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HomeMy WebLinkAboutGeotechnical Rpt Lots 1 thru 83 9/30/97Fl f.1` 4 t ;EOTECHNIGAL REPORT OF.ROUGH: GRADING;LOTS ltTI4ROUGH 83 'TRACT 230641;:REDH,AWK DEVELOPMENT COUNTY OF RIVERSIDE, CALIFORNIA d it . REDHAWK HOMEBUILDING PARTNERSHIP 4141 Jutland Avenue; Suite.200 'San Diego, California 921.17 .' .: .. .. c September 30$19S-7-. s., I It PETRA COSTA MESA • SAN DIEGO • TEMECULA • LOS ANGELES WISWTI REDHAWK HOMEBUILDING PARTNERSHIP LTD 4141 Jutland Avenue, Suite 200 San Diego, California 92117 Attention: Mr. Barry Galgut Subject: Geotechnical Report of Rough Grading, Lots 1 through 83 Tract 23064-1, 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. PITKIM11I_11 40 011 01101 W 11 Merel1 �I 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 compliance with the grading code of the County of Riverside, California, and the recommendations of the geotechnical consultant. 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 C2 I REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 ' Page 2 ' PtURPOSF. OF GRADING • The purpose of grading was to develop 83 level -graded pad areas within ' Tract 23064-1. This included adjacent slopes and access streets for future construction of single-family homes. 1 1 1 11 • Grading of Tract 23064-1 began on December 26, 1996, and was completed on May 20, 1997. Grades conform to, and work is shown and was completed, under the guidelines of the enclosed rough grading plans. ELYGIIYEERIN_G_GEOLO_GY General Geologic conditions exposed during the process of grading were frequently observed and mapped by our geologic staff. Geologic -Units Geologic conditions observed onsite are generally as anticipated and described in the referenced preliminary geotechnical reports. The site is underlain at depth by the Quatemary Pauba Formation. The Pauba Formation, as observed onsite, is a massive to thick -bedded coarse to fine silty sandstone with occasional clay interbeds. Bedding orientation throughout the site is generally horizontal to gently dipping, in random orientations. No trace of faulting or fault -related features were noted during geologic observation. C.uLSlopes All cut slopes are considered grossly and surfrcially stable and will remain so under normal conditions and maintenance. W FA I ' REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 ' Page 3 ' SQILS_ENGIISEEPJNr Preparation_of-Existing_Gmmnd ' • 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 2 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. 1 1 I C Eill_Plac_ement Fill consisted of blended onsite materials having the below -mentioned soil classifications (see Table I). Fill materials were placed in lifts approximately 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 38 feet. Fill placed against temporary backcuts and on natural slope surfaces having a gradient steeper than 5:1 (horizontal to vertical [h:v]) were keyed and benched into competent bedrock or compacted fill materials. Slopes 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. Field-lesting • Field density tests were performed using nuclear gage method (ASTM D2922-91) 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. W y I ' REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 ' Page 4 ' • 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 feet. ' • 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. 1 1 1 1 1 Laboratory -Testing 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 Sam les {' t Opt►mumMaxrmum Dry - p W x ", , ''Densit Noy" r `'So�1Type ,Moisture % ,m ir DCnMMo 1 Brown, Silty CLAY 8.0 128.0 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 10.0 124.0 SAND S 1 1 1 1 1 1 1 REDHAWK HP, LTD Tract 23064-1/Redhawk Development September 30, 1997 J.N. 569-96 Page 5 Sample` „ Optimum Maximum Drys L'ot No Soil,Type � ;�"' � ,t F,+ 1VId►sture � � nDensity�,��;;! .:i: t+ 14 _._'...arIndex?, 33 33 -35 15 Low 10 Tan, fine to Sandy Silty mix 10.0 127.0 11 Tan, fine to coarse SILT, trace of 10.0 130.0 Grave 12 Reddish brown SAND to light 8.0 129.0 SAND 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 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 tSample Locatron Represeatative'Lots Expansron= ,=Expansion' L'ot No ; �1_ '..� .:i: .= .m. , •��_ _._'...arIndex?, 33 33 -35 15 Low 4 4,5 1 Very Low W G I [] I REDHAWK HP, LTD Tract 23064-1/Redhawk Development September 30, 1997 J.N. 569-96 Page 6 Sample Locatton < < ; Representattve Lots;: g `'U :� ` ° Expansion � €.s.'.` Index .. ; Expansion x ; „ Potenhal 1 1 -3 18 Low 30 30-32 3 Very Low 50 50-56 4 Very Low 57 57-61 3 Very Low 67 67-71 2 Very Low 16 16,17 2 Very Low 20 20,21 1 Very Low 24 24,25 1 Very Low 26 26,27 0 Very Low 28 28,29 5 Very Low 42 42,43 32 Low 44 44,45 52 Medium 40 40,41 2 Very Low 38 38,39 2 Very Low 36 36,37 1 Very Low 8 8-12 6 Very Low 62 62-66 4 Very Low 72 72-76 4 Very Low 77 77-83 5 Very Low 48 46-51 0 Very Low 70 67-75 0 Very Low 55 52-61 0 Very Low 7 REDHAWK HP, LTD Tract 23064-1/Redhawk Development September 30, 1997 J.N. 569-96 Page 7 • Soluble sulfate contents were also determined for typical samples of soil existing at grade. Table IV, below, presents the results. TABLE IV 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 MaxjmurmumrDepth Locahon/Lot LoisNo "� ° , Mitel. ' ��;. �"ofFdl�.� 5� 1` r� w,r a eRL tYp 51.1 ftp s. 8- 12 .,a>axuui 1 0.0090 62-66 2 F 0.0027 72-76 F 16 0.0024 77-83 0 5 0.0063 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 W MaxjmurmumrDepth LoisNo "� ° , ' 1 =�' �Cut/F�IUTi•ans►hon� �-� � ' ��;. �"ofFdl�.� 5� 1` r� w,r a eRL '4' ftp .r.; .,a>axuui 1 F 26 2 F 23 3 F 16 4 C 0 5 C 0 6 C 0 7 C 0 8 C 0 W I 11 C [1 REDHAWK HP, LTD Tract 23064-1/Redhawk Development September 30, 1997 J.N. 569-96 Page 8 Lot No ! ass.. . •. CutIfil 112T,ransttion • ••.. •ia -...,_ .aet aE't . a- x of Fill i „! 9 F 20 10 F 13 11 F 12 12 F 10 13 F 21 14 F 20 15 F 5 16 F 14 17 F 11 18 F 4 19 F 7 20 F 14 21 F 33 22 F 25 23 F 25 24 F 28 25 T 28 26 F 28 27 F 26 28 F 28 29 F 21 30 T 27 31 T 27 F LI LJ 1 REDHAWK HP, LTD Tract 23064-1/Redhawk Development September 30, 1997 J.N. 569-96 Page 9 9 s a Lot No C C L ._ i .+ ' k7 it t v sail r .� - �Cut/F�IUTrans►don =s S 0.� i �i S6+ 5 "i i Y t 3 Maximum Depth a .4si '". 5'S�7Rw r, �:of Filh �., fi i' T 4fit Y 3? ml 0. » ft 32 T 27 33 F 27 34 F 26 35 T 25 36 T 22 37 T 27 38 T 28 39 T 38 40 T 37 41 T 32 42 T 30 43 T 28 44 F 20 45 F 27 46 F 26 47 T 22 48 F 21 49 F 20 50 F 16 51 F 13 52 F 22 53 F 24 54 F 22 w /D I I 1 [1 REDHAWK HP, LTD Tract 23064-1/Redhawk Development September 30, 1997 J.N. 569-96 Page 10 Lot�OS `�` .r.T .. °�. ,-t, Cnt/FilUTrans►t�on r `n 4 ti k6 6ti �.�� �,tr � 4• �i{!� 3'� ,dr � ..8,x`: Maximum Depth -� �' E „ of Fill Y �P. ft x 55 F 14 56 F 18 57 F 32 58 F 31 59 F 17 60 F 30 61 F 33 62 F 35 63 F 33 64 F 33 65 F 35 66 F 31 67 F 20 68 F 29 69 F 33 70 F 33 71 F 15 72 F 26 73 F 37 74 F 38 75 F 38 76 F 28 77 F 28 I I 1 [1 I REDHAWK HP, LTD Tract 23064-1/Redhawk Development September 30, 1997 J.N. 569-96 Page 11 FOUNDATION -PARAMETERS Bearing -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 0.75 inch, and differential settlements less than 0.25 inch over a span of approximately 30 feet. The majority of this settlement should occur during building construction as loads are applied. 12- L Wn LotNoz ; }_` GatIF►11/Iransittonr` t,' ,:iofF►ll_ 'Ka -�a , 3,,rF . tia Tvu� :c r. .r t.a,14 ^r�•. =xi ,oxer 78 F 13 79 F 13 80 F 36 81 F 42 82 F 38 83 F 21 FOUNDATION -PARAMETERS Bearing -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 0.75 inch, and differential settlements less than 0.25 inch over a span of approximately 30 feet. The majority of this settlement should occur during building construction as loads are applied. 