concrete of 0.4 may be used with the dead load forces. Drainage - Perforated pipe and gravel sub -drains 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 perforations lain down. t The pipe should be encased in a 1 -foot -wide column of 0.75 inch to 1.5 inches open - graded gravel extending above the wall footing to a height equal to two-thirds of the wall height, or 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 sub -drains 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 weep -holes or open masonry joints may be ' used in -lieu of a pipe and gravel sub -drain. Weep -holes, if used, should be 3 inches t 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 weep -holes or 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. G I 1 I REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 18 ) aterproofing Consideration should be given to coating the outside portions of retaining walls with an approved waterproofing compound or covered with a similar material to inhibit infiltration of moisture through walls. Retaming_W allB ackfill All retaining wall backfill should be placed in 6- to 8 -inch -thick maximum horizontal lifts, watered or air-dried as necessary to achieve 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 representative from Petra should probe and test the backfills to ascertain adequate compaction. Deepened Eootings Where building or retaining wall footings are proposed near the tops of descending slopes or near the toe of the ascending slope, these footings should be deepened such that a minimum horizontal distance of 7 feet exists between the outside bottom edge of the footing and the face of the adjacent slope. This horizontal distance is for compacted fill slopes and cut slopes less than 14 feet high exposing dense native soils or competent bedrock. Where footings are proposed near the tops of descending slopes, or near the toe of an ascending slope with slope height greater than 14 feet, footings should be deepened such that a minimum horizontal distance of H/2 feet (H= Height of slope) is maintained between the outside bottom edge of the footing and the face of the adjacent slope to a maximum of 10 feet and 15 feet near the top of the descending slope and near the toe of the ascending slope, respectively. LI 1 I REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 19 L81 'agelery t �'. Thickness_andExpansion-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 plane joints or expansion joints every 6 feet or less. Sub - slabs 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 greater than 5 feet in width with 6 -inch by 6 -inch No.6 by No.b 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 dgeBoams-(Op tional) 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 water infiltration and accumulation beneath the slabs. Edge beams, if used, should be 6 to 8 inches below the tops of the finish 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. I 1 11 1 i I [1 1 REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 20 S-uhgrade 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 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 placing concrete. A Petra representative should observe and verify the density and moisture content of the soils and the depth of moisture prior to pouring concrete. Footing -Embedment Footings for masonry block walls should be constructed in a similar manner as recommended for retaining wall footings. That is, to mitigate potential adverse effects of creep that will develop on the cut -and -fill slopes with the passage of time. Footings for 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. W o?/ I I 1 1 1 1 REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 21 Reinforsementand-P-OSitive 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 the horizontal spacings of approximately 20 to 25 feet and at each corner. These separations should be provided in the blocks only and not extended through the footing. The footing should be pored monolithically with continuous rebars to serve as an effective "grade beam" below the wall. 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 over watering 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 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. UTJLITY__TREN-ORES • Onsite soils are fine- to coarse-grained and will require mechanical effort to achieve proper compaction. All backfill should be compacted to a minimum Ift I I I 1 1 REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 22 relative compaction of 90 percent. Trench backfill materials should be placed in 12- to 18 -inch -maximum horizontal 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. As an alternative for interior trenches under slabs, imported clean sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Inspection, probing and, if deemed necessary, testing should be performed. Exterior and interior trenches paralleling building footings should not be located within a 1:1 (h:v) plane projected downwards from the outside bottom edge of the adjacent footing. Where this condition cannot be avoided, the adjacent footing should be deepened or backfilled with sand -cement slurry. 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 slope landscaping and maintenance are presented below to mitigate surftcial 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 - I 1 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. h-rigation 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 int he soils. Over watering 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. it C8 I 1 REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 1 Page 23 10 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. 10 During construction of the proposed drainage facilities, care must be taken to avoid placement of loose soil on the slope surfaces. 1 A permanent slope maintenance program should be initiated. Proper slope maintenance must include the care of drainage and erosion control provisions, 1 rodent control and timely repair of leaking irrigation systems. • Provided the above recommendations are followed with respect to slope drainage, 1 maintenance and landscaping, the cut -and -fill slopes are expected to be surficially stable and to remain so under normal conditions. 1 EUT-UREIMPROYEMELNTS 1 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 1 we may provide design recommendations to mitigate movement and/or tilting of the structures related to the effects of expansive earth materials. 1 REP-ORT-LIMITATIDNS 1 This report has been prepared consistent with that level of care being provided by other 1 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 1 considered a guaranty or warranty. 1 This report has not been prepared for use by parties or projects other than those named or described herein. This report may not contain sufficient information for other 1 parties or other purposes. 1 Jq ' REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 Page 24 'POST-GRADILI_G 013aRVAT ON5 AND T STIN 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. '0 Building -Construction ' - Observe footing trenches when first excavated to ascertain depth and competent soil bearing conditions. ' - Reobserve 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—Wall—Construction ' - Observe all footing trenches when first excavated to ascertain depth and competent soil -bearing conditions. ' - Reobserve all footings 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. - 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. ' Reobserve 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. C�S I ' REDHAWK HP, LTD October 24, 1997 Tract 23064-2/Redhawk Development J.N. 569-96 ' Page 25 ' Concrete -Ela woT1-C9IIstructimi Observe and test subgrade soils below all concrete flatwork areas to ascertain ' relative compaction, moisture content and moisture penetration. • UtiliLy—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. ' AdditionaLConsiderations The project soils engineer should be notified prior to fill placement regarding the site ' or backfilling of trenches after rough grading has been completed. Additionally, Petra should be notified to conduct footing excavation observation, under slab -trench ' compaction testing and testing of driveways, drive approaches, city sidewalks and utility hookups. This report is subject to review by the controlling authorities for the project. 