12- I I I I I I 1 I I I I I I I I U I I REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 12 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. Eootings 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.) ExpansiYe SoiLConsidffations Soils underlying the subject lots exhibit a very low to medium expansion potential as classified in accordance with UBC Table 18 -I -B. Standard footing depths of 12 inches for a one-story and 18 inches for a two-story structure may be utilized for most lots. However, additional slab thickness, footing sizes and reinforcement should be provided, as required, by the project architect or structural engineer. to /3 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 13 ' Cut lots with clay seams exposed should utilize design values for highly expansive soils. ' Very -Law Expansion-- 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 -B. For this condition, it is recommended that footings and floors be constructed and reinforced in accordance with the following minimum criteria. However, additional slab thickness, footing sizes and reinforcement should be provided as required by the project architect or structural engineer. Standard depth footings may be used with respect to building code requirements for the planned construction (i.e., 12 inches deep for one-story construction and 18 inches deep for two-story construction). Interior continuous footings for two-story construction may be founded at a minimum depth of 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. ' Exterior isolated pad footings intended for support of roof overhangs, such as patio covers, should be a minimum of 24 inches square and founded at a ' minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced 18 inches on center, both ways, near the bottom of the footings. - Living area concrete floor slabs should be 4 inches thick and reinforced with 6 -inch by 6 -inch, No. 10 by No. 10 welded -wire mesh; or with No. 3 bars spaced 24 inches on center, both ways. All slab reinforcement should be supported on concrete chairs or brick to ensure the desired placement near mid - depth. - Living area concrete floors should be underlain with a moisture vapor barrier consisting of a polyvinyl chloride membrane such as 6 -mil visqueen or 1 it // I I I I d REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 14 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 rom 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. 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. Medium_Expansion-- Results of our laboratory expansion index tests indicate onsite soils exhibit a medium expansion potential, as classified in accordance with UBC Table No. 18 -I -B. Based on subsurface soil stratigraphy, a weighted plasticity index of 21 was determined for the building site in accordance with UBC Section 1815. The minimum design and construction details presented below are based on the above soil conditions and are recommended to mitigate the effects of moderately expansive soils. These recommendations are minimum recommendations and have been developed based on the previous experience of this firm on projects with similar soil conditions. 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. Since the site is underlain by soil materials that exhibit a medium expansion potential, 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., 12 -inch -minimum depth for one-story construction and 18 -inch -minimum depth for two-story construction). All interior continuous footings for both one- and two-story construction may �s I REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 ' Page 15 ' be founded at a minimum depth of 12 inches below the lowest adjacent final grade. All continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. 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 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, near the bottoms of the footings. 5. 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 Ishould penetrate to a minimum depth of 12 inches into the subgrade soils ET Building- loor_ bbs 1. Based on an effective plasticity index of 21 for the upper 15 feet of the foundation materials and considering the medium expansion potential for the subgrade soils, 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. ' 2. 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 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. 1 3. Garage floor slabs should have a minimum slab thickness of 4 inches 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. 4. 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 a minimum of two No. 4 bars, one top and one bottom. 5. 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 Ishould penetrate to a minimum depth of 12 inches into the subgrade soils ET I 0 n I 1 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Bedhawk Development J.N. 569-96 Page 16 Presaturation of the subgrade soils will promote uniform curing of the concrete and minimize the development of shrinkage cracks. • High_Expansion LatsA_and_6_) -- 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. -Footings 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. 4 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 -- inches square and founded at a minimum depth of -- inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of -- inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, near the bottoms of the footings. - Building-RoaLSlabs 1. A minimum slab thickness of 4 inches and reinforcement consisting of No. 3 bars spaced a maximum of 36 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. it /? ' REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 ' Page 17 ' 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 1 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. t5. 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 t beam should be reinforced with a minimum of two No. 4 bars, one top and one bottom. ' 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, t 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 12 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 A /8' I ' REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 18 ' slabs: 2, 3 and 4 inches thick for medium, high and very high expansive potential soils, respectively. ' Footings ' 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 1 I 1 I [1 Cl not be placed in slab -on -grade areas unless they are compacted to at least 90 percent of maximum dry density.) S-oluble,Sulfate-Analysis 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. .: ::.0 01:7.9 The active earth pressure to be utilized for retaining wall design may be computed as an equivalent fluid having a density of 40 pounds per cubic foot when the slope of the backfill behind the wall is level and 68 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 60 ponds per cubic foot for level backfill. All retaining walls should be provided with weep holes and/or pipe and gravel sub -drains. 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. I it �7 I H 1 1 I 1 1 C' 1 11 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 19 • 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. The pipe should be encased in a I -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 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. Waterproofing 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. OW I 1 1 1 1 r 1 1 1 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 20 Retaining—Wa11 Backfill 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 -Footings 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. Thickness_andExpansion_Joint-S.pacing 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 VI! I 1 1 1 1 1 1 I 1 1 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 21 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.6 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. Ed"eams_(_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 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. Snbgrade 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 A .11Z I 1 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 22 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. 