1 1 1 1 1 REDHAWK HP, LTD Tract 23064-2/Redhawk Development October 24, 1997 J.N. 569-96 Page 26 If you have any questions regarding this report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, PETRA GEOTECHNICAL, INC. Lisa A. Battiato Staff Geologist 4;7 A, Z Step n W J risen 'a; EG. 1074 I Siamak Jafroudi, PhD Prin pal o gistL 1 4 1 Principal Engineer CEG 1074 `�"� pec RCE 36641 LAB/SWJ/SJ/keb P� OF C,ALFO @OeCOT vi �, 5 �Oi E Attachments: Table II - Summary of Field Density Tests Plates I through 4 - As -Graded Geotechnical M s Ne. 36641 4 E"P' a Distribution: (4) Addressee si ^ Vl (2) County of Riverside Planning Department OF CAtkF � Attention: Mr. Abdul Behnawa J7 I 1 1/30/97 13 N 115 1157 14.1 ` J.N. 569-96 5 REDHAWK HOMEBUILDING PARTNERSHIP 1/30/97 TABLE U N 115 1 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE 112.4 5 89 DEN. NO. COMP. 16 N CORTE MAZ 1177 12.4 117.8 (PCF) (%). 1 1/28/97 1 N 81 1182 11.1 115.5 1 90 1 1/28/97 2 N 81 1183 13.7 113.8 5 90 11.8 1/28/97 3 N 80 1189 13 114.8 1 91 1 1/28/97 4 N 80 1190 14 114.9 1 90 1 1/29/97 5 N 115 SLOPE 1151 12.8 118.6 2 92 1/29/97 6 N 115 1152 12.2 118.5 2 92 1 1/29/97 7 N VIA TOBARR 1168 10.7 116.8 2 91 1/29/97 8 N VIA TOBARR 1169 11.4 121.4 4 93 ' 1/29/97 9 N 1170 10.8 122.8 4 94 1/29/97 10 N 81 1184 12.1 115.3 1 90 ' 1/29/97 11 N 81 1185 12.4 116.9 1 91 1/29/97 12 N 81 1186 12 118 1 91 1 1/30/97 13 N 115 1157 14.1 114.6 5 91 1/30/97 14 N 115 1158 12.2 1187 1 93 1 1/30/97 15 239 N CORTE MAZ 1176 11.9 112.4 5 89 1/30/97 16 N CORTE MAZ 1177 12.4 117.8 1 92 1 1/30/97 17 240 N CORTE QUIN 1193 12 112.9 5 89 1/30/97 18 N CORTE QUIN 1194 11.8 115.8 8 92 1 2/1/97 19 N PASEO GERO 1148 11.9 116.8 2 91 2/1/97 20 N PASEO GERO 1149 12.8 119.9 4 92 1 2/1/97 21 N 7 1175 10.8 111.2 9 90 2/1/97 22 N 7 1176 14.6 116.3 1 91 1 2/1/97 23 N 1178 14.5 112.5 7 90 2/1/97 24 N 10 1193 13.1 112.2 7 90 1 2/1/97 25 N 10 1194 12.6 118.3 1 92 I 1 REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 2/3/97 26 N PASEO GERO 1148 14.6 117.6 2 91 ' 2/3/97 27 N PASEO GERO 1149 12.6 115.5 1 90 2/3/97 28 N PASEO GERO 1160 15.1 114.9 1 90 ' 2/3/97 29 N PASEO GERO 1161 15 115.9 1 91 2/3/97 30 31 N PASEO GERO 1154 11.3 110.3 1 86 PASEO GERO 12.3 115.1 1 90 2/3/97 31 N 2/3/97 32 N 5 1163 12.7 113.7 5 90 2/3/97 33 N 5 1164 13.7 114.7 1 90 ' 2/4/97 34 N 6 1164 12.6 117.9 2 91 2/4/97 35 N 6 1165 13.6 114.9 1 90 ' 2/4/97 36 N 3 1154 15.5 113.6 5 90 2/4/97 37 N 3 1155 12.7 120.5 4 92 ' 2/4/97 38 N 94 1167 11.7 112 9 90 2/4/97 39 N 94 1168 11.1 113.6 5 90 ' 2/4/97 40 N 12 1208 12.4 114.1 6 90 2/4/97 41 N 12 1209 11.1 114.8 1 90 2/4/97 42 N 10 1199 11.2 116.9 1 91 2/4/97 43 N 10 1201 11.4 119.2 4 91 2/5/97 44 N 11 1202 12.3 116.9 2 91 2/5/97 45 N 11 1203 12.8 121.9 4 93 ' 2/5/97 46 N 17 1220 14.1 120 4 92 2/5/97 47 N PASEO GERO 1165 13.6 113.9 5 90 ' 2/5/97 48 N PASEO GERO 1166 12.9 117.1 1 91 2/5/97 49 51 N 11 SLOPE 1180 12.6 99.8 2 85 ' 2/5/97 50 52 N 111 SLOPE 1181 13.7 100.6 2 86 2 w I 1 REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. ' (FT) (%) (PCF) (%). 2/5/97 51 N 111 10.3 118.1 2 92 2/5/97 52 N 111 10.7 116.8 2 ' 91 2/6/97 53 N 4 i 1163 13.2 115.3 1 90 ' 2/6/97 54 N 4 1164 12.1 119.3 4 91 2/7/97 55 N 6 1166 12.8 120.2 4 92 ' 2/7/97 56 N 6 1167 13.3 117.2 I 92 2/7/97 57 N 5 1168 11.8 119.1 4 91 1160 11.8 119.6 4 91 2/7/97 58 N 2 2/7/97 59 N 2 1161 13 119.8 4 91 116.8 1 91 2/7/97 60 N 1 1162 13.2 2/7/97 61 N 96 1164 9.5 117.9 4 90 ' 2/7/97 62 N 96 1165 14.2 116.3 2 90 ' 2/10/97 63 N 94 1169 13.3 116.7 1 91 2/10/97 64 N 94 1170 11.4 115.6 1 90 ' 2/10/97 65 N PASEO GERO 1168 11.4 116.5 1 91 2/10/97 66 N PASEO GERO 1164 15.3 114.7 1 90 ' 2/10/97 67 N PASEO GERO 1165 11.7 118.8 2 92 2/10/97 68 N 98 SLOPE 1158 11 116.9 1 91 ' 2/10/97 69 N 98 1159 13.6 114.8 1 90 2/10/97 70 N 12 1207 13.5 119.7 4 91 2/10/97 71 N 17 1222 14.2 114.9 1 90 2/10/97 72 N 17 1223 10.6 114.6 1 90 ' 2/10/97 73 N 8 1184 10.6 116.5 2 90 2/10/97 74 N 9 1185 10.1 115.6 2 90 ' 2/10/97 75 N 12 1208 13.9 19.6 2 93 3 11 jQ I ' REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. ' (FT) (%) (PCF) (%). 2/10/97 76 77 N PASEO GERO 1219 12.5 112 1 88 ' 2/10/97 77 N PASEO GERO 14 114.9 1 90 2/11/97 78 N 13 1213 10.6 123.2 18 92 ' 2/11/97 79 N 13 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 2 1158 13.6 116 1 91 ' 1159 16.3 111.5 9 90 2/11/97 83 N 2 2/11/97 84 N PASEO GERO 1160 11.9 117.5 2 91 ' 2/11/97 85 N 94 1170 12.2 116.1 2 90 ' 2/11/97 86 N 94 1171 13.3 117.5 2 91 2/11/97 87 N 99 SLOPE 1156 13.9 114.3 6 90 ' 2/11/97 88 N 99 1157 12.7 116.1 2 90 2/12/97 89 N 94 1176 14.4 115.6 1 90 ' 2/12/97 90 N 94 1177 14 117.8 4 90 2/12/97 91 N 96 1171 11.6 117.6 2 91 ' 2/12/97 92 N 96 1172 12 118.1 2 92 2/12/97 93 N 99 1161 9.6 116.6 2 90 ' 2/12/97 94 N 99 1163 14.7 117 2 91 2/12/97 95 N PASEO GERO 1176 10.8 114.2 5 91 ' 2/12/97 96 N PASEO GERO 1177 12.8 111.3 9 90 2/12/97 97 N PASEO GERO 1168 10.6 116 1 91 ' 2/12/97 98 N PASEO GERO 1169 11.8 117 2 91 5/21/97 103 N 110 1180 10.7 118 3 93 ' 5/21/97 104 N 111 1163 10.7 117.5 2 91 4 1 3i I 1 REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 1 2/14/97 115 124 N 93 1181 5.6 110.6 9 89 2/14/97 116 N 96 1176 12.6 111.1 9 90 1 2/14/97 117 125 N 96 1177 10.3 108.6 9 88 2/14/97 118 126 N 96 1178 14.8 109.1 9 88 1 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. 88 DATE NO. TYPE N 09 DEN. NO. COMP. 1 91 1 2/14/97 121 (FT) (%) (PCF) 1165 (%) 107.4 9 87 2/14/97 122 130 N 100 1166 5/21/97 105 N 4 1166 11.9 116.7 12 90 1 5/21/97 106 N 71 1220 10.7 111.6 9 90 93 5/21/97 107 N 24 1220 11.5 116.6 9 94 1 5/22/97 108 N 70 1222 9.9 114.5 9 92 126 2/14/97 109 N 104 1164 9.8 122.3 18 91 ' 127 N 98 SLOPE 1165 10.4 116.2 2 90 2/14/97 110 N 104 SLOPE 1169 11.5 118.8 4 91 2/14/97 111 N 104 1166 10.4 117.1 2 91 1 91 1176 11.7 116.3 2 90 2/14/97 112 N 1 2/14/97 113 N 1 1177 10.2 117.7 4 90 1 2/14/97 114 123 N 93 1180 6.3 109.4 9 88 1 2/14/97 115 124 N 93 1181 5.6 110.6 9 89 2/14/97 116 N 96 1176 12.6 111.1 9 90 1 2/14/97 117 125 N 96 1177 10.3 108.6 9 88 2/14/97 118 126 N 96 1178 14.8 109.1 9 88 1 2/14/97 119 127 N 98 1168 12.7 109.8 9 88 2/14/97 120 N 09 1169 14 106.8 19 91 1 2/14/97 121 129 N 100 SLOPE 1165 12.6 107.4 9 87 2/14/97 122 130 N 100 1166 10.2 104.4 9 89 1 2/14/97 123 N 93 10.4 115.1 1 90 2/14/97 124 N 93 11.3 112.8 7 90 1 2/14/97 125 N 96 12.3 118 1 92 2/14/97 126 N 96 15.8 111.3 9 90 1 2/14/97 127 N 98 SLOPE 12.1 120.3 4 92 2/14/97 128 N 97 SLOPE 1169 11.5 118.8 4 91 1 2/14/97 129 N 100 SLOPE 11.1 115.9 1 91 1 1 T�C'�3Ulo e-� 5 -;.;I REDHAWK HOMEBUH.DING PARTNERSHIP J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FC) (%) (PCF) (%). 2/14/97 130 N 100 9.3 115 1 90 2/14/97 131 N 1183 13.2 118.5 4 90 2/17/97 132 N 1184 8.8 112.4 7 90 ' 2/17/97 133 N 1179 12 118.3 4 90 2/17/97 134 N 1180 10.8 117.6 1 91 1181 12.8 112.8 8 90 2/17/97 135 N 2/17/97 136 N 1168 11.4 112.9 8 90 2/17/97 137 N 1169 8.6 118.6 4 91 2/19/97 138 N 34 1198 14.9 116.9 11 90 ' 2/19/97 139 N 33 1200 14.1 114.2 8 90 ' 2/19/97 140 N 100 1173 14.2 117.1 11 90 2/19/97 141 N 98 1175 15.4 115.5 8 92 ' 2/19/97 142 N 96 1183 14.6 115.9 8 92 2/19/97 143 N 34 1202 13.2 113.3 9 91 2/19/97 144 N 33 1204 14 113.3 9 91 2/19/97 145 N 32 1206 14.3 116.5 12 90 ' 2/19/97 146 N 34 1208 13.8 116.4 8 92 2/19/97 147 N 7 1190 12.3 112.7 9 91 2/19/97 148 N 5 1187 13.1 112.6 9 91 2/19/97 149 N 3 1185 13 116.2 2 90 ' 2/20/97 150 N 99 1178 13.1 116.5 8 92 2/20/97 151 N 99 1179 11.6 115.1 8 91 2/20/97 152 N 97 1184 14 113.4 9 91 2/20/97 153 N 97 1183 13.3 115.5 8 92 ' 2/20/97 154 N 95 1182 14.5 113.7 9 92 0 si ' REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. 7 1# (IT) (%) (PCF) (%) 2/20/97 155 N 95 1183 13.6 116.4 8 92 1210 13.1 114.8 8 91 2/20/97 156 N 34 2/20/97 157 N 32 1212 11.4 116.3 2 90 ' 2/20/97 158 N 100 1177 12.6 117.4 11 90 2/20/97 159 N 100 1178 13.1 115.6 8 92 ' 2/20/97 160 N 33 1214 14.8 116.7 2 90 ' 2/20/97 161 N 34 1216 13.5 115 8 91 2/20/97 162 163 N 4 1187 14 109.9 8 87 2/20/97 163 N 4 13.6 115 8 91 2/20/97 164 N 6 1187 14.3 116.9 11 90 ' 2/20/97 165 N 6 1188 14.7 114.1 8 91 2/20/97 166 N 8 1199 13.9 116.2 8 92 ' 2/20/97 167 N 8 1200 13.9 117.2 11 90 2/20/97 168 N 99 1181 14.6 116.2 2 90 ' 2/20/97 169 N 99 1182 14.3 114.3 8 91 2/20/97 170 N 90 1190 14.9 116.9 11 90 ' 2/20/97 171 N 90 1191 13.6 114.6 8 91 2/20/97 172 N 2 1185 14.1 116.7 2 90 2/21/97 173 N 100 1181 13.1 116.9 11 90 2/21/97 174 N 100 1183 14.3 113.9 8 90 2/21/97 175 N 98 1185 14.6 116.3 8 92 2/21/97 176 N 98 1186 13 114.8 8 91 ' 1224 14.3 115.9 10 91 2/21/97 177 N 16 2/21/97 178 N 16 1223 15.4 111.3 9 90 2/21/97 179 N 14 1216 14 112.9 9 91 7 1# I IREDHAWK HOMEBUILDING