1 I i • 1 1 / \ 1 a EootingEmbrdmeat 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. Rein forcement_and-Positive 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 I M I I 0 LI 1 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 23 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 planar walls in a similar manner as recommended for masonry block walls. • Onsite soils are fine- to coarse-grained and will require mechanical effort to achieve proper compaction. All backfill should be compacted to a minimum ' 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 .;N I I F REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 24 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. POST -CONSTRUCTION AND LONG-TERM EFEE CTS OF EXPANSLVE-OILS The preceding recommendations for design of foundations and floor slabs for the residence and other site improvements are provided to mitigate distress related to effects of moderately expansive soils. However, our experience has shown that over long time periods, expansive soils can and do result in some differential movement of structures built on them. Consequently, a certain amount of cracking and/or horizontal and vertical displacement can generally be anticipated. 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 surficial instability. • The landscaping for all cut -and -fill slopes should consist of a deep-rooted, drought -resistant and maintenance -free plan species. A landscape architect should be consulted to determine the most suitable ground cover for both cut -and -fill slopes. If landscaping cannot be provided within a reasonable period of time, jute matting or equivalent, or a spray -on product designed to seal slope surfaces should be considered as a temporary measure to inhibit surface erosion. • Irrigation systems should be installed on slopes exceeding a height of 10 feet and a watering program then implemented which maintains a uniform near -optimum 07.0 ' REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 ' Page 25 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. ' Irrigation systems should be constructed at the surface only. Construction of sprinkler lines in trenches should not be allowed without prior approval from this ' firm. • During construction of the proposed drainage facilities, care must be taken to ' avoid placement of loose soil on the slope surfaces. • A permanent slope maintenance program should be initiated. Proper slope maintenance must include the care of drainage and erosion control provisions, ' rodent control and timely repair of leaking irrigation systems. ' Provided the above recommendations are followed with respect to slope drainage, maintenance and landscaping, the cut -and -fill slopes are expected to be surficially stable and to remain so under normal conditions. EUTURE_IMP_RO V_EMENT.S Should any new structures or improvements be proposed at any time in the future, I I 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. 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. W CUO I 1 d IJ 1 1 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 26 This report has not bee prepared for use by parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. P_OSTGRADIN-G_OBSERYATIODLS 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_Comtruction - 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. - 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. • asonrrvGarden Walls_and-Planter Walls - Observe all footing trenches when first excavated to ascertain depth and competent soil bearing conditions. 017 I ' REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 ' Page 27 Reoliserve 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 Matwork_C_onstruction ' Observe and test subgrade soils below all concrete flatwork areas to ascertain relative compaction, moisture content and moisture penetration. • Utilitysrench Backfill - Observe and test placement of all utility trench backfill. • Regrading [1 1 - Observe and test placement of any fill to be placed above or beyond the grades shown on the grading plan. AdditionaLOonsiderations 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. 10 REDHAWK HP, LTD September 30, 1997 Tract 23064-1/Redhawk Development J.N. 569-96 Page 28 We appreciate this opportunity to be of service. If you have any questions, please contact this office. Respectfully submitted, PETRA GEOTECHNICAL, INC. Lisa A. Battiato Staff Geologist e.*Gl N E�q�',� , ," �� it7)C f Siamak Ja oudi, PhD c� y Principal Engineer oxo, 2 RCE 36641 _ LAB/SWJ/SJ OF � CUF'�4 Attachments: Table I - Summary of Field Density Tests Plates 1 through 3 - Geotechnical Maps Distribution: (4) Addressee (2) County of Riverside Planning Department Attention: Mr. Abdul Behnawa PROF No. 3664] &atv'3od, a CAL I ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 12/26/96 1 N 65 SLOPE 1104 11.7 116.6 11 90 12/26/96 2 N 65 SLOPE 1105 12.2 118.6 11 91 12/26/96 3 N 63 SLOPE 1103 13.3 113.3 9 91 ' 12/26/96 4 N 65 SLOPE 1105 14.4 116.8 11 91 12/26/96 5 N 65 SLOPE 1106 13.6 116.4 11 90 ' 12/26/96 6 N 61 1101 12.8 118.7 14 90 12/26/96 7 N 61 1102 12.8 118.6 15 90 ' SLOPE 1106 13.4 117 11 90 12/26/96 8 N 65 12/26/96 9 N 64 SLOPE 1107 14.4 114.9 1 90 12/26/96 10 N 64 SLOPE 1108 12.6 117.5 11 90 12/26/96 11 N 63 SLOPE 1107 12 120.7 11 93 12/26/96 12 N 63 SLOPE 1108 11.4 117.8 11 91 12/27/97 13 14 N 61 1108 13.5 115.7 11 89 12/27/97 14 17 N 61 13.1 115.8 11 89 12/27/97 15 N 65 SLOPE 1108 13.3 119.5 14 91 12/27/97 16 N 65 SLOPE 1109 12.2 121.5 14 92 ' 12/27/97 17 N 61 13.1 118.3 11 91 12/27/97 18 N 62 SLOPE 1110 12.4 118.1 11 91 12/27/97 19 N 62 SLOPE 1111 13.2 118.3 11 91 12/27/97 20 N 62 SLOPE 1112 11.9 122.1 14 93 12/27/97 21 N 60 SLOPE 1110 8.5 118.7 11 91 12/27/97 22 N 60 SLOPE 1111 9.8 117.3 11 90 t12/30/96 23 N 64 SLOPE 1113 11 116.5 3 92 12/30/96 24 N 64 SLOPE 1115 11.3 124.1 14 94 ' 12/30/96 25 N 61 SLOPE 1112 13.6 113.5 3 90 1 1 I 10 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO.' COMP. (FT) (%) (PCF) (%) . 12/30/96 26 N 61 SLOPE 1113 14.5 116.6 2 90 12/30/96 27 N 61 SLOPE 1114 11.2 117.2 2 91 12/30/96 28 N 61 SLOPE 1116 11 116 2 90 12/30/96 29 N 63 SLOPE 1113 14.6 115.8 2 90 12/30/96 30 N 63 SLOPE 1114 12.9 120.3 14 91 12/30/96 31 N 65 1118 9.2 117.5 2 91 12/30/96 32 N 65 1119 13.3 118.9 16 91 ' 12/30/96 33 N 62 SLOPE 1113 13.3 117.2 2 91 12/30/96 34 N 62 SLOPE 1114 12.8 115.5 2 90 ' 12/30/96 35 N 66 SLOPE 1116 12.2 118.3 16 91 12/30/96 36 N 66 SLOPE 1117 11.5 123.3 14 90 ' 12/31/96 37 N 61 1119 10.3 122.9 3 90 1 12/31/96 38 N 61 1120 12.1 119.4 2 90 12/31/96 39 N 62 SLOPE 1116 12.3 121.7 2 90 ' 12/31/96 40 N 62 SLOPE 1117 12.2 119.2 2 91 12/31/96 41 N 65 1120 11.8 116.9 2 90 ' 12/31/96 42 N 65 1121 12.4 120.5 14 91 12/31/96 43 N 64 SLOPE 1118 11 124.3 2 91 12/31/96 44 N 64 SLOPE 1119 11.6 122.6 16 91 12/31/96 45 N 62 1118 12.4 121.6 2 91 12/31/96 46 N 62 1119 12.6 120.3 2 90 12/31/96 47 N 62 1120 10.4 122.1 16 91 ' 12/31/96 48 N 60 SLOPE 1118 10.3 122.2 14 93 12/31/96 49 N 60 SLOPE 1119 11.3 117 16 90 12/31/96 50 N 64 SLOPE 1120 14 116 2 90 2 1 - REDHAWK DEVELOPMENT PARTNER ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE J.N. 569-96 LOCATION ELEV MOIST. DRY MAX REL. DEN. NO. COMP. ' (FT) (%) (PCF) 12/31/96 51 N 64 SLOPE 1121 12.9 118.1 16 91 ' 1/2/97 52 53 N 65 SLOPE 1121 16.1 112.2 2 87 1/2/97 53 58 N 65 SLOPE 16.2 112.1 2 87 1/2/97 54 N 61 1119 12.9 120 16 92 1/2/97 55 N 61 1120 10.9 124.3 14 94 ' 1/2/97 56 N VIA LA COL 1125 10.5 117.3 16 90 1/2/97 57 N VIA LA COL 1126 15.3 114.7 17 90 14 114.9 17 90 1/2/97 58 N 65 1/2/97 59 N 63 1123 15.1 115.2 17 90 ' 16 91 1/2/97 60 N 63 1124 14.4 118.7 1/2/97 61 N 60 1122 12.5 121.2 14 92 1/2/97 62 N 60 1123 16 115 17 90 1/2/97 63 N 60 1124 15.1 116.7 16 90 1/2/97 64 N CORTE SABR 1087 12.7 114.9 17 90 1/2/97 65 N CORTE SABR 1088 13.6 116 12 90 1/3/97 66 N 64 SLOPE 1124 9.4 121.8 15 92 ' 1/3/97 67 N 64 SLOPE 1125 10.4 116.2 2 90 1/3_/97 68 N 61 SLOPE 1122 12.8 118.1 2 92 ' 1/3/97 69 N 61 SLOPE 1123 9.6 122.1 14 93 1/3/97 70 N 63 1122 11.1 116.8 2 91 ' 1/3/97 71 N 63 1123 7.5 118 16 91 1/4/97 72 74 N 47 1089 15.4 113.5 2 88 ' 1/4/97 73 N 47 1090 , 13.2 118.3 2 92 1/4/97 74 N 47 14.5 115.9 2 90 1/4/97 75 N 62 SLOPE 1124 12.4 114.9 1 90 3 -7-le ;�3` & 4`_/ 3Z I REDHAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. 