PARTNERSHIP TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. ' (FT) (%) (PCF) (%)' 2/21/97 180 N 14 1217 15.5 116 8 92 ' 15 1219 15.1 114.2 8 91 2/21/97 181 N 2/21/97 182 N 15 1220 12.6 113.9 9 92 ' 14.4 115.2 8 91 2/21/97 183 N 12 1214 2/21/97 184 N 12 1215 13.6 113.2 9 91 2/21/97 185 N 90 1193 14.1 117.2 11 90 2/21/97 186 N 90 1194 13.3 119.8 11 92 2/21/97 187 N 97 1185 13.9 116.3 10 92 ' 2/21/97 188 N 97 1186 15.3 111.7 9 90 2/21/97 189 N 100 1185 13.3 119.2 11 92 ' 2/21/97 190 N 100 1186 12.8 117.3 11 90 2/21/97 191 N 15 1222 13.1 118.7 11 91 2/21/97 192 N 15 1223 12.6 116.2 8 92 2/21/97 193 N 14 1219 13.9 118.6 11 91 ' 2/21/97 194 N 14 1220 14.3 113.5 8 90 2/24/97 195 N 101 1184 13.1 123.3 11 95 ' 2/24/97 196 N 101 1185 11 118.6 11 91 2/24/97 197 N 99 1186 10.5 120.8 11 93 2/24/97 198 N 99 1187 12.4 122.5 4 93 2/24/97 199 N 97 1187 12.6 116.3 2 90 ' 2/24/97 200 N 97 1188 13.9 117.8 11 91 2/24/97 201 N 90 1196 10.9 116.1 8 92 t2/24/97 202 N 90 1197 11.8 118.9 11 91 2/24/97 203 N 16 1225 12.5 119.6 11 92 t 2/24/97 204 N 16 1226 12.8 120.5 4 92 1 1 Q Sri REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. ' (FT) (%) (PCF) (%) . 2/25/97 205 N 13 1219 13.1 117.2 11 90 ' 2/25/97 206 N 13 1220 13.9 114.7 8 91 2/25/97 207 N 93 1194 13.9 120.5 11 93 2/25/97 208 N 93 1195 12.6 120.2 11 92 2/25/97 209 N 94 1192 13.3 115.8 8 92 ' 1193 14.6 113.2 8 90 2/25/97 210 N 94 2/25/97 211 N 31 OFFSITE 1216 12.9 117.1 8 93 ' 2/25/97 212 N 32 OFFSITE 1218 10.5 116 8 92 ' 2/25/97 213 N 33 1220 12.8 116.6 11 90 2/25/97 214 N 94 1194 13.5 118.2 11 91 ' 2/25/97 215 N 94 1195 12.4 117.7 11 91 2/25/97 216 N 33 OFFSITE 1222 13.9 118.5 11 91 ' 2/25/97 217 N 32 OFFSITE 1224 14.6 116.1 10 91 2/25/97 218 N 32 1226 15 112.7 9 90 ' 2/26/97 219 N 101 1186 11.8 115.6 8 92 2/26/97 220 N 100 1187 12.9 117.1 8 93 2/26/97 221 N 99 1188 15 118.9 11 91 2/26/97 222 N 99 1189 13.4 118.3 11 91 ' 2/26/97 223 N 97 1188 12.1 116.1 8 92 2/26/97 224 N 97 1189 13.1 117.6 2 91 ' 2/26/97 225 N 98 1188 16.1 114.1 8 91 2/26/97 226 N 98 1189 15.1 115.8 8 92 ' 2/26/97 227 N 90 1197 14.1 113.8 8 90 2/26/97 228 N 90 1198 17.3 115.2 6 91 ' 2/28/97 229 N 76 1189 12.1 116.1 8 2 0 J/ REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. 'NO. COMP. ' 3/4/97 244 N 75 (FT) (%) (PCF) 115.1 (%). 91 3/4/97 245 N 71 1191 13.2 118 2/28/97 230 N 76 1190 12.9 118.6 11 91 ' 2/28/97 231 N 74 1190 10.6 119.6 11 92 1186 2/28/97 232 N 74 1191 11.1 120.8 4 92 ' 2/28/97 233 N 70 1190 12.5 120 4 92 72 2/28/97 234 N 70 1191 12.6 118.9 11 91 ' 73 1191 10.2 1190 10.1 117.8 8 93 251 2/28/97 235 N 71 12.9 118.9 11 91 ' 3/5/97 3/4/97 236 N 5 1195.5 10.5 121.3 4 93 3/6/97 253 N 77 1182 12.8 117.4 11 90 3/4/97 237 N 4 1192.9 11.1 119.3 1 92 ' 3/4/97 238 N 3 1189.6 12.6 119.9 11 92 3/4/97 239 N CORTE MAZ 1186 11.6 117.3 11 90 ' 3/4/97 240 N CORTE QUE 1191 10 118 11 91 3/4/97 241 N 76 1189 11.1 115.9 8 92 ' 3/4/97 242 N 76 1190 15.6 114.6 8 91 3/4/97 243 N 75 1190 12.8 119.4 11 92 ' 3/4/97 244 N 75 1191 13.9 115.1 10 91 3/4/97 245 N 71 1191 13.2 118 10 93 3/5/97 246 N 2 FG 1191 11.9 117 2 91 3/5/97 247 N 1 FG 1186 13.1 117.2 2 91 3/5/97 248 N 72 SLOPE 1182 12.8 119.7 11 92 3/5/97 249 N 72 1190 14 116.3 10 92 ' 3/5/97 250 N 73 1191 10.2 120.7 4 92 3/5/97 251 N 73 1192 12.9 118.9 11 91 ' 3/5/97 252 N 67 1198 11.4 117.3 10 92 3/6/97 253 N 77 1182 12.8 117.4 11 90 ' 3/6/97 254 N 77 1184 13.3 118.4 11 91 10 I J7 I ' REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 in TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%). 3/6/97 255 N 69 1193 10.6 118.4 it 91 ' 3/6/97 256 N 69 1194 9.6 120.6 11 93 3/6/97 257 N 77 1186 10.8 119.8 11 92 ' 3/6/97 258 N 78 1187 13 121 11 93 3/10/97 259 N 66 1192 13.1 118 11 91 ' 3/10/97 260 N 76 1192 14.1 118.2 11 91 3/10/97 261 N 73 1193 12.3 115.9 8 92 ' N 68 1196 13.4 117.8 11 91 3/10/97 262 3/11/97 263 N 1158 12.5 117.5 3 93 1164 10 118.8 4 91 3/.11/97 264 N 59 3/11/97 265 N CORTE ORIZ 1159 13.8 117.8 10 93 3/11/97 266 N 76 SLOPE 1193 12.6 117.4 10 92 ' 3/11/97 267 N 66 1193 12.9 119.6 4 91 3/11/97 268 N 67 1202 10.5 119.5 4 91 ' 3/12/97 269 N 79 1169 13.4 118.1 11 91 3/12/97 270 N 78 1168 11.4 116.9 10 92 3/12/97 271 N 36 SLOPE/OFFSI 1210 10.5 119.7 13 91 3/12/97 272 N 35 SLOPE/OFFSI 1215 11.7 120.2 13 92 ' 3/12/97 