1 71 (FC) (%) (PCF) MY 1/4/97 76 N 62 SLOPE 1125 10 122.5 14 93 ' 1/4/97 77 N 14 1128 12.9 118 2 91 1/4/97 78 N 14 1129 12.5 113.6 3 90 ' 1/4/97 79 N 65 1128 14.2 116.7 2 90 1/4/97 80 81 N 65 1129 11.2 112.9 1 88 1/4/97 81 N 65 10.9 117.5 1 92 1/4/97 82 N CORTE SABR 1092 12.7 116.1 2 90 ' 1/4/97 83 N CORTE SABR 1093 13.4 116.8 2 91 1/6/97 84 N 60 SLOPE 1127 10.6 116.5 2 90 ' 9.7 119.4 14 90 1/6/97 85 N 60 SLOPE 1128 1/6/97 86 N 60 SLOPE 1129 13.1 119.4 14 90 1/6/97 87 N 61 1126 10.9 117 2 91 1/6/97 88 N 61 1127 11.8 120.3 14 91 1/6/97 89 N 62 SLOPE 1127 10.9 121.6 14 92 ' 1/6/97 90 N 62 SLOPE 1128 10.9 122.2 14 93 1/6/97 91 N 66 SLOPE 1128 11.3 120.2 14 91 ' 1/6/97 92 N 66 SLOPE 1129 10.2 121.6 14 92 1/6/97 93 N 62 SLOPE 1129 8.8 121.1 14 92 1/6/97 94 N 62 SLOPE 1130 9.6 121.4 14 92 1/6/97 95 N 62 SLOPE 1131 10.9 123.5 14 94 ' 1/6/97 96 N 13 1131 9.5 117.6 2 91 1/6/97 97 N 13 1132 12.3 117.9 2 91 1/7/97 98 N 64 1131 11.1 117.3 2 91 1/7/97 99 N 65 1132 12.7 115.6 1 90 ' 1/7/97 100 N 65 1133 10.7 123.6 14 94 4 1 71 ' REDHAWK DEVELOPMENT PARTNER TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (F'C) (%) (PCF) (%). ' 1/7/97 101 N 63 SLOPE 1132 12.1 120.8 14 92 ' 1/7/97 102 N 63 SLOPE 1133 9.9 119.7 14 91 1/7/97 103 N 60 1133 9.2 118 11 91 ' 1/7/97 104 N 60 1134 11.2 118.3 11 91 1/7/97 105 N CORTE ORIZ 1133 9.2 118.1 11 91 1/7/97 106 N CORTE ORIZ 1134 6.6 117.1 •I1 90 1/7/97 107 N 61 SLOPE 1133 8.7 1209 14 92 ' 1/7/97 108 N 61 SLOPE 1134 11.2 119 14 90 1/7/97 109 N 65 SLOPE 1133 8 121.6 14 91 ' SLOPE 1134 9 118.6 11 92 1/7/97 110 N 65 1/8/97 111 N 22 1103 15.6 114.8 11 88 ' 12.5 117.5 11 90 1/8/97 112 112 N 22 ' 1/8/97 113 N 52 1097 13.6 116.8 11 90 1/8/97 114 N 52 1098 12 119.2 14 90 ' 1/8/97 115 N CORTE SABR 1087 11.9 115.7 1 90 1/8/97 116 N CORTE SABR 1088 10.1 115.5 1 90 ' 1/8/97 117 N CORTE SABR 1089 10.9 115 1 90 1/8/97 118 N 14 1138 11.1 119.5 14 91 1/8/97 119 N 14 1139 9.7 123.2 14 93 1/8/97 120 N 64 1135 13.4 117.5 11 90 ' 1/8/97 121 N 64 1136 13.5 117.4 11 90 1/8/97 122 N 84 1089 8.6 123.2 18 92 t1/8/97 123 N 84 1091 11.8 121 14 92 1/9/97 124 N 64 1138 7.8 115.8 1 90 ' 1/9/97 125 N 65 1139 8.8 114.1 3 90 S 1 I IV I REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (Fr) (%) (PCF) MY 1/9/97 126 N 14 1137 8.9 115.7 1 90 1/9/97 127 N 14 1138 8.8 114.2 3 90 1/9/97 128 N 53 1097 12.4 117 2 91 ' 1/9/97 129 N 53 1098 9 121.8 14 92 1/9/97 130 130 N CORTE SABR 1093 12.8 114.1 2 88 ' 1/9/97 131 N CORTE SABR 9.5 116.7 2 90 1/9/97 132 N CORTE SABR 1095 10.5 120.2 14 91 1/9/97 133 135 N 57 SLOPE 1103 12.5 113.6 1 89 1/9/97 134 136 N 57 SLOPE 1104 11.1 111.2 1 87 ' 10.7 115 1 90 1/9/97 135 N 57 SLOPE 1/9/97 136 N 57 SLOPE 10.8 116.7 1 91 ' 1/10/97 137 N 46 1105 12.6 118.8 1 93 ' 1/10/97 138 N 46 1106 10.9 124.3 14 93 1/10/97 139 N CORTE SABR 1123 9.4 112.3 7 90 1/10/97 140 N CORTE SABR 1124 8.1 112.2 7 90 1/10/97 141 N 53 1098 13.8 113.3 7 91 ' 1/10/97 142 N 53 1099 13.5 115.6 1 90 1/10/97 143 148 N 57 SLOPE 1106 13.1 111.3 1 87 ' 1/10/97 144 N VIA LA COL 1140 9.9 118.2 2 92 1/10/97 145 N VIA LA COL 1141 12.6 120.5 14 91 1/10/97 146 N 64 SLOPE 1140 11.3 114.9 1 90 1/10/97 147 N 64 SLOPE 1139 12.8 117.2 2 91 ' 1/10/97 148 N 57 SLOPE 12.4 112.8 7 90 1/10/97 149 N 57 SLOPE 1107 11.5 112.8 7 90 1/17/97 150 N 46 1114 12.4 116.8 2 91 6 I REDHAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. ' (FT) (%) (PCF) (%) 1/17/97 151 N 46 1115 12.7 116.6 2 90 ' 1/17/97 152 N 43 1118 10.3 117.6 2 91 1/17/97 153 N 43 1119 11.1 115.5 1 90 ' 1/17/97 154 N CORTE SABR 1123 11.1 122.5 4 94 1/17/97 155 N CORTE SABR 1125 12.2 120.5 4 92 ' 1/17/97 156 N CORTE SABR 1126 9.5 117.2 2 92 1/17/97 157 N CORTE SABR 1127 11.8 121.5 4 93 ' 14.3 115.7 1 90 1/17/97 158 N CORTE SABR 1120 1/17/97 159 N CORTE SABR 1121 10.8 117.1 2 91 ' 1/17/97 160 N 21 1112 14.3 114.9 1 90 1/17/97 161 N 21 1113 13.5 114.8' 1 90 ' 1/18/97 162 N 25 1127 7.8 119.7 4 91 ' 1/18/97 163 N 25 1128 10.8 122.6 4 94 1/18/97 164 N 22 1117 13 119.2 4 91 ' 1/18/97 165 N 22 1118 12.9 118.5 4 90 1/18/97 166 167 N 52 1103 9.7 106 1 83 ' 1/18/97 167 N 52 12.2 119.6 4 91 1/18/97 168 N 51 SLOPE - 1105 13.8 116.2 2 90 ' 1/18/97 169 N 51 SLOPE 1106 13.1 118.2 4 90 1/18/97 170 N 48 1109 13 120.1 4 92 1/18/97 171 N 48 1110 14.1 117.2 2 91 1/20/97 172 N CORTE SABR 1113 14.2 116.9 2 91 1/20/97 173 N CORTE SABR 1114 12.2 121.5 14 92 1/20/97 174 N CORTE SABR 1123 12.5 119.8 4 91 1/20/97 175 N CORTE SABR 1124 11.8 123 18 92 7 O I '14- 3 eREDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. O DATE NO. TYPE DEN. , NO. COMP. (FT) (%) (PCF) (%) . 1/20/97 176 N 41 1128 9.9 127.7 18 95 1/20/97 177 N 40 1129 11.2 123.7 14 94 1/20/97 178 N VIA LA COL 1115 13.1 119.6 4 91 e1/20/97 179 N VIA LA COL 1116 11.1 121.7 4 93 1/20/97 180 182 N 46 1119 14.2 112.8 2 87 1/20/97 181 N 46 1120 11.9 121 4 92 1/20/97 182 N 46 14.3 118.8 4 91 1127 12.1 120.2 14 91 1/20/97 183 N 24 1/20/97 184 N 24 1128 11.8 122.7 18 92 1/20/97 185 N 24 1129 12.6 122.7 14 93 1/20/97 186 N 57 SLOPE 1109 13.4 118.7 4 91 1/21/97 187 N 57 SLOPE 1110 12.5 119.4 4 91 ' 1/21/97 188 N 41 1130 12.9 123.4 18 92 1/21/97 189 N 41 1131 11.2 122.6 18 91 ' 1/21/97 190 N 45 1125 11.2 120.3 4 92 1/21/97 191 N 45 1126 11.5 122.1 18 91 r ' 1/21/97 192 N 51 1103 11.6 116 2 90 1/21/97 193 N 51 1105 13.3 117.3 2 91 1/21/97 194 N 51 SLOPE 1109 11.8 113.9 5 90 1/21/97 195 N 51 SLOPE 1111 11.5 115.5 1 90 ' 1/21/97 196 N CORTE SABR 1124 11.3 121.5 14 92 1/21/97 197 N CORTE SABR 1125 13.7 118.1 4 90 ' 1/21/97 198 N 42 1129 12.3 123.2 4 94 1/21/97 199 N 42 1130 11.1 124.1 14 94 1/22/97 200 N 51 SLOPE 1110 11.2 123.5 18 92 8 3 1 3f REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (IT) (%) (PCF) M, 1/22/97 201 206 N 51 SLOPE 1112 10.5 112 1 88 1/22/97 202 N 52 1119 12.4 120.3 14 91 1/22/97 203 N 52 1121 13.1 119.6 14 91 O1/22/97 204 N 43 1127 10.6 122.1 18 91 1/22/97 205 N 43 1128 12.5 121.3 18 91 O1/22/97 206 N 51 SLOPE 10.7 120.4 18 90 1/22/97 207 N 58 SLOPE 1113 11.5 107.5 19 92 1/22/97 208 N 58 SLOPE 1114 11.4 113.7 5 90 1/22/97 209 N 52 SLOPE 1115 12.9 120 14 91 t 1116 12.1 121 18 90 1/22/97 210 N 52 SLOPE 1/22/97 211 N 21 1125 12.1 121.1 18 90 1/22/97 212 N 21 1126 11.8 121 14 92 a 1/22/97 213 N 43 CORTE SABR 1128 11.4 125.8 18 94 1/22/97 214 N CORTE SABR 1129 9.9 126.7 18 95 1/24/97 215 N 43 1126 12.1 120.9 14, 92 1/24/97 216 N 43 1128 11.1 121.3 14 92 1/24/97 217 N 45 1122 12.8 118 4 90 1/24/97 218 N 45 1123 12.9 117.6 2 91 1/24/97 219 N 44 1124 12.7 120.4 14 91 1/24/97 220 N 53 1116 12A 118.1 4 90 1/24/97 221 N 53 1117 12.1 119 4 91 1/24/97 222 N 57 1115 14 115.1 1 90 1/24/97 223 N 57 1116 12.7 119.1 4 91 1/24/97 224 N 51 SLOPE 1116 12 119 14 90 ' 1/24/97 225 N 51 SLOPE 1117 124 121.5 18 91 9 1 3f tREDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 1/24/97 226 N VIA LA COL 1119 12.6 121 18 90 ' 1/24/97 227 N VIA LA COL 1120 11.3 123.6 18 92 1/24/97 228 N 66 1140 6.8 117.3 2 91 ' 1/24/97 229 230 N 66 1141 14.5 115.1 4 88 1/24/97 230 N 66 13.4 118.8 4 91 ' 1/24/97 231 N 62 1141 9.2 126.7 18 95 1/24/97 232 N 62 1142 12.2 121.9 18 91 ' SLOPE 1142 10.7 124 18 93 1/24/97 233 N 14 1/24/97 234 N 14 SLOPE 1143 12.2 120.1 14 91 ' 108.6 1 85 1/25/97 235 237 N 53 SLOPE 1117 9.3 1/25/97 236 N 53 S;P[E 1118 8.1 120.5 14 91 1/25/97 237 N 53 SLOPE 7.5 116.6 2 90 ' 1/25/97 238 N 55 SLOPE 1115 15.1 115.7 2 90 1/25/97 239 N 55 SLOPE 1116 15.3 116.4 2 90 ' 1/25/97 240 N 55 SLOPE 1117 12.6 115 1 90 1/25/97 241 N 61 SLOPE 1129 14 117.8 4 90 ' 1/25/97 242 N 61 SLOPE 1130 11.1 122 4 93 1/25/97 243 N 63 1141 13.2 118.3 4 90 ' 1/25/97 244 N 63 1142 10.5 120.6 14 91 1/25/97 245 N 13 1144 11.2 120.1 14 91 ' 1/25/97 246 N 13 1145 10.5 115.6 1 90 1/28/97 247 N CORTE SABR 1129 14 117.8 4 90 ' 1/28/97 248 N CORTE SABR 1130 12.2 119.6 4 91 1/28/97 249 N 23 1126 12.9 117.1 2 91 t1/28/97 250 N 23 1127 10.6 123.7 18 92 10 1 n 0 I 1 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. 