273 N 32 SLOPE/OFFSI 1213 12.8 15.9 10 91 3/12/97 274 N 34 SLOPE/OFFSI 1215 13.1 118.1 11 91 ' 3/12/97 275 N 38 SLOPE/OFFSI 1210 10.4 117.2 11 90 3/12/97 276 N 79 1171 11.6 118 11 91 3/12/97 277 N 78 1170 13.7 118.6 11 91 3/12/97 278 N 75 1193 11.7 117.5 12 91 ' 3/12/97 279 N 77 1188 13.4 117.8 11 91 11 1 in ' REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 ' 3/14/97 290 N 72 1193 11.8 119.5 11 92 3/14/97 291 N 73 1179 10.4 119.1 11 92 ' 3/18/97 292 294 N 79 1175 10.8 110.7 10 87 3/18/97 293 N 78 1177 12.3 115 10 91 ' 3/18/97 294 N 79 13.4 118.2 10 93 3/18/97 295 N 79 1177 12.3 116.4 10 92 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE 1205 10.8 117.1 11 DEN. NO. COMP. ' N 55 1206 11.7 119.6 (FF) (%) (PCF) 3/19/97 (%). N 77 SLOPE 1177 12.6 112.3 9 91 ' 3/19/97 300 N 3/13/97 280 N 37 SLOPE/OFFSI 1212 12.8 115.9 8 92 ' 3/13/97 281 N 35 SLOPE/OFFSI 1214 13.9 117.3 10 92 1179 3/13/97 282 N 37 SLOPE/OFFSI 1215 12.1 117.9 11 91 ' 3/14/97 283 N 79 3/19/97 1173 14.4 113.9 9 92 110.2 3/14/97 284 N 77 1174 12.8 114.7 8 91 3/14/97 285 N 78 1175 12.1 119.2 11 92 3/14/97 286 N 36 SLOPE 1215 12.6 116.1 8 92 ' 1217 10.6 119 11 92 3/14/97 287 N 35 SLOPE 3/14/97 288 N 33 SLOPE 1217 10.9 115.7 8 92 ' 3/14/97 289 N 75 SLOPE 1185 13.1 117.2 11 90 ' 3/14/97 290 N 72 1193 11.8 119.5 11 92 3/14/97 291 N 73 1179 10.4 119.1 11 92 ' 3/18/97 292 294 N 79 1175 10.8 110.7 10 87 3/18/97 293 N 78 1177 12.3 115 10 91 ' 3/18/97 294 N 79 13.4 118.2 10 93 3/18/97 295 N 79 1177 12.3 116.4 10 92 1 39 3/18/97 296 N 51 1203 13.5 116.7 10 92 3/18/97 297 N 53 1205 10.8 117.1 11 90 ' 3/18/97 298 N 55 1206 11.7 119.6 4 91 3/19/97 299 N 77 SLOPE 1177 12.6 112.3 9 91 ' 3/19/97 300 N 79 1178 10.6 119.1 4 91 3/19/97 301 N 78 1179 13.1 114.2 9 92 ' 3/19/97 302 N 79 1179 12.1 119.2 4 91 3/19/97 303 N 79 SLOPE 1187 11.1 117.6 12 91 3/19/97 304 305 N 62 1196 11.8 110.2 10 87 12 1 39 IREDHAWK HOMEBUILDING PARTNERSHIP TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. 1 - (FT) (%) (PCF) (%) 3/19/97 305 N 62 10.3 117.1 10 92 1 3/20/97 306 N 84 1172 12.8 115.4 10 91 3/20/97 307 N 84 1175 14.2 117.9 11 91 1 3/20/97 308 N CORTE ORIZ 1168 10.9 116.5 10 92 3/20/97 309 N 76 1181 11.2 118.4 11 91 ' 1183 10.3 118.4 13 90 3/20/97 310 N 77 3/20/97 311 N 78 SLOPE 1186 11.8 120 13 92 1 3/20/97 312 N 62 1198 13.7 114.6 8 91 3/20/97 313 N 62 1200 12.8 119.8 11 92 1 3/21/97 314 N 59 1175 13.2 115.6 10 91 1 3/21/97 315 N 84 1176 12.5 117.1 10 92 3/21/97 316 N 84 1178 11.7 116.2 10 91 1 3/21/97 317 N 59 SLOPE 1180 12.8 118.1 it 91 3/21/97 318 N 59 1176 12.4 116.3 10 92 1 3/24/97 319 N 60 1182 11.7 117 2 91 3/24/97 320 N 81 1179 12.6 118.3 11 91 1 3/24/97 321 N 84 1178 11.1 116.3 10 92 3/24/97 322 N 60 1178 12.1 117.8 11 91 1 3/24/97 323 N 81 1181 12.4 117 12 91 3/24/97 324 N 84 1180 10.6 115.6 8 92 3/25/97 325 N 56 1201 10.9 118 11 91 3/25/97 326 N 59 1186 12.8 118.2 11 91 1 3/25/97 327 N 60 1181 12 118.3 11 91 3/25/97 328 N 59 1180 10.3 117.5 10 93 1 3/25/97 329 N 58 1179 11.7 119 4 91 /3 1 lie o5;!:�.a�2 W ' REDHAWK HOMEBUILDING PARTNERSHIP TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. ' (FT) (%) (PCF) (%) . 3/25/97 330 N 59 1181 13.4 114.8 8 91 3/26/97 331 N 1187 12.1 115.4 8 92 3/26/97 332 N 72 FG 1195 13.7 115.6 8 92 ' 3/26/97 333 N 73 FG 1195 12.1 119 4 91 3/26/97 334 N 74 FG 1195 10.3 119.5 4 91 ' 1182 12.4 116.3 10 92 3/26/97 335 N 60 3/26/97 336 N 59 1187 10.9 116.1 10 91 ' 3/26/97 337 N 58 1186 11.6 119 4 91 3/26/97 338 N 60 1183 10.1 117.4 1 92 ' 3/26/97 339 N 61 SLOPE 1184 11.9 117.3 6 92 ' 3/27/97 340 N 60 SLOPE 1188 10.4 119.4 13 91 3/27/97 341 N 60 1188 13.4 114.3 8 91 3/27/97 342 N 58 1188 11.6 117.1 10 92 3/27/97 343 N VIA TOBARR 1190 13.6 117.6 11 90 ' 3/27/97 344 N VIA TOBARR 1187 10.8 116.8 10 92 3/27/97 345 N 59 1189 11.3 117.4 10 92 ' 3/27/97 346 N 59 1190 11.1 119.4 11 92 3/27/97 347 N 75 FG 1195 13.1 115.5 8 92 ' 3/27/97 348 N 76 FG 1194 11.4 118.2 11 91 3/27/97 349 N 76 FG 1180 12.1 119.4 11 92 ' 3/27/97 350 N 77 FG 1193 11.8 117.6 10 93 3/27/97 351 N 77 SLOPE/FG 1190 13 117 10 92 3/28/97 352 N 7 1194 12.6 116 8 92 3/28/97 353 N 7 1197 11 120.4 11 93 3/28/97 354 N 8 1201 13.3 116.3 8 92 14 I REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. 