1 DATE NO. TYPE DEN. NO. COMP. 1 (FT) (%) (PCF) M. 1/28/97 251 253 N 52 1118 14.5 113.7 2 88 1 1/28/97 252 N 52 1119 9.5 118.5 4 90 1/28/97 253 N 52 14.2 115.8 1 90 1 1/28/97 254 N 53 1119 14.5 115.2 1 90 1/28/97 255 N 66 1143 8.2 118.6 2 92 1 1/28/97 256 N 66 1144 8.8 115.6 1 90 1/28/97 257 N 64 1144 7.8 115.4 1 90 1 1/28/97 258 N 14 1145 8.1 116.8 2 91 1/28/97 259 N 14 1146 7.3 118 4 90 1 1128 12.6 119.7 4 91 1/28/97 260 N 60 SLOPE 1/28/97 261 N 60 SLOPE 1129 10.7 115.8 1 90 1 1/28/97 262 N 56 SLOPE 1121 12.5 117.8 4 90 1 1/28/97 263 N 56 SLOPE 1122 14.7 116.6 1 91 1/29/97 264 N 48 1127 14.6 117.7 2 91 1 1/29/97 265 N 48 1129 11.4 113.3 3 90 1/29/97 266 N CORTE SABR 1128 10.6 114.2 3 90 1 1/29/97 267 N 22 1129 13.1 121.5 4 93 1/29/97 268 N 22 1130 12 120.8 4 92 1 1/29/97 269 N 61 1145 10.8 116.6 2 90 1/29/97 270 N 61 ' 1146 8.7 115.2 1 90 1 1/29/97 271 N 65 SLOPE 1142 12.2 118.3 4 90 1/29/97 272 N 65 SLOPE 1143 9.1 120.8 4 92 1 1/30/97 273 284 N 24 1134 14.1 111.7 5 88 1/30/97 274 N 24 1135 11.6 119.1 4 91 1 1/30/97 275 N VIA LA COL 1130 10.3 118.4 4 90 // 1 1 -ne, .So6`,-/ y0 I hal REDFIAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%), 1/30/97 276 N VIA LA COL 1131 10.4 121.1 18 90 ' 1/30/97 277 N 57 SLOPE 1130 8.3 117 2 91 1/30/97 278 N 57 SLOPE 1131 10.4 122.1 18 91 ' 1/30/97 279 N 60 SLOPE 1133 9.1 125.8 18 94 1/30/97 280 N 60 SLOPE 1134 11 124.1 18 93 ' 1/30/97 281 N ACCESS ROA 1128 8.4 114.1 5 90 1/30/97 282 N ACCESS ROA 1129 13.3 117.6 5 92 ' 1/30/97 283 N 51 1130 8.5 116.4 5 92 1/30/97 284 N 24 12.5 122.2 18 91 ' 10 121.1 18 90 1/30/97 285 N 52 SLOPE 1125 1/30/97 286 S 61 SLOPE 1136 7.8 114.3 5 90 ' 1/30/97 287 S 59 SLOPE 1130 8.6 113.9 5 90 ' 1/30/97 288 306 S 55 SLOPE 1126 8.1 111.2 5 88 1/31/97 289 N 26 1137 15 115.4 5 91 ' 1/31/97 290 N 26 1138 9.6 120.2 4 92 1/31/97 291 N 23 1135 13.8 115.3 8 92 ' 1/31/97 292 N 23 1136 10.8 112.8 7 90 1/31/97 293 N 54 1132 12.1 119.2 1 93 1/31/97 294 N 54 1133 10.6 114.3 5 90 1/31/97 295 297 N 57 1124 10.2 109.6 8 87 ' 1/31/97 296 308 N 57 1125 11.4 112 8 88 1/31/97 297 N 57 8.7 117 5 92 ' 1/31/97 298 N 51 1128 10.3 118.5 5 94 1/31/97 299 N 51 1129 10.9 114.9 5 91 ' 1/31/97 300 N 47 1130 9.5 111.6 9 90 /2 hal ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%). ' 1/31/97 301 N 47 1131 11.5 112.8 7 90 ' 1/31/97 302 N 45 1135 11 119.7 1 94 1/31/97 303 N 45 1136 13.1 113.8 5 90 t1/31/97 304 N 58 SLOPE 1128 9 117.4 5 93 1/31/97 305 N 58 SLOPE 1129 9.5 120.8 2 94 ' 1/31/97 306 N 55 SLOPE 9.1 116.8 5 92 1/31/97 307 N 54 SLOPE 1128 10.7 116.3 5 92 ' 1/31/97 308 N 57 10.3 122.9 4 94 1/31/97 309 N 57 SLOPE 1126 7.5 115.1 5 90 SLOPE/CORT 1128 9.6 114.7 5 91 2/1/97 310 N 2/1/97 311 N SLOPE/COAT 1129 1134 12.2 12.4 113.1 120.3 5 4 90 92 2/1/97 312 N CORTE SABR ' 2/1/97 313 N CORTE SABR 1135 9.9 117.5 2 91 2/1/97 314 N 41 1137 13.1 119.9 4 92 ' 2/1/97 315 N 41 1138 11.3 117.6 2 91 2/1/97 316 N 22 1135 8.7 120.6 4 92 ' 2/1/97 317 N CORTE SABR 1137 12.4 122.2 4 93 2/1/97 318 N 35 1137 10.7 118.3 4 90 ' 2/1/97 319 N 35 1138 11.1 121.4 4 93 2/1/97 320 N 30 1142 11.5 120.8 4 92 ' 2/1/97 321 N 30 1143 14.4 117.8 4 90 2/1/97 322 N 58 SLOPE 1126 13.6 115.1 5 91 ' 2/1/97 323 N 58 SLOPE 1127 10.7 114.6 5 91 2/1/97 324 N 58 SLOPE 1128 14.8 113.1 8 90 ' 2/3/97 325 N CORTE SABR 1138 14.7 119.6 4 91 13 y�- ' REDHAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLEI LOCATION ELEV MOIST. DRY DEN J.N. 569-96 MAX REL. NO. COMP. y3 (FT) (%) (PCF) (%). ' 2/3/97 326 N CORTE SABR 1139 12.3 1293 4 92 ' 2/3/97 327 N 32 1144 12.7 117.8 4 90 2/3/97 328 N 32 1145 10.9 121.9 4 93 ' 2/3/97 329 N CORTE SABR 1144 12.9 115.8 1 90 2/3/97 330 331 N CORTE SABR 1145 15.5 112.1 1 88 2/3/97 331 N CORTE SABR 13 115.7 1 90 2/3/97 332 N CALLESTO V 1149 14.2 113.6 5 90 t2/3/97 333 N CALLESTO V 1150 13.3 117.6 1 92 2/4/97 334 N CORTE SABR 1146 10.4 118 4 90 ' 2/4/97 335 N CORTE SABR 1147 11.7 115.5 1 90 2/4/97 336 N 58 1128 11.3 115.7 1 90 ' 1129 10.6 118.8 4 91 2/4/97 337 N 58 2/4/97 338 N 59 SLOPE 1133 12.2 119 4 91 ' 2/4/97 339 N 59 1134 12 124.5 18 93 2/4/97 340 N 52 SLOPE 1132 13.7 116.5 1 91 ' 2/4/97 341 N 52 SLOPE 1133 13.1 115.2 1 90 ' 2/4/97 342 N 30 1146 13.5 119.4 4 91 2/4/97 343 N 30 1147 13.8 112.9 8 90 2/4/97 344 345 N 37 1138 15.1 107.5 8 85 2/4/97 345 J N 37 11.7 116.8 5 92 2/5/97 346 348 N 25 SLOPE 1160 16.9 111.3 6 87 2/5/97 347 349 N 25 SLOPE 1151 13.9 113.5 6 89 ' 2/5/97 348 N 25 SLOPE 12.7 115.2 1 90 2/5/97 349 N 25 SLOPE 11.6 118 4 90 ' 2/5/97 350 N 31 1148 11.4 119.9 4 92 14 y3 I 4141 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 2/5/97 351 N 31 1149 12.9 120.8 4 92 ' 2/5/97 352 N 38 1141 13.7 117.6 1 91 2/5/97 353 N 38 1142 13 119.2 4 91 ' 2/5/97 354 N 56 1130 11.9 120.9 4 93 2/5/97 355 N 56 1131 16 106.7 20 91 ' 2/5/97 356 N 56 SLOPE 1132 16 112.7 15 91 2/5/97 357 N 56 SLOPE 1133 15.8 112.4 9 91 ' 2/6/97 358 N 29 SLOPE 1166 11.4 122.7 4 94 2/6/97 359 N 29 SLOPE 1167 9.4 120 4 93 ' N 29 SLOPE 1168 10.1 121.2 18 90 2/6/97 360 2/6/97 361 N CORTE SABR 1142 12.2 120.3 4 92 ' 1143 9.6 116.3 2 90 2/6/97 362 N CORTE SABR 2/6/97 363 N CORTE SABR 1144 127 117.3 1 92 ' 2/6/97 364 N 31 1152 11.4 115.3 1 90 ' 2/6/97 365 N 31 1153 11.4 117.5 2 91 2/6/97 366 N 32 1154 12.1 118 4 90 2/6/97 367 N 32 1155 12.4 116.5 1 91 2/6/97 368 N 79 SLOPE 1119 11.5 117.3 2 91 2/6/97 369 N 79 SLOPE 1120 13.1 116.3 2 90 2/6/97 370 N 78 SLOPE 1122 9.7 115.6 1 90 ' 2/6/97 371 N 78 SLOPE 1123 11.9 118.8 2 92 2/6/97 372 N 81 SOPE 1119 10.9 119.2 4 91 ' 2/6/97 373 N 81 SLOPE 1120 12 118.3 2 92 2/7/97 374 N 30 1149 13.3 112.7 9 91 ' 2/7/97 375 N 30 1150 12.7 111.7 9 90 /5 4141 y5 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LbCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 2/7/97 376 N 31 1151 13 118.6 4 91 ' 2/7/97 377 N 29 1144 11.2 115.8 1 90 2/7/97 378 N 29 1145 11.6 117.7 1 92 2/7/97 I 379 N 29 1146 12.5 120.6 4 92 2/7/97 380 N 83 SLOPE 1120 10.5 122 18 91 2/7/97 381 N 83 SLOPE 1121 14.1 118.2 4 90 2/7/97 382 N 78 SLOPE 1124 12.3 118.2 4 90 ' 2/7/97 383 N 78 SLOPE 1125 11.5 119.2 4 91 2/7/97 384 385 N CORTE SABR 1149 13.1 110.5 9 89 ' 15.5 110.3 9 88 2/7/97 385 386 N 2/7/97 386 N 13.1 111.6 9 90 1153 10.3 118.1 4 90 2/7/97 387 N CORTE SABR 2/7/97 388 N CORTE SABR 1154 10.8 119.8 4 91 ' 2/7/97 389 N 81 SLOPE 1123 9.9 120.9 4 92 ' 2/7/97 390 N 81 SLOPE 1124 11.1 121.9 18 91 2/7/97 391 N 79 SLOPE 1126 15.2 116.5 2 90 2/7/97 392 N 79 SLOPE 1127 11.1 123 18 92 2/10/97 393 N 36 1149 8.9 112.7 7 90 2/10/97 394 N 36 1150 12.1 116.2 2 90 2/10/97 395 N 39 1141 11.5 115.5 1 90 ' 2/10/97 396 N 39 1142 12.7 119.1 1 93 2/10/97 397 N 80 SLOPE 1127 11.7 116.2 2 90 ' 2/10/97 398 N 80 SLOPE 1128 12.6 117 1 91 2/10/97 399 N 83 SLOPE 1129 11.1 118.6 4 91 ' 2/10/97 400 N 83 1130 12.8 116.9 2 91 /6 1 y5 I ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%). ' 2/10/97 401 N 83 1130 14.1 114.6 1 90 ' 2/10/97 402 N 83 1131 9.6 120 4 92 2/10/97 403 N 79 SLOPE 1130 13.4 117.7 1 90 ' 2/10/97 404 N 79 SLOPE 1131 12.1 119.8 1 91 2/10/97 405 406 N 82 SLOPE 1133 12.4 110.6 6 87 t2/10/97 406 N 82 SLOPE 11.2 114.9 1 90 2/10/97 407 408 N 80 SLOPE 1133 14.3 111.9 1 87 ' 2/10/97 408 N 80 SLOPE 11.3 114.8 1 90 2/11/97 409 N 33 1153 12.3 115.4 1 90 ' 1154 9.9 116.3 1 91 2/11/97 410 N 34 2/11/97 411 N 82 SLOPE 1135 10.7 120 4 92 ' 1136 12.9 116.8 2 91 2/11/97 412 N 82 2/11/97 413 N 78 SLOPE 1135 11.4 118.3 4 90 ' 2/11/97 414 N 78 1136 9.7 122 4 93 ' 2/11/97 415 N 77 SLOPE 1137 10.2 114.2 3 90 2/11/97 416 N 77 1138 8.8 119 4 91 2/11/97 417 N 82 SLOPE 1137 12.3 117.8 1 92 2/11/97 418 N 82 1138 13.5 115.2 1 90 2/11/97 419 N 30 1163 14.2 111.9 7 90 2/11/97 420 N 30 1164 14.4 117.4 2 91 2/11/97 421 N 40 1143 10 116.6 2 90 2/11/97 422 N 40 1142 9.5 116.7 2 90 ' 2/11/97 423 N 78 1139 8.4 120.2 1 94 2/11/97 424 N 78 1140 10.9 116.1 1 91 ' 2/11/97 425 N 83 1138 8.7 114.7 3 91 17 UG I ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%). ' 2/11/97 426 N 83 1139 9.2 115.8 1 90 ' 2/12/97 427 433 N 25 12.8 110.6 1 86 2/12/97 428 434 N 25 11.4 112 8 89 ' 2/12/97 429 N 29 SLOPE 1151 13.6 118.6 4 91 2/12/97 430 N 29 1152 