1 [1 15 ya (FT) (%) (PCF) (%) 3/28/97 355 N 9 1200 10.4 117.2 8 93 ' 3/28/97 356 N 64 1202 12.1 119.2 11 92 3/28/97 357 N 62 1189 11.3 117 10 92 ' 3/28/97 358 N 10 1203 12.5 117.6 12 91 3/28/97 359 N 11 1207 10.2 120.8 13 92 ' 1209 12.8 113.9 8 90 3/28/97 360 N 11 3/28/97 361 N 11 1211 11.1 117.6 12 91 ' 92. 3/31/97 362 N 13 1220 12.6 117 10 ' 3/31/97 363 N SCHOOL SIT 1192 11.9 119.5 13 91 3/31/97 364 N SCHOOL SIT 1193 10.4 117.1 1 91 ' 3/31/97 365 N VIA TOBARR 1190 12.1 116.8 10 .92 3/31/97 366 N 56 1191 11.6 118 12 91 ' 4/1/97 367 N 42 SLOPE/OFFSI 1193 10.2 117.4 1 92 4/1/97 368 N 42 SLOPE/OFFSI 1197 11.3 118.2 11 91 ' 4/1/97 369 N 42 SLOPE/OFFSI 1199 10.6 116.7 10 92 4/1/97 370 N 42 SLOPE/OFFSI 1201 11.9 117 10 92 t4/1/97 371 N 41 SLOPE/OFFSI 1203 12.6 117.9 11 91 4/1/97 372 N 60 1192 11.2 119.9 4 92 t4/1/97 373 N 48 1193 10.9 119.2 4 91 4/1/97 374 N 1195 11.3 117.2 10 92 ' 4/2/97 375 N 41 SCHOOL SIT 1205 11.6 118.5 11 91 4/2/97 376 N 40 SLOPE/OFFSI 1207 11 117.7 10 92 ' 4/2/97 377 N 40 SLOPE/OFFSI 1209 12.1 118.3 12 92 4/2/97 378 N SCHOOL SIT 1197 10.8 116.5 8 92 4/2/97 379 N 63 1196 11.2 115.7 5 92 1 [1 15 ya 1 ' J.N. 569-96 REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 4/2/97 380 N 60 1198 11.6 116.3 5 92 4/3/97 381 N 41 1211 12.3 117.3 10 92 4/3/97 382 N 41 1213 11.9 116.4 10 92 ' 4/3/97 383 N 40 1215 10.3 117.1 8 93 4/3/97 384 N 61 1198 11.1 118 11 91 ' 1198 11.8 118.2 11 91 4/3/97 385 N 56 4/3/97 386 N 57 1197 11 115.9 8 92 ' 4/3/97 387 N 61 1200 10.3 117.5 11 90 ' 4/7/97 388 N 57 1199 11.9 116.4 8 92 4/7/97 389 N VIA TOBARR 1200 11.7 117.8 12 91 ' 4/7/97 390 N 38 SLOPE/OFFSI 1217 10.2 117.2 10 92 4/7/97 391 N 42 SLOPE/OFFSI 1218 12.2 117.2 10 92 4/7/97 392 N 35 SLOPE/OFFSI 1218 10.6 116.1 8 92 4/7/97 393 N 34 SLOPE/OFFSI 1220 11.9 115.5 8 92 4/7/97 394 N SCHOOL SIT 1200 9.9 118.9 11 91 4/7/97 395 N SCHOOL SIT 1201 11.4 118.4 12 92 ' 4/4/97 396 N SCHOOL SIT 1202 10.9 116.6 10 92 4/7/97 397 N 64 SLOPE 1200 10.8 115.9 12 90 ' 4/7/97 398 N 63 1201 11.8 ` 117.3 10 92 4/7/97 399 N 60 1203 11.1 116.3 8 92 ' 4/7/97 400 401 N 57 1203 11.7 110.3 8 88 4/7/97 401 N 57 11.4 1169 8 93 ' 4/7/97 402 N 61 1204 10.5 119.2 13 91 4/7/97 403 N SCHOOL SIT 1204 13.2 117 12 91 ' 4/7/97 404 N SCHOOL SIT 1205 13.8 117.3 11 90 16 t #1 I REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 4/7/97 405 N 41 SLOPE/OFFSI 1222 11 116.5 7 93 ' 4/7/97 406 N 36 1223 11.4 118.1 13 90 4/7/97 407 N CORTE ZARA 1222 11.6 116.1 8 92 4/8/97 408 N 37 1224 10.4 116.5 10 92 4/8/97 409 N 38 1224 11.1 117.6 11 90 ' 1223 10.5 119.4 4 91 4/9/97 410 N 31 4/9/97 411 N 32 1225 11.9 114.7 8 91 10 92 4/9/97 412 N 64 1204 13.3 116.5 ' 4/9/97 413 N 64 1203 11.6 115.8 1 90 4/9/97 414 N 57 1204 12.8 115.9 8 92 ' 4/9/97 415 N SCHOOL SIT 1214 13.4 117.4 12 91 4/9/97 416 N SCHOOL SIT 1215 12.1 114.8 8 91 4/9/97 417 N SCHOOL SIT 1200 11.2 116.5 10 92 4/9/97 418 N BALLPARK 1184 11.6 116.7 1 91 ' 4/9/97 419 N 34 1223 12.1 114.8 8 91 4/9/97 420 N 41 SLOPE BELO 1223 11.1 117.2 1 92 ' 4/9/97 421 N 35 1225 10.2 116.5 12 90 4/9/97 422 N 38 1225 12.1 117.4 12 91 4/9/97 423 N 31 1226 13 114.8 8 91 4/10/97 424 N 33 SLOPE BELO 1227 11.6 116.7 8 93 ' 4/10/97 425 N 38 SLOPE BELO 1227 12.1 117.1 12 91 4/10/97 426 N VIA ZARAGO 1225 11.2 116.2 8 92 t4/10/97 427 N SCHL SITE/C 1217 12.3 117.5 8 93 4/10/97 428 N SCHL SITE/C 1220 11.5 115.3 8 92 ' 4/10/97 429 N BALLPARK/C 1214 10.4 116.5 8 92 !7 ' AW REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 4/10/97 430 N BALLPARK 1216 12.6 117 8 93 ' 4/10/97 431 N BALLPARK 1216 11.8 115.4 8 92 4/10/97 432 N BALLPARK 1218 12.3 116.7 8 93 ' 4/14/97 433 N PASEO GERO 1190 11.4 116.2 8 92 4/14/97 434 N VIA TOBARR 1192 12.9 115.8 10 91 t VIA TOBARR 1195 10.3 117.1 10 92 4/14/97 435 N 4/14/97 436 438 N 38 1227 10.2 110.3 8 88 ' 4/14/97 437 N 36 1227 11.8 117.3 12 91 4/14/97 438 N 38 13.3 116.2 8 92 4/14/97 439 N VIA TOBARR 1197 12.1 116.7 10 92 ' 4/17/97 440 N VIA TOBARR 1199 13.5 116.5 10 92 4/17/97 441 N VIA TOBARR 1200 10.9 116.6 10 92 ' 4/17/97 442 N VIA TOBARR 1200 11 117.4 8 93 4/17/97 443 N 38 1227 11.1 115.8 8 92 ' 4/17/97 444 N 39 1227 10.9 118.6 4 91 4/17/97 445 N 42 SLOPE 1225 10.5 116.5 10 92 ' 4/17/97 446 N 39 SLOPE 1229 11.9 117.3 12 91 4/17/97 447 N SCHOOL SIT 1218 11.4 115.2 9 93 ' 4/17/97 448 N SCHOOL SIT 1220 14.1 115.6 8 92 