9.5 116.7 2 90 ' 2/12/97 431 N 25 SLOPE 1143 10.2 119.5 4 91 2/12/97 432 N 25 1144 14.2 117.1 2 91 2/12/97 433 482 B N 25 SLOPE 1176 9.4 109.5 7 88 2/12/97 434 482 A N 25 1175 11.9 109.2 7 87 ' N 36 1153 10 116.5 2 90 2/12/97 435 2/12/97 436 N 36 1154 11.6 118.5 4 90 12.7 111.5 2 90 2/12/97 437 N 35 1155 ' 2/12/97 438 N 41 1141 9.2 123.2 18 92 2/12/97 439 N 41 1142 12.6 116.1 2 90 ' 2/12/97 440 N CORTE SABR 1143 13.7 116.8 2 91 2/12/97 441 N VIA LA COL 1135 13.9 116.1 2 90 ' 2/12/97 442 N VIA LA COL 1136 13.6 117.7 2 191 2/12/97 443 444 N 50 1133 12 113.8 2 88 2/12/97 444 N 50 11.8 115.6 2 90 2/13/97 445 N 31 1159 11.4 119.6 1 93 ' 2/13/97 446 N 33 1161 10.8 117.9 1 92 2/13/97 447 N 30 1167 11.3 117.8 1 92 ' 2/13/97 448 N 1150 10.6 120.4 1 94 2/13/97 449 N 1136 12.8 115.4 1 90 ' 2/13/97 450 N 1136 11.8 116.7 1 91 /8 yr ' REDFIAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' 2/13/97 451 N 31 1169 12.2 117.2 1 91 ' 2/13/97 452 N 1171 11.5 116.9 1 91 2/13/97 453 N 1158 11 112.9 1 92 ' 2/13/97 454 N 1145 12.1 116.1 1 91 2/13/97 455 N 1126 11.7 117.7 1 92 2/13/97 456 N 1127 12.4 115 1 90 2/13/97 457 N 1135 13 114.9 1 90 ' 2/14/97 458 N 74 SLOPE 1131 11.9 119.1 21 90 2/14/97 459 N 74 1132 9.6 121.6 18 91 1135 12.7 120.4 21 91 2/14/97 460 N 74 2/17/97 461 N 27 1145 11 112 7 90 ' 2/17/97 462 N 28 1146 11.6 114.5 6 90 2/17/97 463 N 29 1152 14.5 118.5 4 90 2/17/97 464 N 29 1153 10.5 120.2 4 92 ' 2/14/97 465 N 34 1164 10.5 113.8 7 90 2/17/97 466 N 24 1143 12.4 118.5 5 90 ' 2/17/97 467 N 53 1139 11.3 115.4 1 90 2/17/97 468 469 N 53 1140 7.9 116.3 1 91 2/17/97 469 N 74 11.2 113.7 6 90 2/17/97 470 N 74 1136 11.3 117 2 91 ' 2/17/97 471 N 74 1137 11.1 119 4 91 2/17/97 472 N 30 1172 13.6 113.5 3 90 ' 2/17/97 473 N 30 1173 12.2 117.2 1 92 2/17/97 474 N 31 1174 11.1' 115.3 1 90 2/17/97 475 N 33 1168 10.3 121 4 92 /9 1 Tr';23D6 V`/ yj I ' REDHAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLEI LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. 11 u U4 (FT) (%) (PCF) (%), ' 2/17/97 476 N 34 1168 9 116.8 2 91 ' 2/17/97 477 N 48 1136 12 117.8 4 90 2/17/97 478 N 47 1137 12.8 117.9 4 90 ' 2/17/97 479 N 21 1140 13.8 117.6 2 91 2/17/97 480 N 21 1141 13.8 116.6 1 91 ' 2/18/97 481 N 43 1139 14 114.6 8 91 2/18/97 482A. N 25 1174 12.8 113.9 9 92 ' 2/18/97 482B N 25 1175 11.6 113.7 9 92 2/18/97 483 N 29 1153 14.9 112.3 9 91 ' 1148 12.5 118.7 11 91 2/18/97 484 N CORTE SABR 2/18/97 485 N 23 1146 15.1 114.2 8 91 ' 2/18/97 486 N CORTE SABR 1138 12.7 111.4 9 90 2/18/97 487 N 51 1136 15 111.3 9 90 ' 2/18/97 488 N 22 1142 13.1 118.7 11 91 ' 2/18/97 489 N 54 1142 13.4 117.5 11 90 2/19/97 490 N 38 1155 13.6 112.5 9 91 2/19/97 491 N 40 1152 14.6 112.1 9 90 2/19/97 492 N 26 SLOPE 1150 14.3 114.5 8 91 ' 2/19/97 493 N 24 1151 14.4 115.4 10 91 2/19/97 494 N 22 1145 12.4 112.9 8 90 ' 2/19/97 495 498 N 26 SLOPE 1152 17.5 110.5 8 88 2/20/97 496 N 26 SLOPE 1174 13.6 114.4 8 91 ' 2/20/97 497 N 25 SLOPE 1176 12.8 111.9 9 90 2/20/97 498 N 26 SLOPE 14.9 114.4 8 91 ' 2/20/97 499 N 25 SLOPE 1178 13.6 111.1 9 90. 20 11 u U4 I tREDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) 2/20/97 500 N 26 SLOPE 1180 14.2 114.6 8 91 ' 2/20/97 501 N CORTE SABR 1140 13.9 111.5 9 90 2/24/97 502 N 65 1151 11.4 120.2 4 92 2/24/97 503 508 N 63 SLOPE 1155 10.1 114.8 11 88 2/24/97 504 N 63 1152 12.6 116.7 11 90 ' 2/24/97 505 N 59 1153 11.4 122.9 4 94 2/24/97 506 N 59 1152 13.2 116.3 10 92 ' 2/24/97 507 N 63 1153 11.1 116.8 10 92 2/24/97 508 N 55 12.4 120.1 11 92 1148 13.1 117.9 11 91 2/24/97 509 N 55 2/24/97 510 N 55 1149 10.7 116 10 91 ' 2/24/97 511 N 49 1141 12.1 116.1 8 92 ' 2/24/97 512 N 49 1142 13.2 115.5 8 92 2/25/97 513 N 47 1144 12.4 114.6 8 91 t2/25/97 514 N 39 1156 11.6 114.1 8 91 2/25/97 515 N 39 1157 11.1 115.4 8 92 ' 2/25/97 516 N 41 1154 12.3 114.2 8 91 2/25/97 517 N 41 1155 13.1 115.6 10 91 2/25/97 518 N 43 1147 12.1 121.3 4 93 2/25/97 519 N 43 1148 12.4 117.2 6 92 2/25/97 520 N 45 1146 16, 116.4 6 92 2/26/97 521 522 N 28 1156 14.5 111.4 8 88 ' 2/26/97 522 N 28 13.1 113.4 8 90 2/26/97 523 N 25 1155 13.8 115.7 8 92 ' 2/26/97 524 N 25 1154 12.6 116.3 8 92 2/ so REDFIAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. I 51 (FP) (%) (PCF) (%) 2/26/97 525 N 23 1150 13.5 116 8 92 ' 2/26/97 526 N 63 1152 12.8 117.4 11 90 2/26/97 527 N 63 1153 13.1 119.3 11 92 2/26/97 528 N 66 SLOPE 1153 11.4 116.9 2 91 2/26/97 529 N 66 SLOPE 1154 10.4 117.5 11 90 ' 2/26/97 530 N 59 1155 12.1 119.5 11 92 2/27/97 531 N 69 KEY/SLOPE 1115 12.6 116.1 11 92 ' 2/27/97 532 N 69 1117 12.1 118.7 11 91 2/27/97 533 N 69 1119 13.3 117.9 11 91 ' 2/27/97 534 N 69 1121 11 115.9 8 92 2/27/97 535 536 N 69 1123 13.4 110 11 85 2/27/97 536 N 69 13.1 119.3 11 92 2/27/97 537 N 69 1125 11.9 116.4 8 92 2/27/97 538 N 40 1159 14.3 115.2 8 91 2/27/97 539 N 40 1160 13.1 118.1 11 91 2/27/97 540 N 42 1158 14 118.6 11 91 ' 2/27/97 541 N 42 1159 12.8 116.4 2 90 2/27/97 542 N 20 1145 11.9 118.1 11 91 ' 2/28/97 543 N 20 1161 13.5 118.8 11 91 2/28/97 544 N 64 SLOPE 1154 11.1 116.7 11 90 ' 2/28/97 545 N 64 SLOPE 1155 12.9 116.7 11 90 2/28/97 546 N 65 1155 11.6 119.8 11 92 ' 2/28/97 547 N VIA LA COL 1156 10.9 115.8 8 92 2/28/97 548 N VIA LA COL 1150 12.9 117.4 8 93 ' 2/28/97 549 N VIA LA COL 1151 13.1 119.1 11 92 22 I 51 k ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%), 2/28/97 550 N 14 1148 12.1 119.7 4 91 ' 2/28/97 551 N 14 1149 13.4 115.3 8 92 2/28/97 552 N 55 SLOPE 1148 12.6 118.1 11 91 ' 2/28/97 553 N 55 SLOPE 1149 13 120.6 4 92 2/28/97 554 N 48 1146 10.9 121 4 92 2/28/97 555 N 48 1147 10.4 120 4 92 2/28/97 556 N 50 1146 10 117.1 11 90 ' 2/28/97 557 N 50 1145 12.6 117.8 11 91 2/28/97 558 N 44 1154 10.9 115.8 8 92 t 1155 12.8 118.4 11 91 3/1/97 559 N 44 3/1/97 560 N 37 1167 12.9 113.8 8 90 3/1/97 561 N 37 1168 13.1 118.2 11 91 ' 3/1/97 562 N 25 1159 10.9 116.6 11 90 3/1/97 563 N 25 1160 10.5 118.3 11 91 t3/1/97 564 N 62 1155 10.5 119.8 11 92 3/1/97 565 N 62 1156 12.5 117 11 90 t3/1/97 566 N 69 1127 13.1 123.1 4 94 3/1/97 567 N 62 SLOPE 1157 10.6 117.5 11 90 ' 3/1/97 568 N 62 SLOPE 1158 11.4 117.7 11 91 3/1/97 569 N 57 1150 12.8 116 8 92 3/1/97 570 N 57 1151 10.9 118.7 11 91 3/1/97 571 N 21 1149 it 117.8 11 91 ' 3/1/97 572 N 52 SLOPE 1146 11.3 120.8 4 92 3/1/97 573 N 52 SLOPE 1147 11.9 117.7 11 91 ' 3/1/97 574 N 37 1168 12.9 118.4 11 91 23 d� I ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 3/1/97 575 N 37. 1169 13.1 116.3 2 90 t3/1/97 576 N 34 1171 11.9 118.9 11 91 3/2/97 577 N KEY/ADJ LT 1124 10.4 121.6 4 93 ' 3/2/97 578 N KEY/ADJ LT 1125 11.4 121.5 4 93 3/2/97 579 N 54 1150 10.4 117.9 11 91 3/2/97 580 N 54 1151 13.1 118.7 11 91 3/2/97 581 N VIA LA COL 1152 11.8 119.1 11 92 ' 3/2/97 582 N VIA LA COL 1153 12.9 119.6 11 92 3/2/97 583 N SLOPE/ACCE 1127 10.9 119.7 11 92 3/2/97 584 N 66 1154 13.5 115.2 8 91 3/2/97 585 N 66 1155 12.6 119.1 11 92 ' 1154 14.3 116.1 8 92 3/2/97 586 N VIA LA COL 3/2/97 587 N VIA LA COL 1155 12.4 120 4 92 3/2/97 588 N 13 1153 12.9 117.9 11 91 ' 3/2/97 589 600 N 13 1154 10.5 113.2 11 87 3/2/97 590 N SLOPE/ACCE 1130 11.1 116.9 11 90 ' 3/2/97 591 N SLOPE/ACCE 1131 12.2 119.1 11 92 3/2/97 592 N VIA LA COL 1153 10.9 118.8 11 91 3/2/97 593 N VIA LA COL 1154 13.4 118.8 11 91 3/2/97 594 N 661 1154 12.8 116.4 5 92 ' 3/2/97 595 N 61 1155 11.9 116.4 5 92 3/3/97 596 N 54 1152 13.4 113.1 9 91 ' 3/3/97 597 N 54 1153 15.8 113.3 8 90 3/3/97 598 N SLOPE/ACCE 1133 13.9 116.5 8 92 ' 3/3/97 599 N SLOPE/ACCE 1134 12.1 119.7 11 92 14 m 5# REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%). ' 3/3/97 600 N 13 12.6 118.1 11 91 ' 3/3/97 601 N 63 SLOPE 1157 11.6 120.7 4 92 3/3/97 602 N 63 SLOPE 1158 13.3 119.1 11 92 ' 3/3/97 603 N SLOPE/ACCE 1136 12.1 116.1 8 92 3/3/97 604 N SLOPE/ACCE 1135 10.3 117.1 6 90 ' 3/4/97 605 N 56 SLOPE 1155 13.5 120.4 4 92 3/4/97 606 N 52 1148 13.4 118.2 11 91 ' 3/4/97 607 N 52 1140 12.1 117.4 6 92 3/4/97 608 N 24 1181 11.1 119.5 4 91 ' 3/4/97 609 N 24 1182 10.2 118.1 11 91 3/4/97 610 N SLOPE/ACCE 1139 12.5 118.8 11 91 ' 1140 11.9 118.4 11 91 3/4/97 611 N SLOPE/ACCE 3/4/97 612 N 59 1158 10.9 116.9 11 90 3/4/97 613 N 59 1159 13.5 119.8 11 92 3/4/97 614 N 14 1155 11.7 117.3 11 90 ' 3/4/97 615 617 N 56 1156 11.1 111.3 8 88 3/4/97 616 N VIA LA COL 1156 13.1 116.1 8 92 3/4/97 617 N VIA LA COL 12.6 118.9 11 91 ' 3/4/97 618 N 56 1156 12.3 117.3 8 93 3/4/97 619 N 64 1158 11.6 120.8 4 92 ' 3/4/97 620 N 64 1159 12.2 119.6 4 91 3/4/97 621 N ACCESS RD 1142 11 118.4 11 91 ' 3/4/97 622 N ACCESS RD 1143 13.3 117 11 90 3/4/97 623 N VIA LA COL 1156 11.9 116.3 10 92 3/4/97 624 N VIA LA COL 1155 12.9 121 4 92 25 5# I ' REDHAWK DEVELOPMENT PARTNER ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN J.N. 569-96 MAX REL. NO. COMP. 7 J (FT) (%) (PCF) (%) 3/4/97 625 61 1156 11.6 111.7 9 90 ' 3/5/97 626 N 30 FG 1177.8 15.4 117.9 11 91 3/5/97 627 N 31 FG 1176.6 12.6 118.7 11 91 ' 3/5/97 628 N 32 FG 1175.7 13.1 115.6 10 91 3/5/97 629 N 33 1174.8 10.2 120.9 11 83 ' 3/5/97 630 N 34 1173.9 13 117.1 2 91 3/5/97 631 N 35 1172.9 10.3 122.1 11 94 3/5/97 632 N 19 1151 12.9 115.2 8 91 3/5/97 633 N 18 1152 10.8 120 4 92 ' 3/5/97 634 N 17 1154 -10.3 117.7 11 91 3/5/97 635 N 16 1155 11.6 119.7 11 92 ' 1127 14 118.4 11 91 3/5/97 636 N 70 SLOPE 3/5/97 637 N 69 SLOPE 1129 12.9 116.8 2 91 ' 3/5/97 638 N 69 SLOPE 1131 10.8 120.5 4 92 3/5/97 639 N 55 SLOPE 1152 10 116.7 2 90 ' 3/5/97 640 N 59 SLOPE 1155 11.6 119.7 4 92 ' 3/5/97 641 N 26 1154 10.6 117.2 5 93 3/6/97 642 N 28 1157 11.1 117.4 5 93 ' 3/6/97 643 N 27 1156 10.8 115.8 9 93 3/6/97 644 N 28 1159 11.3 113.7 9 92 ' 3/6/97 645 N 27 1159 12.8 113.8 9 92 3/6/97 646 N 26 1156 13.3 116.6 6 92 ' 3/6/97 647 N 74 SLOPE 1138 10.3 118.5 11 91 3/6/97 648 N 74 SLOPE 1139 13.6 117.3 6 92 ' 3/6/97 649 N 74 1138 11.1 114.6 9 92 16 1 7 J ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) ' . 3/6/97 650 651 N 74 1139 9.6 112 6 88 3/7/97 651 N 74 10.1 117.4 6 92 3/7/97 652 N 79 1140 11.9 118.1 11 91 ' 3/7/97 653 N 83 1141 10.2 118.1 11 91 3/7/97 654 N CORTE SABR 1158 11.7 120.6 13 92 ' 3/7/97 655 N CORTE SABR 1152 11 118.6 4 91 3/7/97 656 N 20 1148 126 117.8 6 93 ' 3/7/97 657 N 18 1154 11.4 117.7 6 93 3/7/97 658 N 16 1157 13.3 118.3 11 91 ' 1156 12.8 119.3 11 92 3/7/97 659 N 17 3/7/97 660 N 1145 11.1 117.4 12 91 3/7/97 661 N 24 1147 12.4 118.9 12 92 3/7/97 662 N 28 1161 10 117.5 10 93 ' 3/7/97 663 N 22 1140 11.8 119.1 11 92 ' 3/7/97 664 N 75 SLOPE 1142 13 118.1 11 91 3/7/97 665 667 N 23 1145 12.5 109.5 11 84 ' 3/7/97 666 N CORTE SABR 1155 10.3 117.6 12 91 3/7/97 667 N 23 12.9 118.3 11 91 ' 3/10/97 668 N OFFSITE/ADJ 1149 12.3 118 11 91 3/10/97 669 N 81 1150 11 121.4 4 93 ' 3/10/97 670 N 76 1150 10 116.2 8 92 3/10/97 671 N 75 1152 12.2 117.2 11 90 ' 3/10/97 672 N 79 1156 12.8 119 11 92 3/10/97 673 N 70 1140 11.9 117.5 11 90 ' 3/10/97 674 N 70 1138 13.3 118 11 91 27 I �i 0230 6 !/_ / -41 REDFIAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FI) (%) (PCF) (%) 28 J 3/10/97 675 N 70 1142 10.2 117.1 11 90 ' 3/11/97 676 N 70 1143 13.6 118.6 11 91 3/11/97 677 N 14 1155 12.1 117.5 10 93 ' 3/11/97 678 679 N 46 1150 10.8 110.9 8 88 3/11/97 679 N 46 11.1 116.7 8 93 ' 3/11/97 680 N 46 1152 10.8 118.1 5 90 3/11/97 681 N 20 1150 11.1 119.7 4 91 ' 3/11/97 682 N 19 1152 10.2 117.2 6 92 3/11/97 683 N 15 1157 12.8 115.4 3 91 3/11/97 684 N 68 1144 12.4 120.2 4 92 3/11/97 685 N 67 1155 9.6 117.3 10 92 3/11/97 686 N 71 1145 13.3 117.3 10 92 3/11/97 687 N 22 1151 11.6 119.4 4 91 ' 3/12/97 688 N 24 1149 10.6 116.7 6 92 3/12/97 689 N 27 1162 11.4 117.7 11 91 3/12/97 690 N 48 1148 10.2 116.6 12 90 ' 3/12/97 691 N 49 1145 12.8 117.6 11 90 3/13/97 692 N 14 1156 13.1 113.5 9 92 3/13/97 693 N 58 1158 12 118.3 11 91 3/13/97 694 N 60 1160 12.5 114.8 8 91 3/13/97 695 N 71 1146 10.2 121.5 4 93 3/13/97 696 N 70 1148 12.1 117.5 11 90 3/13/97 697 N 69 1150 11.1 119.7 11 92 3/13/97 698 N 67 1159 10 116.2 8 92 3/13/97 699 N 10 1160 11.4 118 11 91 28 J I ' REDHAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. ' (FT) (%) (PCF) (%) . 3/13/97 700 701 N 13 1156 10.5 110.7 8 88 ' 3/13/97 701 N 13 11.1 114.9 5 91 3/13/97 702 N 63 1163 11.7 117.9 2 91 ' 3/13/97 703 N 68 1152 12.6 118.7 11 91 3/14/97 704 N 29 1164 12.1 116.6 1 91 ' 3/14/97 705 N 28 1163 13.9 118.3 11 91 3/14/97 706 N 23 1154 12.8 114.1 8 91 ' 3/14/97 707 N 22 1151 12.7 117 8 93 3/14/97 708 N VIA LA COL 1150 10.3 115.8 10 91 1159 13.5 116.8 1 91 3/14/97 709 N 15 3/14/97 710 N 14 1159 11.2 117.4 11 90 ' 3/14/97 711 N 51 1137 9.7 118.1 11 91 3/14/97 712 N 51 1139 12.3 118.5 11 91 ' 3/17/97 713 N 50 1141 10.6 116.9 10 92 3/17/97 714 715 N 68 1156 9.2 111.4 10 88 3/17/97 715 N 68 12.7 116.9 10 92 ' 3/17/97 716 N 66 1162 13.4 119 11 92 3/17/97 717 N VIA LA COL 1162 12.5 115.7 10 91 ' 3/17/97 718 N 51 1143 12.8 118.7 11 91 3/17/97 719 N 14 1160 10.6 116.8 10 92 3/17/97 720 N 67 1164 13.1 117.5 11 90 3/17/97 721 N 63 1165 12.1 116.8 10 92 ' 3/17/97 722 N 69 1157 11.1 121.2 11 93 3/17/97 723 N 69 1158 13.1 116.4 10 92 ' 3/17/97 724 N 70 1160 12.3 120.6 4 92 29 w ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%). 3/17/97 725 N 60 1161 12.6 115.8 10 91 3/17/97 726 N 49 1146 13.5 117.4 10 92 3/18/97 727 N 14 1161 13.3 115.4 10 91 ' 3/18/97 728 N 13 1159 11.7 118.4 11 91 3/18/97 729 N 9 SLOPE/KEY 1173 111.1 120.3 4 92 ' 3/18/97 730 N 68 SLOPE 1160 10.5 118.6 11 91 3/18/97 731 N 69 1162 14.3 113 9 91 ' N 67 1165 10.3 120.9 4 92 3/18/97 732 3/18/97 733 N 9 SLOPE/KEY 1175 12.8 119.8 4 91 ' 1178 10.1 116.4 10 92 3/18/97 734 N 9 SLOPE 3/18/97 735 N 12 1165 11.2 118.7 10 93 ' 3/18/97 736 N VIA LA COL 1164 10.6 116.9 10 92 ' 3/18/97 737 N 9 SLOPE 1180 11 117.4 11 90 3/18/97 738 N 65 SLOPE 1168 10.2 116.9 10 92 3/19/97 739 N 10 1165 11.6 119.7 13 91 3/19/97 740 N 10 SLOPE 1182 10.4 120 4 92 3/19/97 741 N 73 1157 11.6 119.4 4 91 3/19/97 742 N VIA LA COL 1159 10.8 116.6 10 92 ' 3/19/97 743 N 73 1160 12.5 117.3 10 92 3/19/97 744 N 76 1160 13.1 117.2 12 91 ' 3/19/97 745 N 70 1163 11 115.6 10 91 3/19/97 746 N 73 1161 12.1 119.7 13 91 3/20/97 747 N SLOPE/ACCE 1140 13.8 115.6 10 91 3/20/97 748 N SLOPE/ACCE 1142 11.8 119.3 4 91 ' 3/20/97 749 N 10 SLOPE 1161 12.8 116.8 10 92 30 11 REDHAWK DEVELOPMENT PARTNER. TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX . REL. NO. COMP. 66 (FT) (%) (PCF) (%) 3/20/97 - 750 N 68 1165 13.4 113.4 8 90 3/20/97 751 N 69 1166 10.5 118.5 11 91 3/21/97 752 N 75 1160 11.1 118.8 4 91 ' 3/21/97 753 N 79 1162 10.8 116.7 10 92 3/21/97 754 N 77 1163 12.1 116.6 10 92 ' 3/21/97 755 N 68 1167 10 115.1 5 91 3/21/97 756 N 9 SLOPE 1184 13.3 117.7 10 93 ' N 14 SLOPE 1168 11.8 114.8 8 91 3/21/97 757 3/21/97 758 761 N 13 SLOPE 1170 10.8 110.3 8 88 ' 1164 13.8 115.8 1- 91 3/21/97 759 N 73 3/21/97 760 N 72 1165 11.1 120.3 4 92 ' 3/21/97 761 N 13 SLOPE 11.2 114.3 8 91 ' 3/21/97 762 N 14 1172 12.3 116.3 10 92 3/21/97 763 N 29 SLOPE 1176 17.4 118.4 11 91 ' 3/24/97 764 N 72 1161 12.5 114.8 8 91 3/24/97 765 N 2 1164 11.9 117.4 10 92 ' 3/24/97 766 N 70 SLOPE 1166 10.8 116 10 91 3/24/97 767 N 70 1168 12.1 117.5 11 90 3/24/97 768 N 68 1168 13.5 118.1 11 91 3/24/97 769 N 13 SLOPE 1178 11.9 116.6 10 92 ' 3/24/97 770 N 9 1168 11.3 115.7 10 91 3/24/97 771 N 77 SLOPE 1165 10.5 120.4 4 92 3/24/97 772 773 N VIA LA COL .1163 13.1 107.6 8 85 3/24/97 773 N VIA LA COL 12.6 114.7 8 91 ' 3/25/97 774 N 29 1177 10.8 117.1 10 92 31 66 I ' REDHAWK DEVELOPMENT PARTNER. TEST TEST RETEST TEST LOT DATE NO. TYPE TABLEI LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. V1 (FF) (%) (PCF) (%) ' 3/25/97 775 N VIA LA COL 1167 13.2 116.3 8 92 ' 3/25/97 776 N 69 SLOPE 1169 13.5 116 10 91 3/25/97 777 N 29 1184 11.4 116.4 10 92 ' 3/25/97 778 N 13 SLOPE 1180 11.8 119.3 4 91 3/25/97 779 N 72 1164 10.8 115.8 8 92 ' 3/25/97 780 N 1 1160 12.1 16.3 8 92 3/25/97 781 N 2 1166 13.2 117 10 92 ' 3/26/97 782 N 60 SLOPE 1182 12.1 116.6 10 92 3/26/97 783 N 10 1163 11 118.6 4 91 ' 1165 12.3 114.7 8 91 3/26/97 784 N 10 3/26/97 785 N 36 FG 1171 13.1 116.2 6 91 ' 1170 10.3 121 4 92 3/26/97 786 N 37 FG 3/26/97 787 N 38 FG 1169 13.2 113.7 8 90 3/26/97 788 N 14 SLOPE 1184 12.6 114.7 8 91 3/26/97 789 N 10 1167 11.7 117.4 10 92 3/26/97 790 N 12. 