4/17/97 449 N 36 SLOPE 1227 11.6 115.9 8 92 ' 4/17/97 450 N SCHOOL SIT 1221 12.6 116.8 12 91 4/17/97 451 N 42 SLOPE 1225 10.5 116.5 10 92 ' 4/17/97 452 N 39 SLOPE 1229 11.9 117.3 12 91 4/17/97 453 N SCHOOL SIT 1218 11.4 115.2 9 93 ' 4/17/97 454 N SCHOOL SIT 1220 14.1 115.6 15 92 /8 I ' REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 4/17/97 455 N 36 SLOPE 1229 11.6 115.9 15 92 ' 4/17/97 456 N SCHOOL SIT 1221 12.6 116.8 12 91 4/18/97 457 N 54 1206 10 117.5 12 91 t 1204 13 116.5 8 92 4/18/97 458 N 52 ' 4/18/97 459 N 56 1206 11.9 114.7 9 93 92 4/18/97 460 N 56 1208 11.6 115.8 8 t 4/18/97 461 N VIA TOBARR 1202 11.6 116.8 8 93 4/18/97 462 N VIA TOBARR 1203 10.7 119 11 92 4/18/97 463 N 18 1228 13.5 115.1 8 91 4/18/97 464 N 19 1228 13.8 117.5 12 91 4/18/97 465 N 50 1202 11.4 116.9 8 93 4/18/97 466 N 49 1202 12.4 115.1 9 93 ' 4/18/97 467 N VIA TOBARR 1205 12.2 117.4 11 90 4/18/97 468 N 18 1230 11 116 9 94 ' 4/18/97 469 N 19 1230 12.2 117.1 11 90 4/21/97 470 N 1204 11 117.8 17 90 ' 4/21/97 471 N 68 FG 1199 11.6 118 11 91 4/21/97 472 N 1197 11.8 117.1 15 93 ' 4/21/97 473 N 1232 10.2 116.8 15 93 4/21/97 474 N 1232 13.8 117.7 10 93 5/2/97 475 N 1208 11.5 115.7 15 92 5/2/97 476 N 55 FG 1208 10.7 119.5 11 92 5/2/97 477 N 54 FG 1208 12.3 120.7 11 93 5/2/97 478 N 53 FG 1207 11 116.5 10 92 ' 5/2/97 479 N 52 FG 1206 10.3 119.9 11 92 19 ill I REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 FDl 11 41 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 5/2/97 480 N 1205 11.9 116.3 15 92 ' 5/2/97 481 64 SLOPE 1197 12.5 120.5 11 93 5/2/97 482 N 62 SLOPE 1192 11.8 119 11 92 N 20 1229 10.4 118 11 91 5/5/97 483 5/5/97 484 N 1231 11.4 115.6 15 92 ' 1194 11.8 117.8 11 91 5/7/97 485 N 66 FG ' 5/7/97 486 N 1194 10.3 116.4 15 92 5/7/97 487 N 1195 12.6 116 15 92 ' 5/7/97 488 N 1183 11 115.1 9 93 5/7/97 489 N 78 FG 1182 11.4 118 11 91 ' 5/7/97 490 N 1194 11.9 115.5 15 92 5/7/97 491 N BALLPARK 1196 11.6 118.3 11 91 ' 5/7/97 492 N 1209 12.6 115.6 15 92 5/13/97 493 N 48 1209 11.1 116.4 8 92 ' 5/13/97 494 N 59 1209 13.5 116 9 94 5/13/97 495 N 60 1209 12.5 114 9 92 ' 5/13/97 496 N 61 1208 11 117.5 10 93 5/13/97 497 N 62 1207 12.8 114.2 9 92 ' 5/14/97 498 N 63 1207 13.3 116.2 8 92 5/14/97 499 N 64 1206 11.3 114.9 9 93 ' 5/14/97 500 N 84 1182 11.9 115.7 8 92 5/14/97 501 N 81 1183 10.2 116.7 8 93 ' 6/9/97 502 N 6 FG 1198 11.1 117.9 12 91 6/9/97 503 N 10 1206 13.2 113.6 9 92 ' 6/9/97 504 N 10 FG 1208 14.3 115.1 8 91 FDl 11 41 I ' REDHAWK HOMEBUILDING PARTNERSHIP ' TEST TEST RETEST TEST LOT DATE NO. TYPE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. ' 6/17/97 517 N 21 (FT) (%) (PCF) 114.9 (%) . 91 6/17/97 518 N 20 FG 1237 11.7 117.4 6/9/97 505 N 11 1213 10.6 116.1 8 92 ' 6/9/97 506 N 12 1215 11.7 116.6 8 93 1238 6/9/97 507 N 12 1217 13.5 117.4 9 95 ' 6/9/97 508 N 12 FG 1219 12.1 115.3 8 91 29 6/9/97 509 N 13 FG 1223 11.4 117.1 8 93 ' 26 1238 10.3 116.9 8 93 6/19/97 524 6/9/97 510 N 14 FG 1223 13.3 114.4 8 91 ' 6/17/97 511 N 15 FG 1229 12.3 115 8 91 6/17/97 512 N 16 FG 1230 10.6 117.8 8 94 ' 6/17/97 513 N 17 FG 1232 11.3 115.4 8 92 6/17/97 514 N 18 FG 1234 13.8 115.7 8 92 ' 6/17/97 515 N 19 FG 1236 11.1 115.6 10 91 6/17/97 516 N 20 1234 11.9 116.5 8 92 1 2/ mu 6/17/97 517 N 21 1236 12.6 114.9 8 91 6/17/97 518 N 20 FG 1237 11.7 117.4 8 93 6/17/97 519 N 21 FG 1239 13.5 116.3 8 92 6/19/97 520 N 25 1238 11.9 115.5 8 92 ' 6/19/97 521 N 27 1236 11.3 116.5 8 92 6/19/97 522 N 29 1235 12.2 116.6 8 93 ' 6/19/97 523 N 26 1238 10.3 116.9 8 93 6/19/97 524 N 28 1236 14.1 115.5 9 93 ' 6/19/97 525 N 30 1235 12.8 115.4 8 92 6/19/97 526 N 40 SLOPE 1226 10.9 115.8 8 92 ' 6/19/97 527 N 41 SLOPE 1228 10.4 113.5 9 92 6/20/97 528 N 39 SLOPE 1230 12.1 116.2 8 92 ' 6/20/97 529 N 40 1231 10.2 128.6 10 92 1 2/ mu 1 ' REDHAWK HOMEBUILDING PARTNERSHIP J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (Fr) (%) (PCF) (%) 6/20/97 530 N 36 1230 11.9 131.8 11 91 ' 6/20/97 531 N 34 SLOPE 1231 10.9 130.7 2 91 t 6/20/97 532 N 37 SLOPE 1231 11.9 129.4 8 92 6/24/97 533 N 25 1240 12.5 129.6 8 91 ' 6/24/97 534 N 26 1239 11.1 128.8 8 92 6/24/97 535 N 27 1238 13.6 132.1 10 92 6/24/97 536 N 28 1237 13.1 130.6 8 92 6/24/97 537 N 29 1237 12.1 128.3 9 92 6/24/97 538 N 30 1236 10.4 129.2 8 93 D- Drive Tube ' N- Nuclear S- Sand Cone 1 1 1 1 1 ' 22