1164 12.8 116.8 10 92 ' 3/26/97 791 792 N 11 1167 10.8 116 11 89 3/26/97 792 N 11 13.8 117.4 11 90 ' 3/26/97 793 N 13 SLOPE 1185 11.1 118.4 11 91 3/26/97 794 N VIA LA COL 1149 10.4 116.2 10 91 3/27/97 795 N 12 1186 12.6 115.6 8 92 3/27/97 796 N 39 FG 1168 11.8 116.2 10 91 ' 3/27/97 797 N 40 FG 1166 13.7 117.2 10 92 3/27/97 798 N 41 FG 1165 12.4 115.4 8 92 ' 3/27/97 799 N 42 FG 1162 13.8 115.5 8 92 32 V1 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%), 3/27/97 800 N 39 1165 11.3 118.8 11 91 3/27/97 801 N 39 1167 10.5 116.3 10 92 3/27/97 802 N 13 SLOPE 1188 13.3 115.4 8 92 ' 3/27/97 803 N 12 SLOPE 1189 12.8 117.2 10 92 3/27/97 804 N 9 SLOPE 1189 11.2 118.2 10 93 ' 3/27/97 805 N 14 SLOPE 1190 10.2 119.8 11 92 3/31/97 806 N 80 1154 11 117.8 12 91 ' N 81 1155 10.4 116.7 10 92 3/31/97 807 3/31/97 808 N 82 1155 1.1 118.5 11 91 ' 824 N 81 1156 12.6 109.4 8 87 3/31/97 809 3/31/97 810 N 82 1156 11.6 119.4 11 92 3/31/97 811 N 76 1156 10.8 117.4 10 92 ' 3/31/97 812 N 81 1158 12.8 117.9 11 91 3/31/97 813 N 82 1160 11.1 118 10 93 ' 3/31/97 814 N 72 1166 12.4 118.9 4 91 3/31/97 815 N 10 1190 11 116.6 8 93 ' 3/31/97 816 N 13 1192 11.3 117.9 11 91 3/31/97 817 N VIA LA COL 1166 10.1 118.7 11 91 3/31/97 _ 818 N VIA LA COL 1167 10.7 117.6 10 93 3/31/97 819 N 80 1158 13.1 117.2 10 92 3/31/97 820 N 43 FG 1160 12.1 115.3 8 92 3/31/97 821 N 44 FG 1157 11.6 119.1 11 92 ' 3/31/97 822 N 45 FG 1155 10.4 116.4 8 92 3/31/97 823 N 46 FG 1154 11.1 118 11 91 ' 4/1/97 824 N 81 9.4 118.1 Il 94 33 1 ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. ' DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 4/1/97 825 N 11 SLOPE 1189 11.9 116.4 8 92 4/1/97 826 N 13 SLOPE 1193 12.6 117.2 8 93 4/1/97 827 N 83 SLOPE 1161 11.4 118 11 91 ' 4/1/97 828 N 80 1162 10.7 116.4 8 92 4/1/97 829 N 71 SLOPE 1169 11.1 118.9 13 91 4/1/97 830 N 47 1152 12.3 114.7 8 91 4/1/97 831 N 48 1150 11.7 117 8 93 49 1149 10.3 116.5 10 92 4/1/97 832 N 4/1/97 833 N 29 1169 11.1 118.5 11 91 ' 1169 12.6 115.7 8 92 4/1/97 834 N 34 SLOPE 4/1/97 835 N 72 1168 10.9 1119.8 4 91 4/2/97 836 N 13 1195 10.9 16.2 8 92 4/2/97 837 N 12 1196 10.3 119 11 92 4/2/97 838 N 2 1169 11.7 115 8 91 ' 4/2/97 839 842 N 1 1170 10.8 110.2 8 87 4/2/97 840 N 77 1170 12.8 117.2 8 93 4/2/97 841 N 9 1196 11.4 119.7 11 92 4/2/97 842 N 1 11.1 116.9 8 93 4/2/97 843 N 10 SLOPE 1198 11.7 117.9 11 91 4/3/97 844 N 78 SLOPE 1170 12.1 114.5 7 91 ' 4/3/97 845 N 75 1170 10.4 117.4 1 92 4/3/97 846 N 9 1200 11.6 17.1 10 92 ' 4/3/97 847 N 8 1202 11.1 116.4 8 92 4/4/97 848 N 13 SLOPE 1202 10.2 117 10 92 ' 4/4/97 849 N 10 SLOPE 1203 11.1 118 11 91 34 �h I 1 REDHAWK DEVELOPMENT PARTNER. ' ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. 1 (FT) (%) (PCF) (%). 4/4/97 850 N 28 FG 1168 11.9 117.7 11 91 1 4/4/97 851 N 27 FG 1167 10.4 116.6 10 92 4/4/97 852 N 26 FG 1165 10.8 117 12 91 ' 4/4/97 853 N 25 FG 1163 10 117.5 10 92 4/4/97 854 N 24 FG 1161 10.8 118.8 4 91 ' 4/4/97 855 N 23 FG 1157 13.3 116.5 10 92 4/4/97 856 N 22 FG 1154 10.6 117.7 10 93 ' 4/4/97 857 N 21 FG 1152 11.7 115.2 8 91 4/4/97 858 N 20 FG 1153 11.1 118.1 11 91 ' SLOPE 1205 12.8 116.2 10 92 4/7/97 859 N 11 4/7/97 860 N 12 SLOPE 1206 11.9 115 10 91 12 91 4/7/97 861 N 9 SLOPE 1206 11.6 116.8 4/8/97 862 N 75 1170 11.1 118.5 Il 91 ' 4/8/97 863 N 68 11698 12.2 115.2 10 91 ' 4/8/97 864 N VIA LA COL 1170 11.6 117.1 10 92 4/8/97 865 N 67 1170 10.3 117.6 8 93 4/9/97 866 N 9 1171 11.1 119.5 11 91 4/9/97 867 N 67 1173 11.9 115.5 10 91 ' 4/9/97 868 N 66 SLOPE 1171 11.6 116.3 12 90 4/9/97 869 N 72 1171 10.5 116.2 8 92 4/9/97 870 N 71 SLOPE 1172 12.9 115.9 8 92 4/9/97 871 N 3 1174 11.6 115.7 10 91 ' 4/9/97 872 N 71 1171 12.8 116.4 12 90 4/9/97 873 N CAM. SAN DI 1174 11.4 116 10 91 ' 4/9/97 874 N 76 1174 12.9 116.4 12 91 35 1 1 -7--�ff c;� ,l 0 6 V `/ 41� I 44 REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. (FT) (%) (PCF) (%) 4/10/97 875 N 73 1174 13.3 114.5 8 91 4/10/97 876 N 70 1174 12.3 116.8 12 91 4/10/97 877 N 19 FG 1155 10.5 118.4 8 94 4/10/97 878 N 18 FG 1156 10.6 116.2 8 92 4/10/97 879 881 N 15 SLOPE 1174 11.1 110.4 8 88 ' 4/10/97 880 N 9 1170 12.2 117.9 10 93 4/10/97 881 N 15 SLOPE 13.1 115.1 8 91 ' 4/10/97 882 N 15 SLOPE 1177 13.2 116.7 8 93 4/11/97 883 N 70 1173 11.9 115.5 10 91 ' 72 SLOPE 1174 11 117.7 11 91 4/11/97 884 N 4/11/97 885 N 69 SLOPE 1175 10.4 116.2 1 91 1176 11.9 117.1 9 94 4/11/97 886 N 75 SLOPE 4/11/97 887 N 76 1176 12.6 114.7 4 93 ' 4/11/97 888 N 72 1176 13.4 116.7 10 92 4/11/97 889 N 71 1176 11.4 117.2 11 90 4/11/97 890 N 75 1176 12.6 114.3 8 91 ' 4/11/97 891 N VIA ZAP AGA 1175 11 118.2 13 90 4/11/97 892 N 73 1175 12.9 116.7 12 90 ' 5/15/97 893 N VIA LA COL 1156 11.2 116.3 9 94 5/15/97 894 N 78 SLOPE 1176 12.9 115.9 8 92 5/15/97 895 N 1 1176 13.8 115.9 10 91 5/15/97 896 N CAM. SAN DI 1176 11.7 116 1 91 5/15/97 897 N 71 1177 11.9 116.7 10 92 5/15/97 898 N 68 1175 10.5 116.4 8 92 ' 4/16/97 899 N 71 1178 12.9 116.7 12 90 36 1 44 E ' REDHAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLEI LOCATION ELEV MOIST. DRY DEN. J.N. 569-96 MAX REL. NO. COMP. ' (FT) (%) (PCF) (%) 4/16/97 900 N 68 1174 11.6 115.8 �1 90 4/16/97 901 N 69 1175 12.1 116.6 10 92 4/16/97 902 N 70 1176 11.3 115.5 8 92 ' 4/16/97 903 N 67 SLOPE 1178 10.4 117.7 12 91 4/16/97 904 N 71 1178 11.2 118.3 11 91 t4/16/97 905 N 2 1178 10.4 117.1 12 91 4/16/97 906 N 3 1178 11.7 116.8 8 93 ' 1140 11.9 115.9 10 91 4/22/97 907 N 51 4/22/97 908 N 52 1151 13.3 115.3 8 91 ' 12.3 114.7 9 93 4/22/97 909 N 53 1153 4/22/97 910 N VIA LA COL 1149 10.9 118.7 11 91 t 4/22/97 911 N VIA LA COL 1172 13.1 115.1 9 93 ' 4/23/97 912 N 11 1167 11.2 115.9 7 91 4/23/97 913 N 1 1178 13.1 116.1 8 92 ' 4/23/97 914 918 N 3 1177 11.8 109.3 8 87 4/23/97 915 N 77 SLOPE 1178 10.2 116.8 12 91 4/23/97 916 N 72 SLOPE 1177 11.6 116.5 8 92 4/24/97 917 N 2 1178 12.9 117.2 8 93 4/24/97 918 N 3 12.4 115.7 8 92 4/24/97 919 N 64 1169 11.1 118.4 11 91 4/24/97 920 N 75 1179 10.1 118.3 11 91 4/24/97 921 N 71 SLOPE 1179 11.6 115.8 8 92 ' 5/6/97 922 N 73 SLOPE 1180 10.6 119 11 92 5/6/97 923 N 69 1177 11.9 115 8 91 ' 5/6/97 924 N 77 1175 11.6 116.7 8 93 37 1 1 44 J ' REDHAWK DEVELOPMENT PARTNER. ' TEST TEST RETEST TEST LOT DATE NO. TYPE TABLE LOCATION ELEV MOIST. DRY DEN J.N. 569-96 MAX REL. NO. COMP. ' (FT) (%) (PCF) (%) 5/6/97 925 N 73 1182 12.4 114.2 8 91 ' 5/6/97 926 N 80 1165 10.9 119 11 92 5/6/97 927 N 82 1167 11.4 115.7 8 92 ' 5/6/97 928 N 81 SLOPE 1167 12.1 117.1 8 93 5/15/97 929 N 54 1155 11.9 116.8 8 93 5/15/97 930 N 55 1156 11.3 115.7 8 92 5/15/97 931 N 56 1158 10.5 119.5 ll 92 ' 1159 11.6 117 8 93 5/15/97 932 N 57 5/15/97 933 N 58 1161 11 115.9 8 92 ' 11.7 114.9 9 93 5/15/97 934 N 59 1162 ' 5/15/97 935 N 60 1164 11.1 118.3 11 91 5/20/97 936 N VIA LA COL 1156 11.4 117.1 8 93 ' 5/20/97 937 N 76 1176 12.1 115.4 8 92 5/20/97 938 N 77 1173 11.1 118.2 11 91 ' 5/20/97 939 N 76 1178 10.2 116.5 8 92 5/20/97 940 N 77 1175 12.3 117.3 8 93 ' 5/20/97 941 N 1 1180 12.8 117.2 10 92 5/20/97 942 N 75 1182 11 116.5 8 92 ' 5/20/97 943 N 74 SLOPE 1182 11.1 17.6 8 93 5/20/97 944 N 71 1180 10.5 117.5 10 92 t5/20/97 945 N 80 11698 11.5 131 10 93 5/20/97 946 N 83 1170 12.6 128.7 8 91 ' 5/20/97 947 N 79 SLOPE 1172 11.7 128.4 8 91 5/20/97 948 N 80 1174 13.5 130.8 9 93 ' 5/20/97 949 N 80 1176 12.3 129.7 8 92 38 1 1p 7 ' REDHAWK DEVELOPMENT PARTNER. TABLE I J.N. 569-96 ' TEST TEST RETEST TEST LOT LOCATION ELEV MOIST. DRY MAX REL. DATE NO. TYPE DEN. NO. COMP. ' (FT) (%) (PCF) (%) 5/20/97 950 N 81 1177 13.8 131.8 8 92 ' 5/20/97 951 N 78 1181 12.1 129.2 9 93 5/20/97 952 N 79 1181 13.3 131.3 8 92 ' 7/28/97 965 N 2 1192 11.9 114.7 9 92 7/28/97 966 N 1 1194 11.2 117.6 5 93 ' 7/28/97 967 N 2 1196 14.3 115.4 9 93 7/28/97 968 N 1 1198 12.1 115.9 5 92 7/29/97 969 N 2 1200 12.4 116.2 2 90 t 7/29/97 970 N 1 1202 11.6 115.1 5 91 7/30/97 971 N 1 1204 11.9 115.5 5 92 ' 7/30/97 972 N 2 1204 13.5 115.2 _ 9 93 7/30/97 973 N 1 1206 11.9 116 5 92 ' 8/8/97 974 N 83 1179 12.5 119.5 11 92 8/8/97 975 N 82 1181 13.4 117.3 5 93 ' 8/8/97 976 N 81 1182 12.3 119.4 11 92 8/8/97 977 N 80 1184 11.9 116.5 5 92 8/8/97 978 N 79 1185 13.4 120.4 11 93 8/8/97 979 N 78 1185 12.4 117.3 5 93 ' 8/8/97 980 N 77 1186 11.6 121.5 11 93 D- Drive Tube ' N- Nuclear S- Sand Cone 1 39 1 7� �� O